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BP, CO & DOCS - 03-00045 - Jack In The Box - Restaurant
CITY OF REXBURG IS SU E D T0 NAME: 3Ac1< /N 7111. BoX PERMIT # 12 — /33- 68 - D 1 FOR THE CONSTRUCTION OF: Co m vvte -r'c ta, t JOB ADDRESS: 1 14p ( ItI 2 '=` 6 GENERAL CONTRACTOR: T. Y. NI ii)e Cart.5 'Ckc+ /o►0L 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 Issued B 8- 7 -03 Building 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 . NOTICE 1) A complete set of approved drawings along with permit must be kept on the premises during construction. 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 1st 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 3594020 24 Hour Notice A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTIONS. CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- 03 -o8 -o1 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 Site address: 461 North 2nd East Use and occupancy: Commercial Type of construction: tcki F Design occupant load: Lf'a Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Jack in The Box 8909 SW Barbur Blvd. #25o Portland, Oregon 97219 Contractor: T.J. Nisbet Construction, Inc. Special conditions: Occupancy: C ' Full This Certificate, issued pursuant to the requirements of Section 109 of the International / Building Coee certifies tbat at t/�e time o f issuanc��t�is�ui( ing_o ortaon o f 4t- Gui[[rng that was inspected on the date listed was f oune to be in compliance with t&e requirements of the cone for the group anh Mvisiovn of nr 40 t1 i4se for 4,3'14,1 t� proposed occupancy was classi f iea. Date: November 7, 2003 C4 :24PM C.O. Issued by: ❑ Partial ❑ Temporary Building 0 ial There shall be no future change in the existing occup sification of the building nor shall any structural changes, modificatio or additions be made to the building o any portion thereof until the Buil. ► 0 0 •. cial has reyi: ed and approved said future ch Water Department ? - t A-f- nle Department State of Idaho Electrical D - (208 -356 -4830) D Merlin Webster FOOTINGS CONCRETE ❑ MASONRY 0 OTHER • • BUILDING PERMIT APPLICATION REXBURG, ID DATE /3 NO. R- -tR1 l THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER ��� C � tC Y { BUILDER T • 1 • N Fl sb ( "C n t • STRUCTURE: , I ' NEW � ❑ REMODEL ❑ RESIDENCE FOUND CONCRETE 0 MASONRY 0 OTHER O MM. 1:1 10 EDUCATIONAL 0 GOVT RELIGIOUS ❑ FENCE ❑ PATIO 0 CARPORT ❑ GARAGE FOUNDATION BASEMENT 0 PARTIAL CI FULL NO FLOORS la WOOD IMONCRETE 0 OTHER EXT. WALLS 4 WOOD MASONRY 0 CONCRETE ❑ VENEER ❑ METAL 0 STUCCO INT. WALLS ❑ WOOD 0 MASONRY 0 CONCRETE " DRYWALL ❑ PLASTER 0 TILE CEILING 0 WOOD ❑ DRYWALL 0 PLASTER 0 TILE 'I5[ACOUSTIC 0 OPEN ROOF HEAT VGAS 0 OIL 0 COAL O FIREPLACE O ELECTRIC BUILT UR. 0 WOOD SH. ❑ COMP. SH. 0 TILE 0 ROLL ROOF. ❑ METAL 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 wa URCa REMARKS: F.--at-k Fro P;t5 , 1;(,r,r' DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID BUILDING INSPECTOR / dC sFl ❑ CHECK '�-� � 4- 2C,�-4901 4 c 1 "7�j JOB ADDRESS 4 rs I N .43:E . PHONE ARCHITECT SCCAA / tCi.\kitt iaS DESIGNER 0 ADDITION ❑ REPAIR ❑ RENEWAL PAID LASH DATE APPLICANT ADDRESS WHITE — Owner's Copy CANARY — Building Department's Copy PINK — Assessor's Copy GOLDENROD - Inspector 0 FIRE DAMAGE ❑ AWNING INSULATED ALLS CEILING LOORS 0 PERIMETER Aug 07 03 10:08a scott I edwards architect Aug. 1. 2003 10:38AM Nov /None APPI,IC4TION FOR BUJILDI G PE.RMXT CITY OF REICinTRG, IDAHO Date of Application 8 -"I - 03 Permit No. CWNNTMt Dame 3'ACIBC t.-af Tt{ %• X Site Address (o NORTH 2 O EA T 2 E x 2G. I DP. N o Mailing Address 84 O C I 5i.al (2.6v 2 13L■ n - i 2 So City /State/Zip 9011.1 Ar i 0, - pR cvl 'L lej Telephone/Fax/Mobile So 3 - 29S - 3G8 Ca P4 • So 1- 2 S l -0 3o1;\ FAX CONTACTOR Name T..T. N 15 E7 coosrli.ocrf efts . 1.4 c_ hleulin; Address_ P. O• Bo K 4 0 C i t y / S t a t e / Z i p C tK A 'M A S p R °I 7 015 Telephone/Fax/1 obile 50 -25'1 - 0 308 P14 So 3 - 2 s1 - 0 3oal Pit C)BCT INFORMATION DEPARTIV NT APPROVAL Property Zone: Is cadsting use compatible With zoning, (screening parking, etc) Yi �a Wbm was this building last occupied fil /A 1.1E uJ 4 Lid 4 Architect/ Engineer Firm Sc oT(CpwA 4 s s Plan Name Be F4O TA C1C 1,;) TH E (3G x Subdivision Lot Block Circle One Residential( Educational Government Remodel Other Circle One Addition/Remodel to Bousc L New Commercial\ Commercial Remodel Circle One Basement o ' Finished / Unfinished Other. None/ Patio/ Carport/ Awniog N/A Lot Square Footage Z1,34 3 Lot width Square Feet 2100 Garage Square Feet Number of Stories _ Heivht of Building 2'L CJoai will structure be used for: Home Home Business Aparbaent (I�onuneroia1) Other Will there be an apartment? NO - , If so, Bow many units Total Bstimated Cost_leale Are you in a flood plain . /?91 7 Signature of Applicant t'Li..."...4....A."....4— ;f p*** ****...L * * .... a tai ** ** * *t * * ** * * * ** sk irt **s *Ie lc* . * *** **** ** *. * ** *y*map ,In.rnats s Code Buildit]g Permit Fees /fi y °. 52 Zone �F REXBUR(71 Plan Check Fees 4556 £ Building Type , Plumbing Pcamit Fees 4 7/3,1'1 Digging Permit Fees Wad & Seiiier Fees 3 y.21. Sig of Insocctor ssued by 5032263715 No•5744 P. 1 - 03-08- 61 FrontFootege Pce TOTALS # CP Z� - i P.5 Rough Plumbing Septic Tank Fixtures Water Piping Complete Sewer Name I+c {< 2-,v n. c. L 6 Address �7 �t �V ) I g • Tel. ,, t Lot Blk. Add. Li Bath Tubs Showers Laundry Trays Wash Basin Toilet Use Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Water Softeners Dish Washing Mach. Clothes Washer CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES PLUMBER w ,. DESCRIPTION OF WORK Urinal Sink Trap Water Heater Other Lawn Sprinklers 3(17 - £r r7 -' Name (..4....� Address / 5 7 - 3 ✓ gO.) NATURE OF INSTALLATION ( s-0/ - `l 7 3 -6; 7 .- Received: Date By ire T) REXBURG PAID CASH $ r.HFCK $ AUG 7 2003 Plumbing Permit $ Sewer Inspection $ Inspection of Pipe $ Inspection of Fixtures $ � �� ► rL �� -4 -.r $ Rough Plumbing' Sewer Other Finish Plumbing TOTAL $ Pi 3, INSPECTOR'S RECORD N INSP.. NAME Aug 07 03 10:08a Aug 06 03 03:38p Hub b /U13 ?:I7P Excava.ion & Earthwc Dc PQ,Zc Concreto_ / h 01'n e. S Masonry scott 1 edwards architect t j nisbet const SUBCONTRACTOR i1ST Roaiing _ Insulation'/ W ar',S D Paintinq:_ o Floor Cove•ings• `-'ate S . PRumbir ^• L5 - _eV ` Heating,` 4 2 • J � t c � - Electrical: 7 /,i) &4 �f SPECIAL CONSTRUCTION (Manufacturer or Supplier) Roof Trusses: , Tf' F oor / Ceiling Joists: Cabinets Siding/Exterior l rim: Other: 5032263715 503 257 0309 No. 5878 P 3 7/11/2003 Jeff W. Hammond Scott Edwards Architects 1630 SW Morrison St. Suite 210 Portland, Oregon 97205 Dear Jeff, I have reviewed the drawings for the Rexburg, Idaho Jack in the Box and have identified the following deficiencies: 1. The structural calculations use exposure "B" for wind design. I disagree with this exposure. The prevailing winds come out of the West slightly from the South. As you can see by the aerial photo that I have attached to the back of this document, there is nothing but open field and river in the direction that the wind travels. The exposure should be "C ". Please have your structural engineer make the necessary changes to the structural calculations and the drawings if required. 2. Please provide a Flood Elevation Certificate as required in the 2000 International Building Code (IBC) Section 1612.5. 3. The soil investigation report identifies a layer of fill mixed with garbage covering the building lot. If you will be over excavating and bringing in structural fill, compaction density tests must be performed by a licensed testing firm. Let us know who will be performing these tests so that we can coordinate with them. 4. Submit manufacturer's certificate of compliance for all components as per IBC Section 1 621.3.5. 5. Please provide energy calculations as per the 2000 International Energy Conservation Code. 6. The Fire Department has reviewed the plans. I have attached a copy of the report. These items need to be addressed before issuance of a building permit. Please let me know if you have any questions. I can be reached during the day at 359 -3020 Ext. 324. Sincerely, Val Christensen Building Official C.C. John Millar Chris Huskinson C ily 2 / / / / / /� / /n ) n r 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 rexburgProperty WI Properly Info (Us I!) Ownership f✓1 PLE Section WI Road Names WI Roads fl City Limits WI Property Lines ( CLW_PLAT /)/ HYD 24K HYD_ORTH LOT ASSR LOT_DEED LOT_ORDN LOT_ORTH /°''`. LOT_PLAT r. LOT_RESO PLS_GCDB /4 PLS_GPS REXB UR G- MADISON COUNTY EMERGENCY SERVICES 26 NORTH CENTER STREET REXB URG, IDAHO 83440 208 - 359 -3010 208 -359 -3006 FAX 2000 International Fire Code Plan Date: JULY 1, 2003 Plan Review Review Date: JULY 7, 2003 Building Name: JACK IN THE BOX Building Address: SECOND EAST AND FOURTH NORTH Stories: ONE Type of Construction: V -B Occupancy Classification: B Existing Floor Area: N/A New Construction Floor Area: 2100 SQUARE FEET 1. Required Fire Flow (Appendix B): 1500 GPM FOR TWO HOURS Comments: NONE 2. Water Supply (Section 508, Appendix C) Required: YES Fire Hydrant Location: O'DELLS FURNITURE /STONERMEG MOTOR SPORTS Fire Hydrant Flows: OKAY Fire Flow Test Location: AS ABOVE Fire Flow Supplied By: FD Other Approved Water Source: NONE Water Supply Acceptable: YES Fire Hydrant Location Acceptable: YES Water Supply Comments: PLANS INDICATE EXISTING BUILDING ADJACENT TO PROPSED STRUCTURE TO BE PROVIDED WITH ADDITIONAL FIRE HYDRANT PROTECTION.....ARE THESE HYDRANTS GOING TO BE INSTALLED NOW OR AT A LATER DATE? PLEASE ADDRESS PRIOR TO CONSTRUCTION. 3. Fire Apparatus Access Roads (Section 503, Appendix D) Required: YES Acceptable Width: OK Length: OK Surface: OK Complete Road Acceptable: YES Comments: NONE 4. Access Roads and Water Supply, including fire hydrants are required to be installed and made serviceable prior to and during time of construction (Section 501): Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION AND MADE OPERATIONAL, A STOP WORK ORDER WILL BE ISSUED. 5. Installation of portable fire extinguishers (Section 906) Required: YES Location shown: U/K Type provided acceptable: YES Comments: PROVIDE A MINIMUM OF 2A10BC IN PUBLIC AREA AND A 40KB EXTINGUISHER IN KITCHEN AREA. 6. Automatic fire extinguishing systems (Section 903) Required: NO Type of system being installed: Sprinkler system monitoring (Section 907) required: Comments: 7. Standpipes (Section 905) required: NO Type required: Comments: 8. Ventilating hood and duct fire extinguisher system (Section 609) required: YES Type being provided: ANSUL Automatic fuel shut -off required: YES Portable fire extinguisher shown: YES Comments: ANSUL SYSTEM SHALL BE FULLY TESTED IN PRESENCE OF FIRE INSPECTOR BEFORE OCCUPANCY. 9. Fire alarm systems (Section 907) 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: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: 10. Other corrections that are required by special occupancy or conditions: NONE Plans as submitted are acceptable: YES Plans checked by: CHRIS HUSKINSON Date: 7 -07 -03 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: 7/25/2003 Jeff W. Hammond Scott Edwards Architects 1630 SW Morrison St. Suite 210 Portland, Oregon 97205 Dear Jeff, Val Christensen Building Official C.C. John Millar Chris Huskinson STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 X [// lLILU p��v y 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us I received your response to my review comments dated 7/11/03. All items except for #5 have been addressed properly. Item #5 was a request for energy calculations as per the 2000 International Energy Conservation Code (IECC). You have provided me with lighting and mechanical-calculations but not envelope requirements. This item needs to be addressed before issuance of a building permit. Please let me know if you have any questions. I can be reached during the day at 359 -3020 Ext. 324. Sincerely, Jul 29 03 02:38p scott 1 edwards architect 5032263715 Section 1 - Project Information Project Name C IG 1.4 Address 5E4o,40 AVC ', tiTt4 5r. RtxgvRG t PAI40 Owner /Agent 3 Aeic TN e so% C Hats sv Documentation Author E>ri- A rbirrfoKD Section 2 - General Information Building Floor Area 2 OO 5. 1:'. WWR 4 49 2.34o 14t Window -Wall Ratio (WWR) (Gross Fenestration Area _ ft 11 Gross Exterior -Wall Area _ ft x 100 = Design WWR _% Project Description X New Construction ❑ Addition ❑ Alteration ❑ Unconditioned Shell Section 3 - Requirements Checklist Air Leakage, Component Certification, and Vapor Retarder Requirements All joints and penetrations are caulked, gasketed, weatherstripped, or otherwise sealed Windows, doors, and skylights certified as meeting leakage requirements Component R- values and U- factors are labeled as certified Vapor retarders installed Exception: Zones 1 -7 Climate - Specific Requirements Wall Type 1 Wall Type 2 Wall Type 3 Wall Type 4 Roof Type 1 Roof Type 2 Roof Type 3 Floor Type 1 Floor Type 2 Window 1 Window 2 Window 3 Skylight 1 Skylight 2 Window 1 Window 2 Window 3 YIN PF Description %Lir -up R - 3o ALL INFORMATION MUST BE FILLED IN- PRINT CLEARLY PF = projection factor SOX Principal Envelope Designer- Name .TerF 14 Amr►»onl NOTE. This form is required on project plans. Envelope Compliance Certificate for the 2000 IECC Proposed Minimum R -Value R Value Wc7oo wA t_t.R.tq 19 Skylights Tess than 3% of the Total Roof Area % of Roof Proposed Maximum Description U- Factor U- Factor 51'0 2V:44o -,r o- 5y . 1 Proposed Maximum Exterior Shading SHGC SHGC (y) N PF* Y/N PF Telephone 4. 12S -681-499 Telephone 503- 224 - 3f.I1 Inspection Date Permit # Date Checked By Date For Department Use Only Approved BY Notes Section 4- Compliance Statement The proposed envelope design represented in these documents is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2000 IECC envelope requirements using COMcheck - EZna Version 2.1. S i turre ( I Date — - 0 3 3 p. 2 Ms. Leah J. Orr Jack in the Box Corporation 8909 SW Barbur Blvd, Ste 250 Portland, OR 97219 Dear Ms. Orr: March 24, 2003 File: JACB03- P01103B RE: LETTER REPORT Geotechnical Evaluation Proposed Jack in the Box 2nd Avenue E and 4 Street N Rexburg, Idaho Strata has completed the geotechnical engineering evaluation for the proposed Jack in the Box site at 2 Avenue East and 4 Street North in Rexburg, Idaho. Our exploration and report were performed in accordance with our proposal dated February 4, 2003. The following paragraphs describe our scope of work and our geotechnical recommendations for the design and construction of foundations, floor slabs, pavement, and stormwater disposal. The project site was previously involved in the 1976 Teton Dam breach, which flooded the south fork of the Teton River and caused scouring of the subject site. Subsequently, the site was filled with uncontrolled fill consisting of varying amounts of soil, boulders, and construction debris. In our letter of February 27, 2003, we discussed the distribution of the uncontrolled fill and its impact on the development of the project site. Additionally, we outlined the risks associated with constructing over the uncontrolled fill. In our subsequent conversations with Charlie Patton with Jack in the Box, it was decided that the uncontrolled fill would be removed from the building area. However, due to cost issues, the fill will remain beneath the sidewalk and pavement improvement areas of the project site. There is limited risk associated with constructing pavements and sidewalks over the uncontrolled fill with respect to the potential for possible future settlement and damage to the overlying improvements. In this letter report, we will present specific site preparation procedures to mitigate the potential for future settlement of the underlying uncontrolled fill. However, Strata cannot be responsible for the performance of the proposed improvements that will be underlain by uncontrolled fill. Proposed Construction The existing undeveloped site is Tess than 1 -acre and is part of a larger, developed commercial site. We understand the proposed construction will consist of a one -story concrete slab -on -grade wood frame restaurant with a floor area of approximately 2850 square feet. Wall and column loads will be 1500 pounds per lineal foot and 10,000 pounds, respectively. The proposed development will include drive areas, automobile parking, and a drive -thru lane. Traffic volumes are anticipated to be about 1000 Tight vehicles per day and five 18 -kip single axle loads per day from heavy trucks. We anticipate stormwater will be discharged onsite via subsurface seepage pits. Site Description Jack in the Box File: JACB03- P03011 B Page 2 The site is located at the south end of the existing Stoneridge Motor Sports development. The site is Tess than 1 -acre in size and was covered with gravel at the time of our study. The site is bounded to the south by the south fork of the Teton River, to the north by Stone Ridge Motor Sports, to the east by 2nd Avenue East and to the west by undeveloped property. The site was generally level with access from the north. Subsurface Conditions On February 17, 2003, Strata observed the excavation of four test pits on the project site. The location of the test pits are shown on the Site Plan, Plate 1. The Test Pit Togs are presented in the Appendix. The terms in the test pits are explained in Plate 2, Unified Soils Classification System (USCS). The test pits were excavated with a Cat 426 rubber -tire backhoe to a depth of 12.0 feet beneath the ground surface. The test pits were backfilled and compacted in lifts using a hoepack compactor after the completion of the test pits. The subsurface conditions as observed in the four test pits consisted of 4.0 to 7.0 feet of uncontrolled construction debris fill, consisting of gravel with silty sand, basalt cobbles and boulders mixed with concrete reinforcement and occasional wood. We have shown the depth of the uncontrolled fill, as measured in the test pits, on the attached Site Plan. The thickness of the uncontrolled fill could vary significantly over the project site. Beneath the uncontrolled fill, we observed a layer of loose sandy silt, which was approximately 1 to 2.5 feet thick. Beneath the loose silt, medium dense, moist to wet, silty sand with gravel was encountered to a depth of 8.0 to 11.0 feet beneath the ground surface. Dense gravel with sand was encountered beneath the silty sand layer in all of the test pits, and extended beyond the depth of the 12 -foot deep test pits. The depth to the top of the clean gravel with sand varied from 7.0 to 11.0 feet beneath the existing ground surface. Ground water was not encountered to a depth of 12.0 feet at the time of the test pit excavations. However, we anticipate the ground water level will vary with flow fluctuations in the Teton River, located south of the project site. The anticipated maximum high ground water level could be within 10 feet of the ground surface. Laboratory Testing All of the soil samples were taken back to our laboratory and visually identified in accordance with ASTM procedures. Additionally, specific samples were tested for grain size, moisture content, and in situ density. The tests were accomplished in accordance with ASTM procedures. The laboratory test results are presented on the test pit logs. Jack in the Box File: JACB03- P03011 B Page 3 All samples will be stored in our laboratory for a period of 90 days. After that the samples will be discarded unless we are notified to retain the samples for a longer period of time. General OPINIONS AND RECOMMENDATIONS It is our opinion that the site is suitable from a geotechnical standpoint for the proposed project. The recommendations contained in this report reflect our understanding of the location and configuration of the proposed buildings, topography and subsurface conditions. If design plans change (e.g. structural loads or traffic patterns are significantly different from what we have assumed or were provided), or subsurface conditions between test pit locations vary significantly from what was observed during our subsurface evaluation, we should be notified to review the report recommendations and make any necessary revisions. The report recommendations reflect a straight -line interpolation and extrapolation of the subsurface conditions between and beyond the test pit locations. However, the soil conditions, particularly the depth of uncontrolled fill, may vary at the proposed site. The variation in uncontrolled fill and underlying soil conditions will not be known until construction, and may cause changes to construction plans and /or costs. Site Preparation /Earthwork It is our opinion the uncontrolled fill and the underlying loose sandy silt/silty sand is not suitable for support of the proposed building area. Therefore, we recommend the unsuitable material be over - excavated, removed offsite and replaced with compacted structural fill. We anticipate the depth of over - excavation will be approximately 5.5 feet to remove the uncontrolled fill and loose sandy silt. The underlying native medium dense silty sand is in a moist to wet condition and is moisture sensitive to disturbance with rubber -tire equipment. We recommend the excavation be accomplished with a smooth blade backhoe bucket to limit disturbance of the underlying moist to wet silty sand. It may be necessary to use a geotextile fabric such as Amoco 2002 over the silty sand subgrade prior to the placement of granular structural fill. Strata should be onsite to observe the condition of the native silty sand subgrade and evaluate whether the geotextile will be necessary beneath the structural fill. The over - excavation for the building area should extend out approximately 5 feet beyond the edges of the building to improve the soils in the zone of significant stress of the building foundations. In the remaining pavement and sidewalk areas outside the building area, the anticipated cost of soil improvements to remove the fill were not economical for development of the site. Therefore, we understand that Jack in the Box has requested we provide alternate site preparation procedures to provide support for the proposed pavement and sidewalk areas. It should be understood that there is limited risk associated with constructing pavements for sidewalks over uncontrolled fill with respect to potential for Jack in the Box File: JACB03- P03011 B Page 4 possible future settlement of the underlying fill and damage to the overlying site improvements. Strata cannot be responsible for the performance of the improvements in areas where the uncontrolled fill is not removed. To mitigate the potential for settlement of the underlying uncontrolled fill, we recommend proofrolling the pavement and sidewalk areas with a minimum of five passes with a heavy vibratory roller with a minimum drum weight of five tons. If weaving or pumping of the subgrade is observed, those unstable areas should be removed and replaced with granular structural fill. Additionally, we recommend that a geotextile with a minimum weight of 6 ounces per square foot, such as Amoco 2002, be placed over the existing subgrade prior to the placement of granular subbase or base course for the proposed pavement and sidewalk areas. Structural fill should consist of sand and gravel with less than 10% passing the No. 200 sieve and cobbles less than 6 inches in size. Acceptable offsite structural fill should be classified as SP, SM, GP, and GM in accordance with the Unified Soils Classification System (USCS), Plate 2. The initial lift of structural fill in the over - excavated building area should consist of an 18 -inch lift to help bridge over the native moist to wet medium dense silty sand. The initial lift of backfill should be compacted statically and then limited vibration should be used for compaction to mitigate the potential for pumping of the underlying moist to wet silty sand subgrade. The remaining structural fill should be placed to the subgrade elevation in uniform, maximum 8- inch - thick, loose lifts and compacted to a minimum of 95% of the maximum dry density of the soil, as determined by ASTM D 698 (Standard Proctor). This assumes that heavy compaction equipment such as rollers with a minimum drum weight of 5 tons is used. The maximum loose lift thickness should be reduced to 6 inches where smaller and /or lighter compaction equipment is used. Strata should be retained to perform field density testing of structural fill to verify contractor compliance with the above minimum compaction criteria. Wet Weather Construction We recommend that site construction be undertaken during dry weather conditions. If the site construction, particularly grading, is undertaken during wet periods of the year, the sandy silt/silty sand will be susceptible to pumping or rutting when subjected to heavy loads from rubber -tired equipment or vehicles, which exert a point load. Wet weather earthwork should be performed by low pressure, track - mounted equipment which spread and reduce the vehicle load. It may be necessary to use a smooth -blade backhoe bucket to minimize the disturbance of the silt. Work should not be performed immediately after rainfall. All soft and disturbed areas should be excavated to undisturbed soil and backfilled with structural fill as recommended in the Earthwork section of this report. Assuming the soil is wet and soft but not disturbed, the initial layer of fill placed over the native soil should be at least 12 inches in depth. Compaction of the fill should be sufficient to preclude pumping of the native soil. In summary, careful construction procedures are paramount to the successful grading operation if the native sandy silt/silty sand is wet and loose. Consulting us prior to Jack in the Box File: JACB03- P03011 B Page 5 initiating this type of construction is recommended to maximize earthwork efficiency and achieve a stable subgrade. Bearing Soil We recommend that all footing trenches be excavated so that footings and floor slab bear on structural granular backfill as described in the previous section of this report. Sidewalk and pavement areas should bear on subbase or base course material and the subgrade prepared as stated in the above section of this report. Seismic Design Criteria The project site is located in Seismic Zone 3 and a soil profile SD should be used for structural design. The IBC 2000 criteria should be based on a soil site class D, stiff soil profile. Foundations We recommend that shallow foundations be used to support the proposed restaurant building. The following recommendations should be accomplished for all foundations: 1. Strata should be retained to observe all building footing trenches to verify dimensions, unsuitable soil removal and footing excavations to verify that they have been excavated to the recommended bearing soil as described above, and that all bearing surfaces have been prepared in accordance with this report. 2. Exterior footings should be located at least 30 inches below final, exterior grade to mitigate the effects of frost penetration based on the presence of granular structural fill placed beneath the foundations. 3. Minimum strip footing widths should be consistent with the Uniform Building Code (UBC)Ilntemational Building Code (IBC). 4. All loose soil or water in the bottom of footing excavations should be removed, and the trench bottom over - excavated to undisturbed soil, prior to forming and pouring footings. 5. Structural fill placed beneath building footings should extend a minimum of 1 foot horizontally for each 2 feet of thickness placed beneath the footings. The horizontal dimension is measured from the edge of the footing. 6. If the above recommendations are accomplished, a maximum allowable bearing value (ABV) of 2500 psf could be used for the design of foundations bearing on structural fill placed over native, medium dense silty sand. Jack in the Box File: JACB03- P03011 B Page 6 7. If the above bearing soil, site preparation, earthwork and foundation recommendations are accomplished, we anticipate total settlement will be Tess than 1 inch and differential settlement will be less than 1/2 inch per 25.0 feet of wall length, or between similarly loaded footings that are not less than 25.0 feet apart. Floor Slab, Sidewalk, and Pavement Areas We recommend that the following preparation and construction procedures be used for all floor slab, sidewalk and pavement areas: 1. After completion of the recommended site preparation, including removal of uncontrolled fill in the building area, and proofrolling the exposed soil surface in accordance with the Site Preparation /Earthwork recommendations in the sidewalk and pavement areas. Grade and compact structural fill to the required subgrade elevation, in accordance with the Earthwork recommendations. 2. Place and compact 3/4- inch - minus, sand and gravel base course with no more than 8% passing the No. 200 sieve to a minimum compacted thickness of 4 inches in all floor slab and sidewalk areas. The sand and gravel base course will act as a leveling course and help distribute point loads. Compact the base course to a minimum of 95 % of the maximum dry density of the soil in accordance with ASTM D 698 (Standard Proctor). 3. If additional moisture protection is required beneath floor slabs -on- grade, a 10 -mil polyethylene vapor barrier could be used beneath the floor slabs to reduce the migration of moisture through the slabs. The vapor barrier should be placed directly on top of the structural fill subgrade and covered with a minimum of 4 inches of sand and gravel base course to help protect the barrier from puncture. The base course .should be compacted as described in Item No. 2 above. Provided the site preparation procedures are accomplished as described above, the following minimum pavement sections are recommended for the parking, delivery traffic, and drive -thru lanes: Flexible Pavement (car parking, delivery vehicles, & drive -thru lane): 2.5 "- Type 111 asphalt concrete top course 4.0 "- 3 h-inch-minus, crushed sand and gravel base course 8.0 "- Pit -run sand and gravel subbase course Rigid Pavement (car parking): Jack in the Box File: JACB03- P03011 B Page 7 4.0 "- 4,000 -psi compressive strength (at 28 days) Portland cement concrete with a maximum 4 -inch slump and 4% to 6% entrained air 6.0 "- 3 /- inch - minus, crushed sand and gravel base course Rigid Pavement (delivery traffic, drive -thru lane, & trash enclosure) 5.0 "- 4,000 -psi compressive strength (at 28 days) Portland cement concrete with a maximum 4 -inch slump and 4% to 6% entrained air 6.0 "- 3 /- inch - minus, crushed sand and gravel base course Note: We recommend that a curing membrane be placed on all finished exterior concrete surfaces immediately after finishing. The curing membrane should be installed in accordance with the manufacturer's written instructions. Contraction /expansion joints should be placed at 10 to 12 -foot spacing to control cracking in the concrete. Additionally, we recommend that smooth dowels be placed between joints to help mitigate heaving /settling of adjacent concrete slabs. We recommend a Portland cement association technical representative be contacted to review the jointing pattern and reinforcement for the concrete pavement design. The above recommended flexible and rigid pavement sections are based on a maximum 20 -year design life. The above pavement sections are based on an estimated subgrade support value of 40 for the near surface silty sand with gravel subgrade that was typically encountered in the uncontrolled fill. The subbase should consist of 6- inch - minus, well - graded sand and gravel consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801 and with less than 10% passing the No. 200 sieve. The base course should consist of 3/4- inch- minus, well - graded, crushed sand and gravel with Tess than 8 % passing the No. 200 sieve and consistent with ISPWC Section 802. The subbase and base course should be compacted to at least 95% of the maximum dry density of the soil per ASTM D 698 (Standard Proctor). The asphalt concrete for the flexible pavement area should have material properties as specified in ASTM D 3515 and have a mix design with a maximum aggregate size between 3/4 and 3/8 inch. The asphalt concrete should be compacted as required by ISPWC Sections 809 and 810. We recommend that crack maintenance be accomplished in all pavement areas as needed to reduce the potential for surface water infiltration into the pavement section underlying uncontrolled fill to mitigate the potential for settlement of the fill. Grading, Drainage and Stormwater Disposal Jack in the Box File: JACB03- P03011 B Page 8 Site grading, including grading of all sidewalks and landscaped areas, should slope at a minimum of 2% away from the proposed buildings, sidewalk, and pavement areas to prevent ponding and to direct surface runoff away from these areas. All runoff from downspouts, roof areas, paved areas, landscaped areas and other large volumes of stormwater should be directed and maintained away from the proposed structures, and not be allowed to infiltrate the soil beneath paved areas, sidewalks or footings. All drainage should be directed to an approved discharge and /or collection facility, such as shallow detention ponds or seepage beds, located no closer than 25 feet away from building foundations. We recommend that stormwater seepage trenches be excavated through the uncontrolled fill and underlying native silty sand into relatively the free - draining gravel with sand encountered at a depth of 7.0 to 11.0 feet beneath the ground surface. We recommend a maximum percolation rate of 12 inches per hour could be used for the clean gravel with sand. The maximum high ground water level is anticipated to be approximately 10.0 feet below the surface associated with high water conditions in the adjacent Teton River. Plan and Specification Review We recommend that Strata be retained to review the civil and structural foundation plans and earthwork specifications prior to bidding of the construction documents. CONSTRUCTION OBSERVATION AND TESTING Strata should be retained to observe the soil improvements and site preparation in the proposed building and pavement areas as described in this report. Strata can provide construction materials testing and special inspection for earthwork, concrete, asphalt, masonry, and steel. If we are not retained to perform the recommended services, we cannot be responsible for related design and construction errors or omissions. EVALUATION LIMITATIONS This report has been prepared to evaluate the subsurface conditions at the proposed Jack in the Box site on 2 Avenue East and 4 Street North in Rexburg, Idaho. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This acknowledgment is in lieu of all warranties either expressed or implied. The following plates accompany and complete this report: Plate 1: Site Plan Plate 2: Unified Soils Classification System (USCS) Appendix: Exploratory Test Pit Logs We appreciate the opportunity to continue to assist you on this project. If you have any questions, please call. DPG /nm Attachments cc: Charles Patton, Jack in the Box Cassandra Haynes, Jack in the Box Paul Deneka, Jack in the Box Jeff Hammond, Scott Edwards Arch. Chuck Keefer, California Neon Products Sincerely, STRATA, INC. Jack in the Box File: JACB03- P03011 B Page 9 William J. Nenno, C.E.T. ' Daniel P. Gado, P.E. STONERIDGE MOTOR SPORT SOUTH FORK TETON RIVER PROPOSED CITY NATURE PATH .,MC.O� ;� 7C:. r ' "" era.: r ,II Inc Irrt af, n s rxc °o 1 0 exam ° eR a N ».,. enweer. tannin*: Nflr�. tT. o.� ra pn. � m»w .� R Reference: Site Plan Scanned From Printed E —mailed .PDF Of Faxed ° Rexburg pdf'Supplied Leah Of Jack —Do— The —Box;, Drawls$ Brae Not Dated. LEGEND APPROXIMATE LOCATION OF TEST PIT OBSERVED B Y STRATA, INC. ON FEBRUARY 17, 2003. DEPTH OF UNCONTROLLED FILL APPROfMATE SCALE 0 10 20 30 40 1 inch — 20 ft. Jack In the Box Test Pit Location SITE PLAN S T R. 3 • 6SOTEDMM1Q ENOINEEMNII 3 MATE R1,414 TE8TIN3 JACB03— P030011A .._.. LAT .., . ......... ........................_.. P Major Divisions Graph Symbol Letter Symbol T; icr�l Names - �� l C ° ".,k.._ t IE. [.rt I < <`{ f. I i ;af ! :' •I i-; ..,� .' Well- graded Gravel, Ord•, +ei -sand Mixtures- , c .,F; GP rravel Poorly - graded Gravel, -sand Mixtures. : , . #_-_ ?`':. w= . 1„.t . .'• • � GM Silty Gravel, Gravel- Sand -silt Mixtures, •,.- ""\ • "`,..., ` � " � Clayey Gravel, Sand-clay Mixtures - I R ;II a t] U U C. e 0, Q V0. , Well - graded Sond, Cravellp Sande f • . 4 • # . 'r Poorly- graded Sand, Gravelly Sand_ ( FII` °I...r ° r i • Silty Sand, Sand -wilt Mixtures, \ '•' # \� �`, *�. ` ' C Clayey Sand Sand - clay Mixtures. - I }L €gym_ p it li __. =� `AIL l'�'.'` _.4 i r,�L h�1 L (norgan is Silt, Sandy or +�la,+ey hilt. CL Inorganic Clay Of Low To Medium Plasticity, Sandy Or Silty Clay. � � ` � ` � \\\,..,....:\ )\\.\\\)\- 1 1 1 1 Organic Silt And Clay Of Low Plasticity. � ... L M tt 79 • MH inorganic Silt, Micaceous Silt, Plastic Silt. - \ . ∎. ` ,.-.\ `,. * \:\ Inorganic Clay Of High Plasticity, Fat Clay. \ ��� ∎'",„�'\ N.; -:: : ':, ,'..- OH Organic Clay Of Medium To High Plasticity, PT Peat, Muck And Other Highly Organic Soils. ' UNIFIED SOIL CLASSIFICATION SYSTEM i 1 11 Standard 2 -Inch OD Split -Spoon Sample California Modified 3 -Inch OD Split- Spoon Sample Rock Core Shelby Tube 3 -Inch OD Undisturbed Sample V Ground 'Water Ground Water At Time Of Drilling After 24- Hours BG BK RG Boggle Sample Bulk Sample Ring Sample Boring Log Symbols SOIL CLASSIFICATION CHART Ground Water Symbols Test Pit Loy Symbols S 1 1" a 1 OTEIII 4L MIMORINO a MAMMALS TEIYMO File: JAC:EG3- P03001B PLATE 2 EXPLORATORY TEST PIT # 1 JACK IN THE BOX, REXBURG, IDAHO File: JACBO3- P03011B DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION 0 — 4.0 GM -SM Poorly graded GRAVEL with silty sand and construction debris, some basalt cobbles to 12" (Fill) Brown , Moist , Medium Dense 4.0 —5.5 ML Sandy SILT with trace gravel, (Native) Dark Brown, Moist , Medium Dense 5.5 —11.0 SM Silty SAND with trace gravel, (Native) Brown, Moist, Medium Dense 11.0 —12.0 GP Poorly graded GRAVEL with coarse to fine sand, (Native) Brown, Moist, Dense, Sub - rounded gravel to 2" Excavated on 2/17/03 No groundwater encountered. Test pit terminated at 12 feet below the existing ground surface. No samples taken. Excavation Equipment: CAT 426 BACKHOE Logged by: W.J. NENNO EXPLORATORY TEST PIT # 2 JACK IN THE BOX, REXBURG, IDAHO File: JACBO3- P03011B DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION 0 — 4.5 GM -SM Poorly graded GRAVEL with silty sand and construction debris, one basalt boulder to 2.5' others to 1.5' (Fill) Brown , Moist , Medium Dense 4.5 —5.5 5.5 — 8.0 8.0 —12.0 SM Silty fine SAND with trace gravel, (Native) Dark Brown, Wet, Loose Moisture content = 28.9% minus No. 200 sieve = 29% SM Silty SAND with trace gravel, (Native) Brown, Wet, Medium Dense, 14.9% minus No. 200 sieve Moisture content = 28.4% GP Poorly graded GRAVEL with coarse to fine sand, (Native) Brown, Dry, Dense, Sub - rounded gravel to 2" Moisture Content = 4.4% o, 2.1% minus No. 200 sieve Excavated on 2/17/03 No groundwater encountered. Test pit terminated at 12 feet below the existing ground surface. Samples taken at 2.0, 5.0, 7.0 & 10.0 feet. Excavation Equipment: CAT 426 BACKHOE Logged by: W.J. NENNO EXPLORATORY TEST PIT # 3 JACK IN THE BOX, REXBURG, IDAHO File: JACBO3- P03011B DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION 0 — 5.0 GM -SM Poorly graded GRAVEL with silty sand and construction debris, basalt boulders to 1.5' (Fill) Brown, Moist , Medium Dense 5.0 —7.0 ML Sandy SILT with trace gravel, (Native) Dark Brown, Wet, Loose In place density = 89.2 pcf, Moisture content = 25.1% 7.0 — 12.0 GP Poorly graded GRAVEL with coarse to fine sand, (Native) Brown, Moist, Dense, Sub - rounded gravel to 2" Excavated on 2/17/03 No groundwater encountered. Test pit terminated at 12 feet below the existing ground surface. No samples taken. Excavation Equipment: CAT 426 BACKHOE Logged by: W.J. NENNO EXPLORATORY TEST PIT # 4 JACK IN THE BOX, REXBURG, IDAHO File: JACBO3- P03011B DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION 0 — 7.0 GM -SM Poorly graded GRAVEL with silty sand and debris, one basalt boulder to 1.5' (Fill) Brown, Moist , Medium Dense 7.0 —12.0 GP Poorly graded GRAVEL with coarse to fine sand, (Native) Brown, Moist, Dense, Sub - rounded gravel to 2" Excavated on 2/17/03 No groundwater encountered. Test pit terminated at 12 feet below the existing ground surface. No samples taken. Excavation Equipment: CAT 426 BACKHOE Logged by: W.J. NENNO REPORT TO: PROJECT: S T i a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 X (N) (SC) (N) (SC) JMC PROPERTIES, INC 563 W 500 S BOUNTIFUL,UTAH 84010 Field Method (s) Performed Test Location (s) Selected by: Strata Personnel MH/TB ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Date and Lab No. Location Elev 7/17/2003 Structural fill 12' N & 15' E 1' ASG 1 of SW corner 7/17/2003 Structural fill 20' N & 20' W 1' ASG 2 of SE corner 7/17/2003 Structural fill 6' S & 15' W 2' ASG 3 of NE corner 7/17/2003 Structural fill 15' S & 18' E 2' ASG 4 of NW corner FIELD DENSITY TEST REPORT Applicable Lab Method X ASTM D698 ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 128.0 118.4 121.5 Field Dry Lab Density Maximum (PCF) Density (% Mois) (PCF) 125.2 128.0 3.4 122.2 128.0 2.9 121.7 128.0 3.6 121.9 128.0 3.2 DATE: 07/18/03 FILE NO: JMCINC INVOICE NO: (PROJECT NO: P03011C FAX: 801 - 294 -0497 Percent of Max Density Obtained (Required) 98 95 95 95 95 95 95 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) GRAVEL WITH SAND SAND SANDY GRAVEL Meets Requirement 1 =Yes, 0 =No RP = Retest OK 1 1 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O =No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 7/18/2003 Structural fill 10' N & 20' E 3' ASG 123.3 128.0 96 1 5 of SW corner 3.6 95 7/18/2003 Structural fill 18' N & 15' W 3' ASG 122.0 128.0 95 1 6 of SE corner 3.5 95 7/18/2003 Structural fill 15' S & 20' W 3' ASG 121.6 128.0 95 1 7 of NE corner 4.7 95 7/18/2003 Structural fill 25' S & 15' E 3' ASG 122.2 128.0 95 1 8 of NW corner 3.9 95 7/18/2003 Structural fill 8' S & 20' E 4' ASG 123.0 128.0 96 1 9 of NW corner 2.9 95 7/18/2003 Structural fill 20' S & 12' W 4' ASG 125.7 128.0 98 1 10 of NE corner 4 95 7/18/2003 Structural fill 25' N & 35' E 4' ASG 126.1 128.0 99 1 11 of SW corner 4.2 95 7/18/2003 Structural fill 10' N & 20' E 4' ASG 124.6 128.0 97 1 12 of SW corner 5.8 95 00, cc:Greg Stoddard Reviewed by: S T a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING MOISTURE- DENSITY RELATIONSHIP CURVE AASHTO 1557 Method C Project: JACK IN THE BOX- REXBURG GRADING ANALYSIS Client: JMC PROPERTIES, INC. SCREEN SIZE % PASSING AS TESTED File Name: JMCINC Date Tested: 7/17/03 Tested By: MH Sample Number: PL03178 Sample Location: ON SITE Sample Description: SANDY ROCK Soil Tempered: NO Rammer Type: AUTOMATIC Maximum Dry Density, : ry y Optimum Moisture Content 6 inch 4 inch 2 inch 3/4 inch 73 73 3/8 inch #4 screen MATERIAL Corrected Dry Density, pcf: 121.5 111.5 Corrected Moisture Content, %: 6.0 Coarse Aggregate Correction, %: 27.0 %: 8.0 Bulk Specific Gravity (assumed): 2.56 150 O Optimum Point 148 146 144 __ __■ -■ ■■■■■. ■■■■■■ ■■■■■. Proctor Points ■■■■■ ���� ____ -_ 142 140 138 136 __ _.1111111101111��-__-_������ �_ ` 134 ■_-__■■■■■■ `'� resammi 132 0 130 ' 0. 128 _ 126 Z -■_- _MIME ■. 124 iimmin ,' • ■■• 122 1 20 _ - 118 116 - -__ ; aim -___■■■■.. ■■■■■. 114 _- MINIM 112 110 .n —mplipm. 108 _ -■MM. 106 _- ■■■■■■. IMEI 104 102 � _ -■ ■■■■■■ 100 2 25 Reviewed 3.0 35 By 4 4 5.0 55 6 6. -' 70 75 8 85 90 95 10 10.5 11.0 11.5 12 12.5 13.0 13.5 14 MOISTURE % a :. . .... s T rZ a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING Project: Td `fin -- lox Project No: ? O 3 o l l C Date: - 7- ilp - d 3 Day of Week: ; 1 4 110 VvednQs ,�-( W Structure: 5 �--�- 0.,[� vl On - Site Personnel: fen ,ldc.4d - C0 a q - 33c Equipment: Work In Progress: / Comments: AIIIP ■i = 1 4� Jill- i f 1 s .1 . i� r A . Am /J/ s 1,/4p -. 77 - Cased , ( •(_- // f N. i• —, P 1 - L 4,M..f �._ -If See d /Z A%71 // I �i 1.4- il_:� ♦ i ' ' C . .48._.4 ,• .. -L4/ - / I6/ G, ie8S ,i, 7` OAi7,/S`1/ To Be Resolved: �n, 9 Q om`, , /la -_,„. 7 i , Signature: -1 ...k jia' , 1�"�age `of 7 i--- ,'c.,C., - - - /05 744 -1/ Strata Representative: S R. a 1 GEOTECHNICAL ENGINEERING & MATERIALS TESTING OBSE RVATION REPORT Jul.30. 2003 1:28PM 2085240229 800 W. Judicial St. • P.O. Box 866 Blackfoot, Idaho 83221 (208) 785 -2977 Fax (208) 785 -2990 Parcel contains 0.49 acres. r.:�'hAS i. ......... HARPER - LEAVIfl ' ENGINEERING, INC. CIVIL & STRUCTURAL ENGINEERING, MATERIALS TESTING & LAND SUIRVEYrNG No.2466 P 4 985 N, Capital Ave. • P.O. Sox 50691 Idaho Falls, Idaho 83405 (208) 524 -0212 Fax (208) 524 -0229 Job No. 20246.0444 July 30, 2003 BW Part of the NE 1/4 of Section 19, Township 6 North, Range 40 East, B.M., Rexburg, Madison County, Idaho described as: Beginning at a point that is on the west right- oft -way of North 2n East Street that is N 00 °13'42" W 838.15 feet along the section line and S 89 °46' 18" W 50.00 feet from the east quarter corner of said Section 19 and running thence N 89 °34'44" W 245.37 feet; thence N 00 °13'42" W 86.99 feet; thence S 89 °34'44" E 245.37 feet to a point on the west right -of -way of North 2"d East Street; thence S 00°13'42" E 86.99 feet along said right-of-way to the point of beginning. 84. MAP AND PANEL 37. FIRM PANEL B9. BASE ROOD ELEVATION(S) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 0020 D Bioa9i 5/02191 AE 4865 J u 1 30 . 2 0 0 3 1 :28 P M 2 0 8 5 2 4 0 2 2 9 MERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM BUILDING OWNER'S NAME JACK IN THE BOX, INC. (J.I.B. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 2nd Avenue East & 4th Street North CITY Rexbu rg PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 44SEE ATTACHED LEGAL BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use aComments area, if necessary.) NON- RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) ( ##° - /4' ##.#fir" or ##.##fit#' OF REXBURG ID, CONTROL SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER REXBURG, CITY OF 160098 B2. COUNTY NAME MADISON 83, STATE ID B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 0 NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings" ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. CZ Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al -A30, AE, AH, A (with BFE), VE, V1 •V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3_ a below according to the building dagram specified in Item C2. State the datum used. lithe datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD ConversiorVComrnents Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No ❑ a) Top of bottom floor (fnduding basement or enclosure) 486.8 2. ,ft .(m) ❑ b) Top of next higher floor 4868.25 ft(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) r a , _ft.(m) °' e O d) Attached garage (top of slab) r1!a. _ft.(m) v q e) Lowest elevation of machinery and/or equipment servicing the bulking (Describe in a Comments area) ga. 25 ft(m) d f) Lowest adjacent (finished) grade (LAG) 4868.25 ft(m) z' ❑ g) highest adjacent (finished) grade (HAG) 4868. 4;t,ft.(m) r d h) No. of permanent openings (flood vents) within 1 ft above adjacent grade 0 ❑ i) Total area of all permanent openings (flood vents) in C3,h 0 sq. in. (sq, cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and Con this Certificate represents my best efforts 10 interpret the data available. I understand that a ny false statement maybe punishable by fine Or imprisonment under f8 U.S. Code Section 1001. _ Barry LICENSE _ E . „_, CERTIFIER'S NAME Bar G. Whitson E NUMBER 10786 TITLESurveying Coordinator COMPANY NAME Harper -Leaven ADDRESS 985 N. Capital Ave. SIG :f URE FEMA Form :1.31, January 2003 ELEVATION CERTIFICATE Important: Read the Instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION HORIZONTAL DATUM: ❑ NAD 1927 ® NAD 1983 STATE ID No.2466 — P. 2 O.M.D. r 'Iu. o067 -wt 1 Expires December 31, 200E ZIP CODE 83440 SOURCE: ❑ GPS (Type): El USGS Quad Map El Other. CITY DATE // TELEPHONE 7 /30/03 (208)-624 -0212 CITY STATE ZIP CODE Idaho Falls ID 83405 See reverse side for continuation. Replaces all previous editions Jul:30. 2003— 1:28PM 2085240229 ,r,ar�,, to N7 pre cor .. rmat from Section A. BUILDING STREET ADDRESS (Induding Apt„ Unit, Suite, andlor Bldg, No,) OR P.O. ROUTE AND BOX NO, 2r/i Avenue East & e Street North crrY Rexburg SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentfcompany, and (3) building owner. COMMENTS ❑ Check her if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMB -F, Section C must be cornered. El . Bullding Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. if no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (inducing basement or enclosure) of the building is _ tL(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) in (cm) above the highest adjacent grade. Complete items C3.h and C3.1 on front of form. E4. The top of the platform of machinery andlor equipment servicing the building is ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). ES. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER OR OWNER'S REPRESENTATIV CERTIFICATION The property owner or owner's authorized representative who completes Sections A, 13, C (Items C3,h and C3.1 only), and E for Zone A (withOUt a FEMA - issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, 0, 0, and Eare correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE COMMENTS SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certiflcath. Complete the applicable item(s) and sign below. GI. ❑ The information in Section G was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below) G2, ❑ A con nuniry Okla' completed Section E for a building located in Zone A (without a FEMA issued or community issued BFE) or Zone AO. 03. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. 04. PERMIT NUMBER LOCAL OFFICIAL'S NAME COMMUN[TY NAME SIGNATURE COMMENTS FEMA Form 81 -31, January 2003 05, DATE PERMIT ISSUED STATE ZIP CODE ID 83440 DATE TELEPHONE TITLE TELEPHONE DATE No.2466 —P: 3 tit 11 outcn nc Comp , uac: Pofity Number 0 Check here if attachments G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: 09. BFE or (in Zone AO) depth of flooding at the building site Is: _ r ft(m) Datum: ❑ Check here if attachments Replaces all previous editions Bath Tubs Urinal I Showers Sink Trap Leundry Trays Water Heater I Wash Basin Other Toilet 2. Slop Sinks Kitchen Sinks - Flaor Drai /51 dK q Drinking Fountains Lawn Sprinklers Water Softeners Dish Welting Math. I Clothes Washer Rug 07 03 10:07a Aug. 1. 2003 10:40AM CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES Name 771CK 1W THE Box a4e Address It 17 Sus 1 Tw 4T• Tel 425 447 -9979 RraK Toro , wA 419 055' Lot Blk. Add. PLUMBER Name Sou ni .oesT P L.v w 0 s ae SALT LstlIC.,ur Address 18435.3480w. ()grog Tel. SDI - 973 -oO2 NATURE OF INSTALLATION Use rzeSTA012-Ar1 T X Septic Tani( Water Piping Sewer Rough Plumbing Fixtures Complete DESCRIPTION OF WORK scott I edwards architect 5032263715 No•5744 P. ii APPLICATION FOR REXBURG CITY SERVICE NAME SACK IN THE eup X ReS r/itvRANT ADDRESS '4CPI NO1t•TM ZND EAyr 5 - PLUMBER SoOTH WEST P W r-t PROPERTY OWNER 3-ACK N{ TN G Ea0)C WATER SERVICE: Type Size Wafer Connect $ Wafer Meier $ Meter Box $ Ring d Lid . $ Curb Slop $ Seger Sewer Connect S Plumbing Permit • - $ Sewer Inspection - $ Inspection of Pipe • • • • $ Inspection of Fixtures • • • • $ $ TOTAL $ Received: Date By w Rough Plumbing Sewer Other finish Plumbing In City X Out of City Storm Drains -- $ INSPECTOR'S RECORD N S INSP. NAME p.2 E Aug ill 07 03 10:07a scott 1 edwards architect 5032263715 TRANSMITTAL Date: July 24, 2003 Job: 0162 To: Blair Kay City of Rexburg 12 North Center Street Rexburg, Idaho 83440 208 - 359 -3020 x 313 208- 359 -3022 fax Re: Jack In The Box 461 North 2n East Street Rexburg, Idaho Enclosed I am sending you the application forms you requested. You should be receiving a check this moming for the permit fees. Thanks again for your efforts, you have made this a very smooth process. Thanks again, Jeff W. Hammond Scott I Edwards Architecture p.1 ■►1�1�1R� 'I. 1._ arc itecture 1630 SW Morrison St.. Suite 210 Portland, Oregon 97205 503.226.3617 phone 503.226.3715 fax seallp.com Hopefully that will take care of everything. Let me know if you need anything else. We hope to start construction the first of next week. If possible can you fax me a copy of the permit today? I will need it for closing on the property today. LLP Marsha questioned the starting time for the Main Street Project. John mentioned that the State started with coordinating the stop lights and lowering the manholes. LID projects will be graded by the contractor and the property owner will do the seeding for grass. Discussion on the parking stalls on Main Street. Glen mentioned the basket ball hoops in Smith Park. John mentioned that a service club is going to be approached to redo the slab. 6. Committee Reports 7. Mayor's Business 7. Adjourn Non Controversial Items Added to the Agenda: Public Hearings: New Business: Old Business: None Update on Projects: Committee Reports: Mayor's Business: None Adjourned Blair D. Kay, City Clerk 11 Bruce Sutherland, Mayor LEWIS & Lit VAN VLEET Incorporated principals chris c. van vleet. p.e. garg j. lewis. p.e. CONTENTS Design Criteria: Roof Framing: Footings: Lateral: STRUCTURAL CALCULATIONS Jack in the Box MK8EF40 — IBC 2000 Rexburg, Idaho PREPARED FOR Scott Edwards Architecture Lewis & Van Vleet Inc. 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" x 3 c; G . 1 .4.0,0 1 # S o rLlz , Ta Job I, Client SC.e1 r NNt tTZ-0 S Job No. B 6m L Date Co— O'3 Sheet No. F -( b - l to = 30"— = 0,3E -e C),s e,n2 Ica" ) O, OO o7 — /2eouc M14 =18. tc k- aZ 16.(4, 0, C Ctca "� O,Ss" )C2— c�; /-z M co,slh- VI 0,Sv M4 . 2(6, t')CO.so 1 ': -) 8,1L ✓ 04- Ft, t2.- �� k4 1S • LEWES & VAN VLEET Incorporated consulting engineers 18660 s.w. boones ferrg road tualatin. oregon 97 062 [503) 885.8605 phone (503) 885.1206 fax Job -1• I .5 . L$LA 12.4 l !'t Client Sc0 r Job No. By G-+.3 1• Date Co " 3 Sheet No. F 2 UN I r2-An t_ or4! N P . L (c 1 „Ai , ,c 'moo D tit M roc = 1,33' (2.514-sr) = 3,33 Ott- two ►2- u N i potzNt L tsP S ter Cc. 2 p Con.) i -, t so ( POSY) L-o l 3 ©tom - c-/e , 1 lc i.�+ , x 3o" c, a o ^- P C� �J ( 0,051 ( 2 . I -1-0,034.021,-)-410-010(14 + 0 ,1 5 , 3 3' )C2.5 7 ) .!.o+ tc L 3.5S /ow..- - I4. -S. ,Jr, r TTIDrT — 0, o(cv(IavS — 0,( S(Iiba')C2..s0 2,(8S EF 6 11— � G 741 J - 4: M 4E T =G D , 1 i n z- (Co Q a= 0,55' ci:DM n e_ 0,9 1 ,,,1p (,ZLa" a,ss" � �l2 = 2‘a-`1 1/Y3 1,33 M x- 2,„(0,9 A, -i 1 l5,e S. 6-) = � 1 Eot 2, (05 IAN,. 2 (3,x`) (2-LS 16,3' O l� r2 ,eru Pn Est" L-o 1_, r:AezAA,. At4 fe:+0 avytas CD ' 3 — r r ----- L- t 1=2-.2 PAtzaafmr: 4 , 4 ,4 PAIAA- 2.-75 PerUrPtT V U ge (P. Cel 3 p 11.0 SAJ . PQoP& 1 N ant 11 1 vot8 LA - DE1214t-I, A-OALY St S ►'4ML S t=4 C- t DS 0 4 10 SEE SA 1,G WINg 1 "7 1 Ir i 1 22.2 131/4er Stet S. I - V W1 b w WI LATERAL DEFINE UNITS: K := 1000•lb ps := lb plf : = 1b in2 ft W wall :=10•psf consulting engineers 18660 sw boons ferry rd. tualatin, oregon 97062 (503) 885.8605 phone (503) 885.1206 fax LOAD TO WALLS - GRID LINES 1 AND 2 w : =.07. 28•psf•32.5•ft+W wall '(18.5•ft)2 2I w eq = 82.13 cplf 2.13.ft V 2eq := V leq 56.ft V leg : =w eq . 2 stud wall w windl : =19.6 •psf• (18.5.ft)2 2.13•ft (22.2 •ft) w wind2 :=19.6 •psf• 2.( 13 ft) V lwind = 8344.44b V 2wind = 9221.89•lb ksi := in 56.ft wind controls wind controls psf : = 1b ft = 2299.61 •lb V leq (6 •ft) • w windl • L + 23 ft 45 ft f w w d 2 .27 ft• 19.5 ft 2 V lwind - ( wwindl• 23 •ft)2 +6•ft•53•ft ]+w 2 V 2wind •= 56 ft Job: JIB Rexburg, ID Client: Scott/Edwards Job No. 03184 By: GJL Date: 6/03 plf := ft pcf := lb ft w windl = 258 w w i n d 2 = 371.53 aplf JIB Rexburg, ID t. diaphragm shear: V 2wind v v = 292.76 •plf 31.5•ft 56 ft 56 ft 285 •plf use 19/32" sheathing nailed with 10d @ x :_ — x = 0.74•ft 6" O.C. all supported edges and 10d @ 2 2 v 12" O.C. in field (Vail = 285 pif) from Grid 1 or 2 to at least 0.74 ft into diaphragm LOAD TO WALLS - GRID LINES A AND B w egg : =.07. 28•psf•56•ft+ W wall' (22.2 ft) + (18.5 •ft) 2.13•ft 2•13•ft w : =.07. 28•psf•14•ft +10•psf•(22.2•ft)2 2 w eg3 = 53.980plf (2.13•ft) V Aeq ' _ w eq2' 32 ft V Aeq = 2115.89•1b 2 V Beq := V Aeq + w eg3.2 •ft V Beg = 2223.85•lb W windl = 258 •plf w w i n d 2 = 371.53 Tlf diaphragm shear: v V Awind 55.ft wind controls JIB Rexburg, ID use 19/32" sheathing. blocked and nailed with 10d @ 6" O.C. all supported edges and _10d_0 12 "_O._C _in_field_(Vall_=_320 v = 108.83 •plf w eq2 = 132.24 •plf V Awind : =[W windy (7'ft) +wwind2'(8.5•ft 2.75•ft)] V Awind = 5985.69•lb V Bwind := V Awind V Bwind = 5985.69•1b use 19/32" sheathing nailed with 10d @ 6" O.C. all supported edges and 10d @ 12" O.C. in field (Vall = 190 plf) MK ' PANEL EDGE NAILING FIELD NAILING v allowable A 3/8" plywood or 7/16" OSB, one side i 8d @ 6" O.C. 8d @ 12" O.C. 220 plf B 3/8" plywood or 7/16" OSB, one side 8d @ 4" O.C. 8d @ 12" O.C. 320 plf C 3/8" plywood or 7/16" OSB, both sides 8d @ 3" O.C. 8d @ 12" O.C. 820 pif D : 3/8" plywood or 7/16" OSB, both sides! 8d @ 2" O.C. 8d @ 12" O.C. 1060 pif SHEAR WALL TYPES: SHEAR WALLS @ 1: walls: (1) 6.67' (1) 5' V iwind = 8344.44b V lwind v •= 6.67•ft+ 5•ft check overturning 5' wall: M ot := V lwind• 5 13 ft 6.67+5 SHEAR WALLS @ 2: walls: (2) 4.5' walls V 2wind = 9221.89•1b v '_ V 2wind 2 .4.5 . ft check overturning 4.5' wall: M ot V 2wind' 4.5 24.5 •13 •ft v = 715.03 •plf use wall type C M ot = 46 •ft•K M (10•ps118.5•ft)• ft)2 M 2.31•ft•K 2 holdown force: 2 M ot -3 P •_ 5.ft Simpson "HD10A" to 4 x 6 post -- Capacity = 9540 lb v = 1024.65 •p1f use wall type D P = 8987.05.1b JIB Rexburg, ID L -5 M = 59.94 •ft•K SHEAR WALLS @ A: walls: (2) 4.375' (1) 12.5' V Awind = 5985.69•lb v := V Awind 12.5•ft +2.4.375•ft check overturning 12.5' wall: M r := (10•psf•18.5•ft)• holdown force: check overturning 4.375' wall: M of V Awind' 13 •ft• (4.5.ft) 2 M 1 2 Mot 3 Mr 4 P := P= 1.3.10.1b 4.5.ft use Simpson "HD14A" to 6 x 6 post — Capacity = 13380 lb M r := (10•psf• 18.5•ft)• 2 M - P :_ 4.375 . ft use Simpson "PHD2" 12.5 M of : = V Awind • 13 •ft. 2.4.375+. 12.5 M r := (10•psf•18.5•ft)• 2 2 M - P :_ 12.5 .ft use Simpson "PHD2" 4.375 2.4.3751- 12.5 (4.375.ft) 2 v = 281.68 *Of use wall type B M = 16.02 •ft•K M 1.77 •ft•K P = 3392.04•1b M of = 45.77•ft•K M 14.45•ft•K P = 2891•lb JIB Rexburg, ID t_ —(p SHEAR WALLS @ B: walls: (1) 25.5' (1) 10.67' V Bwind = 5985.69•lb v :_ V Bwind 25.5•ft+ 10.67•ft check overturning 10.67 wall: M ot V Bwind' 13 •ft• 10.67 25.5+ 10.67 M := (10 •psf• 18.5 •ft) • (10.67•ft)2 2 2 M ot— 3 •M r P 10.67.ft use Simpson "PHD2" v = 165.49 •plf use wall type A M ot = 22.95 •ft•K M 10.53•ft•K P = 1493.36•lb JIB Rexburg, ID L -'7 FOOTINGS TO RESIST OVERTURNING grid -line -1 Mot := Vlwind'13•ft M = 108.48°ft•K resisting moment: try 2'x2' - 6 "x18' L : =20.ft w: =24.in t : =30•in W foot :=150 •pcf•w•t•L W foot = 15 °K L M rfoot W foot'-2 :=10•psf•18.5•ft•L W wall M rwall :=W wall'- M r ' =M mall+ M rfoot weight := W foot 4- W wall a :_ 3•(Mr —Mof) weight 2 .weight q a•w BENDING: M u := 1.1.1.4•q•w ( ft) try (2) #5's top and bottom A := 2•.31•in b concr:=2.ft d : =26.in f := 60•ksi : =.9 f :=2.5.ksi A p :_ b concr' a := A s .f Y .85 concr (A s f Y) (d— a 2 (DM n. 1.33 M r = 187 oft•K ? •M r = 124.67 °ft•K OK 3 weight = 18.7 4( a = 12.6•ft q = 1484.45 °psf < 4/3''1500 = 2000 psf OK 2 p = 0.001 a = 0.73 °in use 24 "x30" footing with (2) #5's top and bottom Mrfoot= 150°ft•K W wall =3.7oK M rwall = 37 eft•K M u = 36.58 oft•K �M n = 53.78 oft•K OK JIB Rexburg, ID L -S 'LEW15 & VAN VLEET Incorporated consulting engineers 18660 s.w. boones ferry road tualatin. oregon 97062 [503) 885.8605 phone (503) 885.1206 fax = 9 . ZZ`` ' .4 ' � . � G o r•r r , qt , - 11-. N Crtl4-- 42.619• "0 . f o -r= °i,2-2 +2sD= a.ts kf-C2,0C2.s' -O ©eo Lsf O,q+ k.,tf 2 2 Mar -r `z JJ L l2 4 2.1\-4.1 My OM4(22') C2�� �� = 152 ►„1= 0 14.(2 -z')6 ..g.0=13779 2 3 (I 52 - 143 "`� L 6 1 t 2 C t , q L) - 7,. O+ L 5 T -k41" 2' C1,°►�� � = 3 (1 8 0 -14- 3) ! - 7,36 1 Mac . t 4 Q - it its -re.., 24i 1 40' `-' M .1 C1. > (2.03 Ivsf X2:n (*Q/ mo ott` S Co t-rr, Tot' A 5 it v v- P & 2_ S iJT . L-- 6 4M n 53 > So ,v ,/. { ,33 Job -1.1.13, 9-43%13u12-cm t® . Client Sc -ori"P L37W7S Job No. By 4.--11.0 Date Co — OS Sheet No. I-- - 1 z Cts.0 v - ) = 2� sf */0 '2- C. `� a : t'i;£'n n; er Gis h, . i e 8132 WestSherman Street Tolleson, AZ 85333-3301 Phone: 602- 252 -7772 Fa= 623-936-1247 DESIGN CALCULATIONS Submitted For: FIELD USE This Bound Document has been specially prepared by TruTrus exclusively for: Project Name: Project Location: City /State: Customer: TruTrus Job #: Date: The following truss design calculations, as shown on the attached truss placement plans are included in thi bound document. This document is valid only if it remains intact. R1A R1B R2A R3A R4A R5A R5B BP1A BP1 Jack In The Box #6030 2nd Avenue East Rexburg, ID Jack In The Box 4284 08/15/03 B REVIEWED 0 REVISE AND RESUBMIT BP 1 C p REJECTED 0 MAKE CORRECTIONS AS dOTED BP1DVender is entirely responsible for performancE of his product(s). Corrections or comments made on tt e shop BP2A during this review do not relieve cortractor - from cornpMance with requirements of the drawir gs and BP2Bspeahcatnons. This check is only for review of general conformance with the design concept at the project and BP2Cgeneral compliance with the information giver in the contract documents. The contractor is responsoe for: confirming and correlating all quantities and dim mnsion; selecting fabrication processes and technigees of construction; coordinating his work with that of ad trades; and performing his work in a sale satisfactory manner. Lewis b Van Meet Inc. Consulting Engineers A Ia 2 5 2f f 3 1 3 4 . ( 4 4 A , - - IiI► lI 4, rem a di >isian tf ImJXriol Group, Inc. 8132 West Sherman Street Tolleson, AZ 85353 -3301 Phone: 602 -252 -1772 Fax: 623 - 936 -1247 I This document is permanently bound. The staples used must not be removed. If any modifications are made, this sealed document is no longer considered valid. By signing this document, Jack in the Box agrees that any obligation imposed on TruTrus prusuant to paragraph 1 -(c) of the parties Product and Services Agreement has been satisfied to the parties satisfaction. * *TruTrus is in the process of changing connector plate suppliers from TEE -LOK to TRUSWAL. During this process, the possibility may arise that plates from more than one manufacturer may be used on our product. All connector plates will still meet or exceed the specific requirements of the plate shown on the calculations for this job application. Please bear with us as we make this transition to the new plate manufacturer. TC FORCE AXL BND CBI 1 -2 -8608 0.24 0.42 0.66 2 -3 -12979 0.54 0.36 0.90 3 -4 -13457 0.58 0.39 0.98 4 -5 -13457 0.58 0.39 0.98 5 -6 -12979 0.54 0.36 0.90 6 -7 -8608 0.24 0.42 0.66 BC FORCE AxL END CSI 8 -9 1 0.00 0.15 0.15 9 -10 9488 0.52 0.18 0.70 10 -11 9488 0.52 0.18 0.70 11 -12 13253 0.73 0.17 0.89 12 -13 13253 0.73 0.17 0.89 13 -14 9488 0.52 0.18 0.70 14 -15 9488 0.52 0.18 0.70 15 -16 -1 0.00 0.15 0.15 WEB FORCE CSI WEB FORCE CSI 1 -8 -3829 0.80 5 -12 298 0.12 1 -9 9007 0.95 5 -13 -1245 0.29 2 -9 -2877 0.65 6 -13 3676 0.90 2 -11 3676 0.90 6 -15 -2877 0.65 3 -11 -1245 0.29 7 -15 9007 0.95 3 -12 1151 0.47 7 -16 -3829 0.80 4 -12 -302 0.07 MAX DEFLECTION (Span): L/394 IN 11-12 (LIVE) L= = -0. -0.98" D De = -0.45.45" T= - 1.42" BRG X-LOC REACT SIZE REQ'D 1 0- 2 -12 3920 5.50" 4.03" 2 32- 3- 4 3920 5.50" 4.03" Joint Locations ===== 1 0- 0- 0 9 5- 5- 0 2 5- 5- 0 10 8- 0- 0 3 10 -10- 0 11 10 -10- 0 4 16- 3- 0 12 16- 3- 0 5 21- 8- 0 13 21- 8- 0 6 27- 1- 0 14 24- 0- 0 7 32- 6- 0 15 27- 1- 0 8 0- 0- 0 16 32- 6- 0 6 R1A, 6 VV;6.4.2 7 320600 8 CC6 .5 22 LE21 50608 RE21 50608 33 LR3 8 LR4 16 55 BSO 508 78 WP 20 WZ N NS 79 TP 150 0 0 50 30600 0 50 50600 0 550 160300 0 550 201008 0 150 320600 0 TU 96 0 0 7 1 0 25 96 320600 1 88 NP 99 350 354 356 361 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: RIA TC 2x6 SPF C2400F2.OE Denotes the requirement for lateral bracing This truss is designed using the BC 2x6 SPF C2400F2.OE Ei at each location shown. Lateral bracing ASCE7 -98 Wind Specification WEB 2x4 SPF STUD -CAN systems which include diagonal or x- bracing Bldg Enclosed = Yes 2x4 SPF C2400F2.OE 8 -1, 16 -7 are the responsibility of the building Trues Location = Not End Zone 2x4 SPF C2100F1.8E 1 -9, 15 -7 designer. Truswal Systems BRACE -IT may be Hurricane /Ocean Line - No , Exp Category = C 2x4 SPF $1/$2 -CAN 2 -11, 13 -6 used for continuous lateral bracing on Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 2x4 SPF $3 -CAN 3 -12, 12 -5 trusses spaced 24" oc. Alternatively, use Mean roof height = 23.78 ft, mph = 90 PIA BLK 2x4 SPF STUD -CAN scabs or T- braces as shown on Truswal TPI Low Hazard, Dead Load = 16.0 psf Lumber shear allowables are per NDS -97. Systems standard details. LOAD CASE 81 DESIGN LOADS THIS DESIGN IS THE COMPOSITE RESULT OF Plating spec : ANSI /TPI - 1995 Dir L.Plf L.Loc R.Plf R.Loc LL /TL MULTIPLE LOAD CASES. * ** future expansion * ** TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 Drainage must be provided to avoid ponding. Loaded for 200 lb non - concurrent moving BCLL TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 End verticals designed for axial loads only. Permanent bracing is required (by others) to TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 End verticals that are extended above or prevent rotation /toppling. See HI8 -91 and BC Vert 13.33 0- 0- 0 13.33 32- 6- 0 0.00 below the truss profile (if any) may require ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. ..Type.., lbs X.Loc LL /TL additional design consideration (by others) TC Vert 150.0 0- 1 -12 0.00 for lateral forces due to wind or seismic This design is valid only if the truss is TC Vert 50.0 3- 6- 0 0.00 loads on the building. fabricated by; TC Vert 50.0 5- 6- 0 0.00 TRUTRUS INC. TOLLESON, ARIZONA 85353 TC Vert 550.0 16- 3- 0 0.00 3/8" S larger lag screws or bolts TC Vert 550.0 20 -10- 8 0.00 NOT ALLOWED IN CHORD MEMBERS. U.N.O. $ 2x4 83 Hem -Fir or better cont. lateral B/C TC Vert 150.0 32- 4- 4 0.00 bracing 8 10' -0^ 0.0. Attach with 2 -16d PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof nails. Bracing not required if a rigid deck must be constructed to allow complete ceiling is attached directly to the B /C. drainage at all times to prevent ponding. 5 -5-0 5 -5-0 5 -5 -0 5-5-0 5 -5 -0 CUTTING COPY � 5 -5-0 10 -10-0 16 -3 -0 21 -8-0 27 -1-0 32 -6 -0 1 15 -11 -8 15 -11 -8 I 1 1 2 3 4 5 6 7 7-6 i_ -8 160# 2-0-0 .1 I 0I 50 -0.50 16 -[ _ (0 - 10 - 550# 150# 4-6 4-10 10 � n 50# 1 50# 4 550# -10 4-6 8-10 7 -6 2 2 -0 -2 T 1 -8 SHIP 1� i \ � _I 3-6 6 -18 S =MXl7 -18 4 -8 4 -10 6 -18 4 -10 S=MX/7-18 3-6 RED END I 32-6-0 8 9 10 11 12 13 14 15 16 5 -5-0 5 -5 -0 5 -5-0 5 -5-0 5 -5 -0 5 -5 -0 5 -5 -0 10 -10-0 16 -3-0 21 -8-0 27 -1-0 32 -6 -0 L.HLPK1 16- 3- 8 R.HLPK1 16- 3- 8 L.HLPK2 16- 5 -10 R.HLPK2 16- 5 -10 Scale: 5/32" = 1' Another Quality Design by T ru T ru s Member Wood Truss Council of America WARNING READ ALL NOTES ON THIS SHEET GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB•91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (7P!) - 583 D'Onofrio Dr. - Madison, W! 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty: 6 TI: R1A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: R1A Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 0- 2 -12 3920 5.50" 4.03" 2 32- 3- 4 3920 5.50" 4.03" MAX DEFLECTION (span) : L/394 IN MEM 11 -12 (LIVE) L= -0.98" D= -0.45" T= - 1.42" 7 -6 -8 Truswal Systems connector plates are per Joint Detail Reports available from 2-0 -0 TC 2x6 SPF C2400F2.0E BC 2x6 SPF C2400F2.0E WEB 2x4 SPF STUD -CAN 2x4 SPF C2400F2.0E 8 -1, 16 -7 2x4 SPF C2100F1.8E 1 -9, 15 -7 2x4 SPF #1/#2 -CAN 2 -11, 13-6 2x4 SPF #3-CAN 3-12, 12-5 PLT BLK 2x4 SPF STUD -CAN Lumber shear allowables are per NDS -97. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 200 Ib non - concurrent moving BCLL Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotationftoppling. See I-116 -91 and ANSI/TPI 1 -1995; 10.3.4.5 and 10.3.4.6. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 - 3/8" & larger lag screws or bolts❑ NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete drainage at all times to prevent ponding. 5-5 -0 5 -5 -0 5-5-0 10 -10-0 15 -11 -8 150# 1 8 10-12 50 5 -5 -0 5-5-0 2 4 -10 0.50 3 Denotes the requirement for lateral bracing N at each location shown. Lateral bracing systems which include diagonal or x- bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T- braces as shown on Truswal Systems standard details. Plating spec : ANSI/TPI -1995 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. $2x4 #3 Hem -Fir or better cont lateral B/C bracing ©10'-0" o.c. Attach with 2 -16d nails. Bracing not required if a rigid ceiling is attached directly to the B /C. 5 -5-0 5-5-0 r 5 -5 -0 16-3 -0 21 -8-0 1 4 5 27 -1-0 15 -11 -8 - 76.11i1 16 6 -18 S= MX/7 -18 4 -6 9 10 11 5-5-0 10 -10-0 550# 550# 8 4 -8 4-10 6-18 4 -10 S= MX/7 -18 5 -5 -0 32 -6 -0 12 5 -5-0 16-3 -0 21 -8 -0 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. 6 13 14 15 5 -5 -0 27 -1 -0 5-5 -0 32 -6-0 15 4 -1t 10-12 41 16 5 -5 -0 32 -6-0 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.78 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LL/TL TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 BC Vert 13.33 0- 0- 0 13.33 32- 6- 0 0.00 Type... Ibs X.Loc LL/TL TC Vert 150.0 0- 1 -12 0.00 TC Vert 50.0 3- 6- 0 0.00 TC Vert 50.0 5- 6- 0 0.00 TC Vert 550.0 16- 3- 0 0.00 TC Vert 550.0 20 -10- 8 0.00 TC Vert 150.0 32- 4- 4 0.00 36 2 -0 -2 1 1 7- -8 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington D( 76011 WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or bullring designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that are top chord is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material tiredly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that unit cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', 'INCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HI 8-91) and '1118 -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofdo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ JS _J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8/20/2003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS L.HEEL L.SCRF L. SEAT L.VOFF L.BUTT L. CANT L.STUB L.OHNG 2- 0- 0 0- 5- 8 R. HEEL R.SCRF R. SEAT R.VOFF R. BUTT R. CANT R. STUB R.OHNG JOB: JACK IN THE BOX #6030 2- 0- 0 H/H LGTH 32- 6- 0 0/0 LGTH 32- 6- 0 JIG HGHT 2- 8- 2 0/0 HGHT 7- 6 -10 0- 5- 8 HEEL ADD 0- 0- 4 L.PITCH 0.5/12 L.HLPK1 16- 3- 8 L.HLPK2 16- 5 -10 psf -- -LIVE DEAD TC 35.00 11.00 BC 0.00 5.00 TOTAL 51.00 psf SPACING 2- 8- 0 R.PITCH R.HLPK1 R.HLPK2 - 0.5/12 16- 3- 8 16- 5 -10 DF- LUMBER 1.15 DF- PLATES 1.15 REP. END. 1.00 DESN SPEC IBC # PLYS 1 # BEGS 2 4284 R1A QTY 6 Load # = 1 / Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 6 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 TC.V.PL.SA 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 TC.V.PL.SA 122.67 25- 0- 0 218.67 32- 6- 0 0.76 0.87 TC.V.PL.SA 13.33 0- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA Reactions.V= 3256 3359 Load # = 2 / P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 218.70 0- 0- 0 218.70 32- 6- 0 0.87 0.87 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 BC.V 13.33 0- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 3920 3920 Load # = 3 ASCE7- 98WIND01 -P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.H -48.95 0- 3- 8 2 TC.H -41.30 3- 3- 0 3 TC.H 41.30 16- 3- 0 4 TC.H 41.30 19- 6- 0 5 TC.V -19.62 0- 3- 8 6 TC.V -11.97 3- 3- 0 7 TC.V -11.97 16- 3- 0 8 TC.V -11.97 19- 6- 0 9 BC.V -35.62 0- 0- 0 10 BC.V 13.33 0- 3- 8 11 BC.V -27.97 32- 2- 8 Reactions.V= 696 805 DURFAC.LBR = 1.600 DISTRIBUTED LOADS R.Plf R.Loc LL /TL - 48.95 3- 3- 0 1.00 1.00 - 41.30 16- 3- 0 1.00 1.00 41.30 19- 6- 0 1.00 1.00 41.30 32- 2- 8 1.00 1.00 - 19.62 3- 3- 0 0.63 0.63 - 11.97 16- 3- 0 0.58 0.58 -11.97 19- 6- 0 0.58 0.58 - 11.97 32- 2- 8 0.58 0.58 - 35.62 0- 3- 8 0.79 0.79 13.33 32- 2- 8 0.00 0.00 -27.97 32- 6- 0 0.76 0.76 Load # = 4 ASCE7- 98WIND02 -P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -48.95 0- 3- 8 -48.95 3- 3- 0 1.00 1.00 2 TC.H -41.30 3- 3- 0 -41.30 16- 3- 0 1.00 1.00 3 TC.H 41.30 16- 3- 0 41.30 19- 6- 0 1.00 1.00 4 TC.H 41.30 19- 6- 0 41.30 32- 2- 8 1.00 1.00 5 TC.V -19.62 0- 3- 8 -19.62 3- 3- 0 0.63 0.63 6 TC.V -11.97 3- 3- 0 -11.97 16- 3- 0 0.58 0.58 7 TC.V -11.97 16- 3- 0 -11.97 19- 6- 0 0.58 0.58 8 TC.V -11.97 19- 6- 0 -11.97 32- 2- 8 0.58 0.58 9 BC.V - 35.62 0 0 0 - 35.62 0 3 8 0.79 0.79 10 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 11 BC.V -27.97 32- 2- 8 -27.97 32- 6- 0 0.76 0.76 Reactions.V= 696 805 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.600 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 1.600 DURFAC.PLT = 1.600 \ / OTHER LOADS \ ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4 - 4 0.00 lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 Load # = 5 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -41.30 0- 3- 8 -41.30 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.30 13- 0- 0 -41.30 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.30 16- 3- 0 41.30 29- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 48.95 29- 3- 0 48.95 32- 2- 8 1.00 1.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 46030 WORK ORDER: 4284 LABEL: R1A 5 TC.V -11.97 0- 3- 8 -11.97 13- 0- 0 0.58 0.58 6 TC.V - 11.97 13- 0- 0 -11.97 16- 3- 0 0.58 0.58 7 TC.V -11.97 16- 3- 0 -11.97 29- 3- 0 0.58 0.58 8 TC.V -19.62 29- 3- 0 -19.62 32- 2- 8 0.63 0.63 9 BC.V -27.97 0- 0- 0 -27.97 0- 3- 8 0.76 0.76 10 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 11 BC.V -35.62 32- 2- 8 -35.62 32- 6- 0 0.79 0.79 Reactions.V= 719 782 Load # = 6 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL -41.30 0- 3- 8 -41.30 13- 0- 0 1.00 1.00 -41.30 13- 0- 0 -41.30 16- 3- 0 1.00 1.00 41.30 16- 3- 0 41.30 29- 3- 0 1.00 1.00 48.95 29- 3- 0 48.95 32- 2- 8 1.00 1.00 -11.97 0- 3- 8 -11.97 13- 0- 0 0.58 0.58 - 11.97 13- 0- 0 -11.97 16- 3- 0 0.58 0.58 - 11.97 16- 3- 0 -11.97 29- 3- 0 0.58 0.58 - 19.62 29- 3- 0 -19.62 32- 2- 8 0.63 0.63 - 27.97 0- 0- 0 -27.97 0- 3- 8 0.76 0.76 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 - 35.62 32- 2- 8 -35.62 32- 6- 0 0.79 0.79 Reactions.V= 719 782 / Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.V 6 TC.V 7 TC.V 8 TC.V 9 BC.V 10 BC.V 11 BC.V Load # = 9 CEILING.001....P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 Reactions.V= 1598 1487 L.Plf L.Loc 29.33 0- 0- 0 29.33 7- 0- 0 29.33 25- 0- 0 213.33 0- 0- 0 13.33 1- 0- 0 \ Load # = 7 ASCE7- 98WIND05-P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.53 0- 3- 8 14.53 16- 3- 0 1.00 1.00 2 TC.H -14.53 16- 3- 0 -14.53 32- 2- 8 1.00 1.00 3 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 4 TC.V 43.87 16- 3- 0 43.87 32- 2- 8 0.33 0.33 5 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 6 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 7 BC.V 27.87 32- 2- 8 27.87 32- 6- 0 0.52 0.52 Reactions.V= 1627 1713 Load # = 8 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.53 0- 3- 8 14.53 16- 3- 0 1.00 1.00 2 TC.H -14.53 16- 3- 0 -14.53 32- 2- 8 1.00 1.00 3 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 4 TC.V 43.87 16- 3- 0 43.87 32- 2- 8 0.33 0.33 5 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 6 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 7 BC.V 27.87 32- 2- 8 27.87 32- 6- 0 0.52 0.52 Reactions.V= 1627 1713 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 1.250 DURFAC.PLT = 1.250 \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 213.33 1- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 16- 3- 0 0.00 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DATE: 8/20/2003 DRWG: COST: JACK IN THE BOX SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R1A Load # = 10 CEILING.002....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 1- 0- 0 0.00 0.00 5 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 6 BC.V 13.33 2- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1592 1494 Load # = 11 CEILING.003....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 2- 0- 0 0.00 0.00 5 BC.V 213.33 2- 0- 0 213.33 3- 0- 0 0.94 0.94 6 BC.V 13.33 3- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1586 1500 Load # = 12 CEILING.004....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 3- 0- 0 0.00 0.00 5 BC.V 213.33 3- 0- 0 213.33 4- 0- 0 0.94 0.94 6 BC.V 13.33 4- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1579 1506 Load # = 13 CEILING.005....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 5 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 6 BC.V 13.33 5- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1573 1512 Load # = 14 CEILING.006....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 5- 0- 0 0.00 0.00 5 BC.V 213.33 5- 0- 0 213.33 6- 0- 0 0.94 0.94 6 BC.V 13.33 6- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1567 1519 Load # = 15 CEILING.007....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 6- 0- 0 0.00 0.00 5 BC.V 213.33 6- 0- 0 213.33 7- 0- 0 0.94 0.94 6 BC.V 13.33 7- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R1A Reactions.V= 1561 1525 Load # = 16 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 8- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1554 1531 Load # = 17 CEILING.009....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 9- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1548 1537 Load # = 18 CEILING.010....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 10- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1542 1544 Load # = 19 CEILING.011....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 11- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1536 1550 Load # = 20 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 11- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 11- 0- 0 213.33 12- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 12- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1529 1556 Load # = 21 Dir 1 TC.V 2 TC.V CEILING.013....P STRUCTURE APPLIED L.Plf L.Loc 29.33 0- 0- 0 29.33 7- 0- 0 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 DATE: 812012003 DRWG: COST: JACK IN THE BOX WORK ORDER: 4284 SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R1A 3 TC.V 29.33 25- 0- 0 4 BC.V 13.33 0- 0- 0 5 BC.V 213.33 12- 0- 0 6 BC.V 13.33 13- 0- 0 Reactions.V= 1523 1562 Load # = 22 CEILING.014....P / STRUCTURE Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 BC.V 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1517 Load # = 23 CEILING.015....P / STRUCTURE Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 BC.V 13.33 0- 0- 0 5 BC.V 213.33 14- 0- 0 6 BC.V 13.33 15- 0- 0 Reactions.V= 1511 1575 Load # = 24 CEILING.016....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.P1f L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 15- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 15- 0- 0 213.33 16- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 16- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1504 1581 Load # = 25 CEILING.017....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ 1 2 3 4 Dir TC.V TC.V TC.V BC.V L.Plf 29.33 29.33 29.33 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1498 APPLIED L.Loc 0- 0- 0 7- 0- 0 25- 0- 0 0- 0- 0 13- 0- 0 14- 0- 0 1569 L.Loc 0- 0- 7- 0- 25- 0- 0- 0- 16- 0- 17- 0- 1587 Load # = 26 CEILING.018....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 BC.V 13.33 0- 0- 0 5 BC.V 213.33 17- 0- 0 6 BC.V 13.33 18- 0- 0 Reactions.V= 1492 1593 29.33 13.33 213.33 13.33 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 13- 0- 0 0.00 0.00 213.33 14- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 DURFAC.LBR = 1.250 APPLIED DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 14- 0- 0 0.00 0.00 213.33 15- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 R.Plf O 29.33 O 29.33 O 29.33 O 13.33 O 213.33 O 13.33 32- 6- 0 12- 0- 0 13- 0- 0 32- 6- 0 R.Loc 7- 0- 0 25- 0- 0 32- 6- 0 16- 0- 0 17- 0- 0 32- 6- 0 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS \ R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 13.33 17- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 213.33 18- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R1A Load # = 27 CEILING.019....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 18- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 18- 0- 0 213.33 19- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 19- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1486 1600 Load # = 28 CEILING.020....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 19- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 19- 0- 0 213.33 20- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 20- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1479 1606 Load # = 29 CEILING.021....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 21- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1473 1612 Load # = 30 CEILING.022....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.LOC R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 21- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 21- 0- 0 213.33 22- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 22- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1467 1618 Load # = 31 CEILING.023....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 22- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 22- 0- 0 213.33 23- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 23- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1461 1625 Load # = 32 CEILING.024....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 23- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 23- 0- 0 213.33 24- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 24- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 66030 WORK ORDER: 4284 LABEL: R1A Reactions.V= 1454 1631 Load # = 33 CEILING.025....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL / TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 5 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 6 BC.V 13.33 25- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1448 1637 Load # = 34 CEILING.026....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 5 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 6 BC.V 13.33 26- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1442 1643 Load # = 35 CEILING.027....P DURFAC.LBR = 1 250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 5 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 6 BC.V 13.33 27- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1436 1650 Load # = 36 CEILING.028....P DURFAC.LBR = 1.250 DURFAC.PLT / STRUCTURE APPLIED DISTRIBUTED LOADS \ / Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 27- 0- 0 0.00 0.00 5 BC.V 213.33 27- 0- 0 213.33 28- 0- 0 0.94 0.94 6 BC.V 13.33 28- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1429 1656 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1 250 / OTHER LOADS \ ...Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 \ / OTHER LOADS \ ...Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 = 1.250 OTHER LOADS Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Load # = 37 CEILING.029....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL / ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 29- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1423 1662 Load # = 38 CEILING.030....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.LOC R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R1A 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 29- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 29- 0- 0 213.33 30- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 30- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1417 1668 Load # = 39 CEILING.031....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 30- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 30- 0- 0 213.33 31- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 31- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1411 1675 Load # = 40 CEILING.032....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 32- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1405 1681 Load # = 41 CEILING.033....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.P1£ L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 32- 0- 0 213.33 32- 6- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1400 1586 legend -- (SA,NA,MA) = (Structure, Node, Member) Applied (PL,DL) = (Point Load, Distributed Load) (H,V,M) = (Horizontal, Vertical, Moment) TC FORCE AXL BND CSI 1 -2 -7506 0.04 0.19 0.23 2 -3 -11765 0.11 0.14 0.25 3 -4 -12837 0.12 0.17 0.30 4-5 -12858 0.14 0.18 0.32 5 -6 -12314 0.13 0.14 0.26 6 -7 -7724 0.04 0.18 0.22 BC FORCE AXL BND CSI 8 -9 1 0.00 0.14 0.14 9 -10 8264 0.74 0.15 0.90 10 -11 8264 0.43 0.11 0.53 11 -12 12051 0.62 0.10 0.72 12 -13 12630 0.65 0.10 0.76 13 -14 8506 0.44 0.11 0.55 14 -15 8506 0.77 0.16 0.93 15 -16 1 0.00 0.13 0.13 WEB FORCE CSI WEB FORCE CBI 1 -8 -3391 0.25 5 -12 951 0.21 1 -9 7852 0.96 5 -13 -1379 0.15 2 -9 -2481 0.27 6 -13 4024 0.87 2 -11 3697 0.80 6 -15 -2552 0.28 3 -11 -1259 0.14 7 -15 8083 0.99 3 -12 1184 0.24 7 -16 -3425 0.25 4 -12 -354 0.04 MAX DEFLECTION (span) : L/742 52" D-0.24" (LIVE) -0.76" ERG X -LOC REACT SIZE REQ'D 1 0- 2 -12 3464 5.50" 2.72" 2 32- 3- 4 3499 5.50" 2.74" Joint Locations 1 0- 0- 0 9 5- 5- 0 2 5- 5- 0 10 8- 0- 0 3 10 -10- 0 11 10 -10- 0 16- 3- 0 12 16- 3- 0 5 21- 8- 0 13 21- 8- 0 6 27- 1- 0 14 24- 0- 0 7 32- 6- 0 15 27- 1- 0 8 0- 0- 0 16 32- 6- 0 6 R1B, 2 W;6.4.2 8 326605 NP2 7 9 CC6 22 AW C 3 22 LE21 50608 RE21 50608 33 LR3 8 LR4 16 55 BSO 508 78 WP 20 WZ N NS 79 TP 150 0 0 50 30600 0 50 50600 0 550 160300 0 550 201008 0 150 320600 0 TU 96 0 0 7 1 0 25 96 320600 1 88 NP 99 350 354 356 361 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: RIB TC 2x6 SPF C2400F2.0E Plating spec : ANSI /TPI - 1995 Thi t is designed using the s truss BC 2x6 SPF 11 / #2 -CAN THIS DESIGN IS THE COMPOSITE RESULT OF ASCE7 -98 Wind Speci fication 2x6 SPF C1650F1.5E 10 -14 MULTIPLE LOAD CASES. Bldg Enclosed = Yes WEB 2x4 SPF STUD -CAN ... future expansion + ** Truss Location - Not End Zone 2x4 SPF C2400F2.0E 8 -1, 16 -7 Loaded for 200 lb non - concurrent moving BCLL Hurricane /Ocean Line = No , Exp Category - C 2x4 SPF 11/ #2 -CAN 1 -9, 15 -7 Nail pattern shown is for uniform loads Bldg Length = 56.00 ft, Bldg Width a 32.50 ft 2x4 SPF 13 -CAN 3 -12, 12 -5 only. Concentrated loads > 350# must be Mean roof height - 23.78 ft, mph = 90 Drainage must be provided to avoid ponding. distributed (by others) equally to each TPI Low Hazard, Dead, Loads 16.0 psf Permanent bracing is required (by other.) to ply, unless nail clusters are shown ( ). LOAD CASE #1 DESIGN LOADS prevent rotation /toppling. See HIB -91 and End verticals designed for axial loads only. Dir L.Plf L.Loc R.Plf R.Loc LL /TL ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. End verticals that are extended above or TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 2 -PLY! Nail w /10d BOX, staggered (NDS -97 below the truss profile (if any) may require TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 Sect. 12) in: TC- 2 /ft BC- 2 /ft WEBS- 2 /ft additional design consideration (by others) TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 for lateral forces due to wind or seismic BC Vert 13.33 0- 0- 0 13.33 32- 6- 0 0.00 This design is valid only if the truss is loads on the building. ..Type... lbs X.Loc LL /TL fabricated by; - TC Vert 150.0 0- 1 -12 0.00 TRUTRUS INC. TOLLESON, ARIZONA 85353 3/8" t larger lag screws or bolts TC Vert 50.0 3- 6- 0 0.00 NOT ALLOWED IN CHORD MEMBERS. U.N.O. TC Vert 50.0 5- 6- 0 0.00 $ 2x4 13 Hem -Fir or better cont. lateral B/C TC Vert 550.0 16- 3- 0 0.00 bracing 1 10' -0" o.c. Attach with 2 -16d PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof TC Vert 550.0 20 -10- 8 0.00 nails. Bracing not required if a rigid deck must be constructed to allow complete TC Vert 150.0 32- 4- 4 0.00 ceiling is attached directly to the B /C. drainage at all times to prevent ponding. 5 -5-0 5 -5-0 5 -5 -0 5 -5 -0 5 -5-0 5 -5-0 CUTTING COPY 5 -5-0 10 -10 -0 16 -3 -0 21-8-0 27 -1 -0 32-6 -0 I 1 5 -11- 15-11-8 1 1 2 -PLYS 3 4 3 6 7 SHOP NO 7-6-8 REQUIRED 11-1 -17 50 -0.50 16 -3-0 -[ 3-5-0 70 -1D 1 150# T 2 -0 -0 1 604 60# 6 12 4-8 550# 1�1d 4-6 7$ 550P 150# 4-6 4-8 .. 5 - ! 7 -6 Y ' T 1 2 -0-2 -8 SHIP - _ _. III 111 1 2-6 I 5 -12 S =5 -6 4-8 4-6 4 -10 S =5-6 5 -12 2-6 RED 1 32 -6-0 END 8 9 10 11 12 13 14 15 16 5 -5-0 5 -5 -0 6-5-0 6 -5-0 5 -5-0 6 -6-0 1 14 5 -5-0 10 -10-0 16 3-0 21 8-0 27 -1-0 32 -6 -0 L.HLPK1 16- 3- 8 R.HLPK1 16- 3- 8 L.HLPK2 16- 5 -10 R.HLPK2 16- 5 -10 Scale: 5/32" = 1' Another Quality Design by T ru T ru s Member Wood Thor Cwoell of America WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute ( TPI) - 583 D'Onofrio Dr. - Madison, WI53719 Date: 8/15/2003 Dsgnr: JS Chk: Qt y: 4 TI: R1B TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf P BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.$ actin 2- 8- 0 P 9 Design Spec IBC Seqn 76.4.2 - 0 TOTAL 51.00 psf ' Job Name: JACK IN THE BOX #6030 Truss ID: R1 B Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0 -2 -12 3464 5.50" 2.72" 2 32- 3- 4 3499 5.50" 2.74" MAX DEFLECTION (span) : U742 IN MEM 12 -13 (LIVE) L= -0.52" D= - 0.24" 7= -0.76" Truswal Systems connector plates are per Joint Detail Reports available from TC 2x6 SPF C2400F2.0E BC 2x6 SPF #1/#2 -CAN 2x6 SPF C1650F1.5E 10 -14 WEB 2x4 SPF STUD -CAN 2x4 SPF C2400F2.0E 8 -1, 16-7 2x4 SPF #1/#2 -CAN 1 -9, 15 -7 2x4 SPF #3-CAN 3 -12, 12 -5 Nail pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ). End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. - 3/8" 8 larger lag screws or bolts0 NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete drainage at all times to prevent ponding. 2 -PLYS REQUIRED 8 5 -5 -0 5-5-0 5 -5 -0 5-5-0 5 -5 -0 10 -10-0 15 -11 -8 2 3 0.50 9 10 11 5-5 -0 10 -10-0 5 -5 -0 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TP and are reported in available documents such as ICBO #1607. Loaded for 200 lb non - concurrent moving BCLL Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1 -1995; 10.3.4.5 and 10.3.4.6. 2 -PLY! Nail w /10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ff WEBS- 2/ft -This design is valid only if the truss is fabricated by TRUTRUS INC. TOL ESON, ARIZONA 85353 $2x4 #3 Hem -Fir or better cont. lateral B/C bracing (8110' -0" o.c. Attach with 2 -16d nails. Bracing not required if a rigid ceiling is attached directly to the B/C. 16-3 -0 21 -8 -0 1 5 -5 -0 32 -6 -0 12 5 -5 -0 5 -5 -0 16-3 -0 21 -8 -0 5 5 -5 -0 27 -1-0 15 -11 -8 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. -0.50 6 13 14 15 5-5-0 27 -1-0 5 -5 -0 32 -6 -0 16 5 -5 -0 32 -6-0 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss. Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.78 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LL/TL TC Vert 218.67 0 -0 -0 122.67 7 -0-0 0.87 TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 BC Vert 13.33 0- 0- 0 13.33 32- 6- 0 0.00 T lbs X.Loc LUTL TC Vert 150.0 0 -1 -12 0.00 TC Vert 50.0 3- 6- 0 0.00 TC Vert 50.0 5- 6- 0 0.00 TC Vert 550.0 16- 3- 0 0.00 TC Vert 550.0 20 -10- 8 0.00 TC Vert 150.0 32- 4- 4 0.00 7 -6 -8 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington 7X 76011 WARN!NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on spedNcafons provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', 'WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onotrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ Dsgnr: JS J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8/20/2003 DRAWING: CUST: JACK IN THE BOX SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 L.HEEL 2- 0- 0 R.HEEL 2- 0- 0 H/H LGTH 32- 6- 0 psf -- -LIVE DEAD L.SCRF R.SCRF 0/0 LGTH 32- 6- 0 TC 35.00 11.00 DF- LUMBER 1.15 L.SEAT R.SEAT JIG HGHT 2- 8- 2 BC 0.00 5.00 DF- PLATES 1.15 L.VOFF R.VOFF 0/0 HGHT 7- 6 -10 TOTAL 51.00 psf REP. BUD. 1.00 L.BUTT 0- 5- 8 R.BUTT 0- 5- 8 HEEL ADD 0- 0- 4 SPACING 2- 8- 0 DESN SPEC IBC L.CANT R.CANT L.PITCH 0.5/12 R.PITCH - 0.5/12 # PLYS 2 L.STUB R.STUB L.HLPK1 16- 3- 8 R.HLPK1 16- 3- 8 # BAGS 2 L.OHNG R.OHNG L.HLPK2 16- 5 -10 R.HLPK2 16- 5 -10 4284 R1 B QTY 4 Load # = 1 P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 122.67 25- 0- 0 218.67 32- 6- 0 0.76 0.87 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 5 6 Reactions.V= 3256 3359 Load # = 2 U DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.LOC R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 218.70 0- 0- 0 148.00 5- 2 -12 0.87 0.87 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 148.00 5- 2 -12 148.00 29 -11- 4 0.76 0.76 TC.V.PL.SA 550.0 16- 3- 0 0.00 3 TC.V 148.00 29 -11- 4 218.70 32- 6- 0 0.76 0.76 TC.V.PL.SA 550.0 20 -10- 8 0.00 4 BC.V 13.30 0- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 3419 3498 Load # = 3 U DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 218.70 0- 0- 0 148.00 5- 2 -12 0.87 0.87 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 148.00 5- 2 -12 148.00 29 -11- 4 0.76 0.76 TC.V.PL.SA 450.0 11- 7- 8 0.00 3 TC.V 148.00 29 -11- 4 218.70 32- 6- 0 0.76 0.76 TC.V.PL.SA 450.0 16- 3- 0 0.00 4 BC.V 13.33 0- 0- 0 13.30 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 3464 3254 Load # = 4 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -48.95 0- 3- 8 -48.95 3- 3- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.30 3- 3- 0 -41.30 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.30 16- 3- 0 41.30 19- 6- 0 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 41.30 19- 6- 0 41.30 32- 2- 8 1.00 1.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 TC.V -19.62 0- 3- 8 -19.62 3- 3- 0 0.63 0.63 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 TC.V -11.97 3- 3- 0 -11.97 16- 3- 0 0.58 0.58 TC.V.PL.SA 150.0 32- 4- 4 0.00 7 TC.V -11.97 16- 3- 0 -11.97 19- 6- 0 0.58 0.58 8 TC.V -11.97 19- 6- 0 -11.97 32- 2- 8 0.58 0.58 9 BC.V -35.62 0- 0- 0 -35.62 0- 3- 8 0.79 0.79 10 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 11 BC.V -27.97 32- 2- 8 -27.97 32- 6- 0 0.76 0.76 Reactions.V= 696 805 Load # = 5 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -48.95 0- 3- 8 -48.95 3- 3- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.30 3- 3- 0 -41.30 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.30 16- 3- 0 41.30 19- 6- 0 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 41.30 19- 6- 0 41.30 32- 2- 8 1.00 1.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 TC.V -19.62 0- 3- 8 -19.62 3- 3- 0 0.63 0.63 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 TC.V -11.97 3- 3- 0 -11.97 16- 3- 0 0.58 0.58 TC.V.PL.SA 150.0 32- 4- 4 0.00 7 TC.V -11.97 16- 3- 0 -11.97 19- 6- 0 0.58 0.58 8 TC.V -11.97 19- 6- 0 -11.97 32- 2- 8 0.58 0.58 9 BC.V -35.62 0- 0- 0 -35.62 0- 3- 8 0.79 0.79 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RIB 10 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 11 BC.V -27.97 32- 2- 8 -27.97 32- 6- 0 0.76 0.76 Reactions.V= 696 805 Load # = 6 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.LOC LL /TL - 41.30 0- 3- 8 -41.30 13- 0- 0 1.00 1.00 - 41.30 13- 0- 0 -41.30 16- 3- 0 1.00 1.00 41.30 16- 3- 0 41.30 29- 3- 0 1.00 1.00 48.95 29- 3- 0 48.95 32- 2- 8 1.00 1.00 - 11.97 0- 3- 8 -11.97 13- 0- 0 0.58 0.58 - 11.97 13- 0- 0 -11.97 16- 3- 0 0.58 0.58 -11.97 16- 3- 0 -11.97 29- 3- 0 0.58 0.58 - 19.62 29- 3- 0 -19.62 32- 2- 8 0.63 0.63 -27.97 0- 0- 0 -27.97 0- 3- 8 0.76 0.76 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 -35.62 32- 2- 8 -35.62 32- 6- 0 0.79 0.79 Reactions.V= 719 782 Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.V 6 TC.V 7 TC.V 8 TC.V 9 BC.V 10 BC.V 11 BC.V Load # = 7 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -41.30 0- 3- 8 -41.30 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.30 13- 0- 0 -41.30 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.30 16- 3- 0 41.30 29- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 48.95 29- 3- 0 48.95 32- 2- 8 1.00 1.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 TC.V -11.97 0- 3- 8 -11.97 13- 0- 0 0.58 0.58 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 TC.V -11.97 13- 0- 0 -11.97 16- 3- 0 0.58 0.58 TC.V.PL.SA 150.0 32- 4- 4 0.00 7 TC.V -11.97 16- 3- 0 -11.97 29- 3- 0 0.58 0.58 8 TC.V -19.62 29- 3- 0 -19.62 32- 2- 8 0.63 0.63 9 BC.V -27.97 0- 0- 0 -27.97 0- 3- 8 0.76 0.76 10 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 11 BC.V -35.62 32- 2- 8 -35.62 32- 6- 0 0.79 0.79 Reactions.V= 719 782 Load # = 8 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.53 0- 3- 8 14.53 16- 3- 0 1.00 1.00 2 TC.H -14.53 16- 3- 0 -14.53 32- 2- 8 1.00 1.00 3 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 4 TC.V 43.87 16- 3- 0 43.87 32- 2- 8 0.33 0.33 5 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 6 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 7 BC.V 27.87 32- 2- 8 27.87 32- 6- 0 0.52 0.52 Reactions.V= 1628 1714 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0 00 TC.V.PL.SA 50.0 3- 6- 0 0 00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Load # = 9 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H 14.53 0- 3- 8 14.53 16- 3- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -14.53 16- 3- 0 -14.53 32- 2- 8 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 43.87 16- 3- 0 43.87 32- 2- 8 0.33 0.33 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 0- 3- 8 13.33 32- 2- 8 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 7 BC.V 27.87 32- 2- 8 27.87 32- 6- 0 0.52 0.52 Reactions.V= 1628 1713 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: 121B Load # = 10 CEILING.001....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 213.33 0- 0- 0 213.33 1- 0- 0 0.94 0.94 5 BC.v 13.33 1- 0- 0 13.33 32- 6- 0 0.00 0.00 6 Reactions.V= 1598 1488 Load # = 11 CEILING.002....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 1- 0- 0 0.00 0.00 5 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 6 BC.V 13.33 2- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1592 1494 Load # = 12 CEILING.003.... / STRUCTURE APPLI Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 BC.V 13.33 0- 0- 0 5 BC.V 213.33 2- 0- 0 6 BC.V 13.33 3- 0- 0 Reactions.V= 1586 1500 P DURFAC.LBR = 1.250 ED DISTRIBUTED LOADS R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 2- 0- 0 0.00 0.00 213.33 3- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 Load # = 13 CEILING.004....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 3- 0- 0 0.00 0.00 5 BC.V 213.33 3- 0- 0 213.33 4- 0- 0 0.94 0.94 6 BC.v 13.33 4- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1580 1506 Load # = 14 CEILING.005....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 5 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 6 BC.V 13.33 5- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1573 1513 Load # = 15 CEILING.006....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 5- 0- 0 0.00 0.00 5 BC.V 213.33 5- 0- 0 213.33 6- 0- 0 0.94 0.94 6 BC.V 13.33 6- 0- 0 13.33 32- 6- 0 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS lbs 150.0 50.0 50.0 550.0 550.0 150.0 DURFAC.PLT = 1.250 / OTHER LOADS lbs 150.0 50.0 50.0 550.0 550.0 150.0 X.LOC 0- 1 -12 3- 6- 0 5- 6- 0 16- 3- 0 20 -10- 8 32- 4- 4 X.LOC 0- 1 -12 3 -6 -0 5- 6- 0 16- 3- 0 20 -10- 8 32- 4- 4 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 DATE: 8/20 /2003 DRWG: COST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RIB Reactions.V= 1567 1519 Load # = 16 CEILING.007....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 6- 0- 0 0.00 0.00 5 BC.V 213.33 6- 0- 0 213.33 7- 0- 0 0.94 0.94 6 BC.V 13.33 7- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1561 1525 Load # = 17 CEILING.008....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 5 BC.V 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 6 BC.V 13.33 8- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1555 1531 Load # = 18 CEILING.009....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 5 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 6 BC.V 13.33 9- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1548 1538 Load # = 19 CEILING.010....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 5 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 6 BC.V 13.33 10- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1542 1544 Load # = 20 CEILING.011....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 5 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 6 BC.V 13.33 11- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1536 1550 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Load # = 21 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RIB 3 TC.V 29.33 4 BC.V 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1530 25- 0- 0 0- 0- 0 11- 0- 0 12- 0- 0 1556 Load # = 22 CEILING.013....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 12- 0- 0 0.00 0.00 5 BC.V 213.33 12- 0- 0 213.33 13- 0- 0 0.94 0.94 6 BC.V 13.33 13- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1523 1562 Load # = 23 CEILING.014....P / STRUCTURE Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 BC.V 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1517 APPLIED L.Loc 0- 0- 0 7- 0- 0 25- 0- 0 0- 0- 0 13- 0- 0 14- 0- 0 1569 Load # = 24 CEILING.015....P / STRUCTURE APPLIED Dir L.Plf L.Loc R.Plf 1 TC.V 29.33 0- 0- 0 29.33 2 TC.V 29.33 7- 0- 0 29.33 3 TC.V 29.33 25- 0- 0 29.33 4 BC.V 13.33 0- 0- 0 13.33 5 BC.V 213.33 14- 0- 0 213.33 6 BC.V 13.33 15- 0- 0 13.33 Reactions.V= 1511 1575 Load # = / 25 CEILING.016....P STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 BC.V 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1505 0- 0- 0 7- 0- 0 25- 0- 0 0- 0- 0 15- 0- 0 16- 0- 0 1581 29.33 13.33 213.33 13.33 32- 6- 0 11- 0- 0 12- 0- 0 32- 6- 0 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 13- 0- 0 0.00 0.00 213.33 14- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Loc LL /TL 7- 0- 0 0.00 0.00 25- 0- 0 0.00 0.00 32- 6- 0 0.00 0.00 14- 0- 0 0.00 0.00 15- 0- 0 0.94 0.94 32- 6- 0 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 15- 0- 0 0.00 0.00 213.33 16- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 Load # = 26 CEILING.017....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 16- 0- 0 0.00 0.00 5 BC.V 213.33 16- 0- 0 213.33 17- 0- 0 0.94 0.94 6 BC.V 13.33 17- 0- 0 13.33 32- 6- 0 0.00 0.00 Reactions.V= 1498 1587 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 50.0 5- 6- 0 550.0 16- 3- 0 550.0 20 -10- 8 150.0 32- 4- 4 0.00 0.00 0.00 0.00 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 vig DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RIB Load # = 27 CEILING.018....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 13.33 0- 0- 0 13.33 17- 0- 0 0.00 0.00 TC.V.PL.SA 213.33 17- 0- 0 213.33 18- 0- 0 0.94 0.94 TC.V.PL.SA 13.33 18- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA Reactions.V= 1492 1594 Load # = 28 CEILING.019....P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 18- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 18- 0- 0 213.33 19- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 19- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1486 1600 Load # = 29 CEILING.020....P / STRUCTURE APPLIED L.Plf L.Loc 29.33 0- 0- 0 29.33 7- 0- 0 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V Reactions.V= 1480 1606 Load # = 30 CEILING.021....P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS Load # = 31 CEILING.022....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 BC.V 13.33 0- 0- 0 5 BC.V 213.33 21- 0- 0 6 BC.V 13.33 22- 0- 0 Reactions.V= 1467 1619 Load # = 32 CEILING.023....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 BC.V 13.33 0- 0- 0 13.33 22- 0- 0 0.00 0.00 5 BC.V 213.33 22- 0- 0 213.33 23- 0- 0 0.94 0.94 6 BC.V 13.33 23- 0- 0 13.33 32- 6- 0 0.00 0.00 1.250 DURFAC.PLT = 1.250 lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS \ R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 13.33 0- 0- 0 13.33 19- 0- 0 0.00 0.00 TC.V.PL.SA 213.33 19- 0- 0 213.33 20- 0- 0 0.94 0.94 TC.V.PL.SA 13.33 20- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 4 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 TC.V.PL.SA 5 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 TC.V.PL.SA 6 BC.V 13.33 21- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA Reactions.V= 1473 1612 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 13.33 21- 0- 0 0.00 0.00 213.33 22- 0- 0 0.94 0.94 13.33 32- 6- 0 0.00 0.00 1.250 DURFAC.PLT = 1.250 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 \ / OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 DATE: 8/2012003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: RIB Reactions.V= 1461 1625 Load # = 33 CEILING.024....P DURFAC.LBR = 1 250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 23- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 23- 0- 0 213.33 24- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 24- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1455 1631 Load # = 34 CEILING.025....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 25- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1448 1637 Load # = 35 CEILING.026....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 26- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1442 1644 Load # = 36 CEILING.027....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 27- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1436 1650 Load # = / STRUCTURE Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 BC.V 13.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1430 37 CEILING.028....P Load # = 38 CEILING.029....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 0- 0- 0 13.33 27- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 27- 0- 0 213.33 28- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 28- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 1656 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: RIB 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 29- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1423 1662 Load # = 39 CEILING.030....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 29- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 29- 0- 0 213.33 30- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 30- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1417 1669 Load # = 40 CEILING.031....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 30- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 30- 0- 0 213.33 31- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 31- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1411 1675 Load # = 41 CEILING.032....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 BC.V 13.33 32- 0- 0 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1405 1681 Load # = 42 CEILING.033....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 5 BC.V 213.33 32- 0- 0 213.33 32- 6- 0 0.94 0.94 TC.V.PL.SA 550.0 20 -10- 8 0.00 6 TC.V.PL.SA 150.0 32- 4- 4 0.00 Reactions.V= 1400 1586 legend -- (SA,NA,MA) = (Structure, Node, Member) Applied (PL,DL) = (Point Load, Distributed Load) (H,V,M) = (Horizontal, Vertical, Moment) TC FORCE AXL BND CBI 1 -2 -14252 0.06 0.30 0.36 2 -3 -21703 0.17 0.15 0.32 3 -4 -23139 0.20 0.21 0.41 4 -5 -23150 0.20 0.20 0.39 5 - 6 - 21587 0.17 0.16 0.33 6 -7 -13902 0.07 0.24 0.31 BC FORCE AXL BND CSI 8 -9 -2 0.00 0.09 0.10 9 -10 15662 0.54 0.17 0.71 10 -11 15662 0.54 0.18 0.72 11 -12 22112 0.76 0.09 0.85 12 -13 22079 0.76 0.14 0.90 13-14 15305 0.53 0.12 0.65 14 -15 15305 0.53 0.12 0.65 15 -16 2 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI 1 -8 -6625 0.27 5 -12 1205 0.16 1 -9 14905 0.81 5 -13 -2174 0.16 2 -9 -4636 0.34 6 -13 6633 0.95 2 -11 6376 0.91 6 -15 -4607 0.34 3 -11 -1843 0.13 7 -15 14540 0.79 3 -12 1131 0.15 7 -16 -6380 0.26 4-12 -256 0.02 MAX DEFLECTION (span) • L - 0 IN MEM 12-13 T= (LIVE) L= - 0.62" D= - 0.28" T= - 0.90" BRG X -LOC REACT SIZE REQ'D 1 0- 2 - 12 6758 5.50" 3.21" 2 32- 3- 4 6525 5.50" 3.10" - Joint Locations 1 0- 0- 0 9 5- 5- 0 2 5- 5- 0 10 8- 0- 0 3 10 -10- 0 11 10 -10- 0 4 16- 3- 0 12 16- 3- 0 5 21- 8- 0 13 21- 8- 0 6 27- 1- 0 14 24- 0- 0 7 32- 6- 0 15 27- 1- 0 8 0- 0- 0 16 32- 6- 0 3 SP50400 6 R2A, 2 w; 6.4.2 7 320600 NP3 8 CC6 .5 9 CC6 11 AWC3 22 LE21 50606 RE21 50608 33 LR3 8 LR4 16 55 BSO 508 78 WP 20 WZ N NS 79 TP 300 0 0 80 600 0 63 30200 0 80 4 0 63 50800 0 188 120400 0 188 141000 0 550 160300 0 550 201008 0 300 320600 0 TU 192 0 0 7 1 0 25 192 320600 1 BP 345 90500 0 345 170100 0 88 NP 99 350 354 356 361 - Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: R2A TC 2x6 SPF C2400F2.0E Plating spec : ANSI /TPI - 1995 This truss is designed using the BC 2x6 SPF C1650F1.5E THIS DESIGN IS THE COMPOSITE RESULT OF ASCE7 -98 Wind Specification WEB 2x4 SPF STUD - CAN MULTIPLE LOAD CASES. Bldg Enclosed - Yea 2x4 SPF C2400F2.0E 8 -1, 16 -7 * ** future expansion * ** Truss Location = Not End Zone 2x4 SPF C1650F1.5E 1 -9, 15 -7 Loaded for 200 lb non - concurrent moving BCLL Hurricane /Ocean Line = No , Exp Category - C 2x4 SPF 43 - CAN 3 - 12, 12 - 5 Nail pattern shown is for uniform loads Bldg Length - 56.00 ft, Bldg Width = 32.50 ft Drainage must be provided to avoid ponding. only. Concentrated loads > 350k must be Mean roof height = 23.77 ft, mph = 90 Permanent bracing is required (by others) to distributed (by others) equally to each TPI Low Hazard, Dead Load - 16.0 psf prevent rotation /toppling. See HIB -91 and ply, unless nail clusters are shown ( ). LOAD CASE i(1 DESIGN LOADS ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. End verticals designed for axial loads only. Dir L.Plf L.Loc R.Plf R.Loc LL /TL 3 -PLY( Nail w /lOd BOX, staggered (NDS -97 End verticals that are extended above or TC Vert 437.33 0- 0- 0 245.33 7- 0- 0 0.87 Sect. 12) in TC- 4 /ft BC- 2 /ft WEBS- 2 /ft below the truss profile (if any) may require TC Vert 245.33 7- 0- 0 245.33 25- 0- 0 0.76 Nail in layers or from each face. additional design consideration (by others) TC Vert 245.33 25- 0- 0 437.33 32- 6- 0 0.76 for lateral forces due to wind or seismic BC Vert 26.67 0- 0- 0 26.67 32- 6- 0 0.00 This design is valid only if the truss is loads on the building. ..Type... lbs X.Loc LL /TL fabricated by; TC Vert 300.0 0- 1 -12 0.00 TRUTRUS INC. TOLLESON, ARIZONA 85353 3/8" & larger lag screws or bolts TC Vert 80.0 0- 6- 0 0.00 NOT ALLOWED IN CHORD MEMBERS. U.N.O. TC Vert 63.0 3- 2- 0 0.00 $ 2.4 M3 Hem -Fir or better cont. lateral B/C TC Vert 80.0 4- 0- 0 0.00 bracing 8 10' -0" o.c. Attach with 2 -16d PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof TC Vert 63.0 5- 8- 0 0.00 nails. Bracing not required if a rigid deck must be constructed to allow complete TC Vert 188.0 12- 4- 0 0.00 ceiling is attached directly to the B /C. drainage at all times to prevent ponding. TC Vert 188.0 14 -10- 0 0.00 TC Vert 550.0 16- 3- 0 0.00 TC Vert 550.0 20 -10- 8 0.00 TC Vert 300.0 32- 4- 4 0.00 BC Vert 345.0 9- 5- 0 0.00 5 -5-0 5-5-0 5 -5-0 5 -55 -5 0 5 -5-�C Vert 5 3t t 5 - 1- 0 0.00 5-5-0 10 -10 -0 16 -3-0 21-8-0 27 -1 -0 32-6-0 # l # CUTTING COPY ! 3 4 5 6 7 3 -PLYS SHOP 140 7-6-8 REQUIRED i ' '1 ' 0.50 -0.50 17-4-0 20-101 7-6-8 SHIP MO 63# 188# 4 -10 4-6 1 550# 50# 5 300# 7 -8 4-0 as 4 10 5 - 300# 2-0-0 1 III • 80# i • 12 \ 202 _ 2-6 4 -10 S =6 -8 4 -6 4 -10 S =6 -8 4 -10 4 -10 2-6 17 - 1 - 0 345# 324-0 RED END 345# I 8 9 10 11 12 13 14 15 16 5 -6-0 5 -6-0 5 -5-0 5 -5-0 6 -5-0 5 -5 -0 5 -5 -0 10 -10-0 16 -3-0 21 -8-0 27 -1-0 32-6-0 L.HLPK1 16.3.8 R.HLPK1 16- 3- 8 L.HLPK2 16- 5 -10 R.HLPK2 16- 5 -10 Scale: 5/32" = 1' Another Quality Design by T ru T ru s Member Wood mber Truss ojAmerica WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (TPI) - 583 D'Onofrio Dr. - Madison, W153719 Date: 8/15/2003 Dsgnr: JS Chk: Qt y: 6 TI: R2A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf P BC Dead 6.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.S acin 5- 4- 0 P g Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: R2A Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 0- 2 -12 6758 5.50" 3.21" 2 32- 3- 4 6525 5.50" 3.10" MAX DEFLECTION (span) : L/620 IN MEM 12 -13 (LIVE) L= -0.62" D= -0.28" T= -0.90" 7 -6 -8 Truswal Systems connector plates are per Joint Detail Reports available from 1+ TC 2x6 SPF C2400F2.0E BC 2x6 SPF C1650F1.5E WEB 2x4 SPF STUD -CAN 2x4 SPF C2400F2.OE 8- 1,16 -7 2x4 SPF C1650F1.5E 1 -9, 15 -7 2x4 SPF #3 -CAN 3 -12, 12-5 Loaded for 200 lb non - concurrent moving BCLL Drainage must be provided to avoid ponding. Permanent bracing is pfin required ee (b others) to prevent NSI/TPII 1-1995; 10.3 4.5 and 10.3.4.6. 3 -PLY! Nail w /10d BOX, staggered (NDS -97 Sect. 12) in: TC- 4/ft BC- 2/7t WEBS- 2/8 Nail in layers or from each face. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 - 3/8" & larger lag screws or bolts❑ NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete drainage at all times to prevent ponding. ( 3 -PLYS REQUIRED ft 300 #II 80# 8 5 -5 -0 5-5-0 5 -5 -0 5-5-0 5 -5 0 10 -10-0 15 -11 -8 2 3 0.50 4-10 S =6 -8 4-10 345# 9 10 11 5 -5 -0 10 -10-0 5 -5 -0 16-3 -0 21 -8 -0 1 188# 188# 550# 4-6 7 5-12 4 -10 4- 4 - 5-12 5-5 -0 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing N and approval as required by IBC 1703 and documen su reported ch as ICBO # 607 available Nail pattem shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. $2x4 #3 Hem -Fir or better cont. lateral B/C bracing @ 10' -0" o.c. Attach with 2 -16d nails. Bracing not required if a rigid ceiling is attached directly to the B/C. 4-6 17 -1.r 345# 32 -6 -0 12 5 -5 -0 5 -5 -0 16-3 -0 21 -8-0 5 5 -5 -0 27 -1-0 15 -11 -8 4-10 S =6-8 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. - -(T.T31 6 4-10 13 14 15 5 -5 -0 27 -1 -0 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.77 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Pif L.Loc R.PIf R.Loc LL/TL TC Vert 437.33 0- 0- 0 245.33 7- 0- 0 0.87 TC Vert 245.33 7- 0- 0 245.33 25- 0- 0 0.76 TC Vert 245.33 25- 0- 0 437.33 32- 6- 0 0.76 BC Vert 26.67 0- 0- 0 26.67 32- 6- 0 0.00 Type... Ibs X.Loc LUTL TCVert 300.0 0 -1 -12 0.00 TC Vert 80.0 0- 6- 0 0.00 TC Vert 63.0 3- 2- 0 0.00 TCVert 80.0 4 -0 -0 0.00 TC Vert 63.0 5- 8- 0 0.00 TC Vert 188.0 12- 4- 0 0.00 TC Vert 188.0 14 -10 -0 0.00 TC Vert 550.0 16- 3- 0 0.00 TC Vert 550.0 20 -10- 8 0.00 TC Vert 300.0 32- 4- 4 0.00 BC Vert 345.0 9- 5- 0 0.00 5 -5 -0 RK1 Vert 345.0 17- 1- 0 0.00 32-6-0 300# 2 16 5 -5 -0 32-6 -0 6 7 -6 -8 SHIP 8/20/2003 TRUSWAL ■■∎∎ SYSTEMS 1101 N. Great S.W. Pkwy., Arlington 7X 76011 WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual butding component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the perdcular application. The design assumes that the top chord Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WrCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ Dsgnr: JS J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 5- 4- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8/20/2003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 L.HEEL 2- 0- 0 R.HEEL 2- 0- 0 H/H LGTH 32- 6- 0 psf -- -LIVE DEAD L.SCRF R.SCRF 0/0 LGTH 32- 6- 0 TC 35.00 11.00 L.SEAT R.SEAT JIG HGHT 2- 8- 2 BC 0.00 5.00 L.VOFF R.VOFF 0/0 HGHT 7- 6- 8 TOTAL 51.00 psf L.BUTT 0- 5- 8 R.BUTT 0- 5- 8 HEEL ADD 0- 0- 4 SPACING 5- 4- 0 L.CANT R.CANT L.PITCH 0.5/12 R.PITCH - 0.5/12 L.STUB R.STUB L.HLPK1 16- 3- 8 R.HLPK1 16- 3- 8 L.OHNG R.OHNG L.HLPK2 16- 5 -10 R.HLPK2 16- 5 -10 DF- LUMBER 1.15 DF- PLATES 1.15 REP. BND. 1.00 DESN SPEC IBC # PLYS 3 # BRGS 2 4284 R2A QTY 6 Load # = 1 P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.LOC R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 437.33 0- 0- 0 245.33 7- 0- 0 0.87 0.76 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 245.33 7- 0- 0 245.33 25- 0- 0 0.76 0.76 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.V 245.33 25- 0- 0 437.33 32- 6- 0 0.76 0.87 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 6757 6524 Load # = 2 U DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 437.33 0- 0- 0 245.33 7- 0- 0 0.87 0.87 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 245.33 7- 0- 0 245.33 25- 0- 0 0.76 0.76 TC.V.PL.SA 240.0 0- 6- 0 0.00 3 TC.V 245.33 25- 0- 0 437.33 32- 6- 0 0.76 0.76 TC.V.PL.SA 188.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 240.0 4- 0- 0 0.00 5 TC.V.PL.SA 188.0 5- 8- 0 0.00 6 TC.V.PL.SA 63.0 12- 4- 0 0.00 7 TC.V.PL.SA 63.0 14 -10- 0 0.00 8 TC.V.PL.SA 300.0 32- 4- 4 0.00 9 BC.V.PL.SA 115.0 9- 5- 0 0.00 10 BC.V.PL.SA 115.0 17- 1- 0 0.00 Reactions.V= 6387 5655 Load # = 3 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -97.91 0- 3- 8 -97.91 3- 3- 0 1.00 1.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.H -82.61 3- 3- 0 -82.61 16- 3- 0 1.00 1.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.H 82.61 16- 3- 0 82.61 19- 6- 0 1.00 1.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 TC.H 82.61 19- 6- 0 82.61 32- 2- 8 1.00 1.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 TC.V -39.24 0- 3- 8 -39.24 3- 3- 0 0.63 0.63 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 TC.V -23.94 3- 3- 0 -23.94 16- 3- 0 0.58 0.58 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V -23.94 16- 3- 0 -23.94 19- 6- 0 0.58 0.58 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V -23.94 19- 6- 0 -23.94 32- 2- 8 0.58 0.58 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 BC.V -71.24 0- 0- 0 -71.24 0- 3- 8 0.79 0.79 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 BC.V 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V -55.94 32- 2- 8 -55.94 32- 6- 0 0.76 0.76 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 1639 1417 Reactions.H= 1 0 Load # = 4 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -97.91 0- 3- 8 -97.91 3- 3- 0 1.00 1.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.H -82.61 3- 3- 0 -82.61 16- 3- 0 1.00 1.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.H 82.61 16- 3- 0 82.61 19- 6- 0 1.00 1.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 TC.H 82.61 19- 6- 0 82.61 32- 2- 8 1.00 1.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 TC.V -39.24 0- 3- 8 -39.24 3- 3- 0 0.63 0.63 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 TC.V -23.94 3- 3- 0 -23.94 16- 3- 0 0.58 0.58 TC.V.PL.SA 188.0 12- 4- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A 7 TC.V 8 TC.V 9 BC.V 10 BC.V 11 BC.V 12 Reactions.V= 1639 Reactions.H= 0 - 23.94 16- 3- 0 -23.94 19- 6- 0 0.58 0.58 -23.94 19- 6- 0 -23.94 32- 2- 8 0.58 0.58 - 71.24 0- 0- 0 -71.24 0- 3- 8 0.79 0.79 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 - 55.94 32- 2- 8 -55.94 32- 6- 0 0.76 0.76 1417 1 Load # = 5 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -82.61 0- 3- 8 -82.61 13- 0- 0 1.00 1.00 2 TC.H -82.61 13- 0- 0 -82.61 16- 3- 0 1.00 1.00 3 TC.H 82.61 16- 3- 0 82.61 29- 3- 0 1.00 1.00 4 TC.H 97.91 29- 3- 0 97.91 32- 2- 8 1.00 1.00 5 TC.V -23.94 0- 3- 8 -23.94 13- 0- 0 0.58 0.58 6 TC.V -23.94 13- 0- 0 -23.94 16- 3- 0 0.58 0.58 7 TC.V -23.94 16- 3- 0 -23.94 29- 3- 0 0.58 0.58 8 TC.V -39.24 29- 3- 0 -39.24 32- 2- 8 0.63 0.63 9 BC.V -55.94 0- 0- 0 -55.94 0- 3- 8 0.76 0.76 10 BC.V 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 11 BC.V -71.24 32- 2- 8 -71.24 32- 6- 0 0.79 0.79 12 Reactions.V= 1684 1371 Reactions.H= -1 0 Load # = 6 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -82.61 0- 3- 8 -82.61 13- 0- 0 1.00 1.00 2 TC.H -82.61 13- 0- 0 -82.61 16- 3- 0 1.00 1.00 3 TC.H 82.61 16- 3- 0 82.61 29- 3- 0 1.00 1.00 4 TC.H 97.91 29- 3- 0 97.91 32- 2- 8 1.00 1.00 5 TC.V -23.94 0- 3- 8 -23.94 13- 0- 0 0.58 0.58 6 TC.V -23.94 13- 0- 0 -23.94 16- 3- 0 0.58 0.58 7 TC.V -23.94 16- 3- 0 -23.94 29- 3- 0 0.58 0.58 8 TC.V -39.24 29- 3- 0 -39.24 32- 2- 8 0.63 0.63 9 BC.V -55.94 0- 0- 0 -55.94 0- 3- 8 0.76 0.76 10 BC.V 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 11 BC.V -71.24 32- 2- 8 -71.24 32- 6- 0 0.79 0.79 12 Reactions.V= 1684 1371 Reactions.H= 0 -1 Load # = 7 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 29.07 0- 3- 8 29.07 16- 3- 0 1.00 1.00 - 29.07 16- 3- 0 -29.07 32- 2- 8 1.00 1.00 87.73 0- 3- 8 87.73 16- 3- 0 0.33 0.33 87.73 16- 3- 0 87.73 32- 2- 8 0.33 0.33 55.73 0- 0- 0 55.73 0- 3- 8 0.52 0.52 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 55.73 32- 2- 8 55.73 32- 6- 0 0.52 0.52 Dir 1 TC.H 2 TC.H 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V 8 9 10 11 12 Reactions.V= 3501 3233 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.600 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA / ...Type TC.V.PL.SA TC.V.PL.SA 188.0 14 -10- 0 550.0 16- 3- 0 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 63.0 3- 2- 0 80.0 4- 0- 0 63.0 5- 8- 0 188.0 12- 4- 0 188.0 14 -10- 0 550.0 16- 3- 0 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 300.0 0- 1 -12 80.0 0- 6- 0 63.0 3- 2- 0 80.0 4- 0- 0 63.0 5- 8- 0 188.0 12- 4- 0 188.0 14 -10- 0 550.0 16- 3- 0 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 0.00 0.00 0.00 0.00 0.00 0.00 lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.600 / OTHER LOADS lbs X.LOC LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PL Load # = 8 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 T = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL lbs X.LOC LL /TL 1 TC.H 29.07 0- 3- 8 29.07 16- 3- 0 1.00 1.00 300.0 0- 1 -12 0.00 2 TC.H -29.07 16- 3- 0 -29.07 32- 2- 8 1.00 1.00 80.0 0- 6- 0 0.00 DATE: 8120/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V 8 9 10 11 12 Reactions.V= 3501 87.73 0- 3- 8 87.73 16- 3- 0 0.33 0.33 TC.V.PL.SA 87.73 16- 3- 0 87.73 32- 2- 8 0.33 0.33 TC.V.PL.SA 55.73 0- 0- 0 55.73 0- 3- 8 0.52 0.52 TC.V.PL.SA 26.67 0- 3- 8 26.67 32- 2- 8 0.00 0.00 TC.V.PL.SA 55.73 32- 2- 8 55.73 32- 6- 0 0.52 0.52 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA 3234 Load # = 9 CEILING.001....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 226.67 0- 0- 0 226.67 1- 0- 0 0.88 0.88 26.67 1- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 7 8 9 10 11 12 Reactions.V= 3244 2780 Load # = 10 CEILING.002....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 1- 0- 0 0.00 0.00 226.67 1- 0- 0 226.67 2- 0- 0 0.88 0.88 26.67 2- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3238 2786 Load # = 11 CEILING.003....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 2- 0- 0 0.00 0.00 226.67 2- 0- 0 226.67 3- 0- 0 0.88 0.88 26.67 3- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3231 2792 63.0 3- 2- 0 80.0 4- 0- 0 63.0 5- 8- 0 188.0 12- 4- 0 188.0 14 -10- 0 550.0 16- 3- 0 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A Load # = 12 CEILING.004....P / Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3225 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3219 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 3- 0- 0 0.00 0.00 226.67 3- 0- 0 226.67 4- 0- 0 0.88 0.88 26.67 4- 0- 0 26.67 32- 6- 0 0.00 0.00 2799 L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 26.67 0- 0- 0 26.67 4- 0- 0 0.00 0.00 TC.V.PL.SA 226.67 4- 0- 0 226.67 5- 0- 0 0.88 0.88 TC.V.PL.SA 26.67 5- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA 2805 Load # = 14 CEILING.006....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 5- 0- 0 0.00 0.00 226.67 5- 0- 0 226.67 6- 0- 0 0.88 0.88 26.67 6- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3213 2811 DURFAC.LBR = 1.250 Load # = 15 CEILING.007....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 6- 0- 0 0.00 0.00 226.67 6- 0- 0 226.67 7- 0- 0 0.88 0.88 26.67 7- 0- 0 26.67 32- 6- 0 0.00 0.00 DURFAC.PLT = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA Load # = 13 CEILING.005....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA lbs X.LOC LL /TL 300.0 0- 1 -12 80.0 0- 6- 0 63.0 3- 2- 0 80.0 4- 0- 0 63.0 5- 8- 0 188.0 12- 4- 0 188.0 14 -10- 0 550.0 16- 3- 0 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 OTHER LOADS \ lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 OTHER LOADS \ lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DATE: 8120/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A Reactions.V= 3206 2817 Load # = 16 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 BC.V 226.67 7- 0- 0 226.67 8- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 BC.V 26.67 8- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 8 9 10 11 12 Reactions.V= 3200 2824 Load # = 17 CEILING.009....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 8- 0- 0 0.00 0.00 226.67 8- 0- 0 226.67 9- 0- 0 0.88 0.88 26.67 9- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3194 2830 Load # = 18 CEILING.010....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 9- 0- 0 0.00 0.00 5 BC.V 226.67 9- 0- 0 226.67 10- 0- 0 0.88 0.88 6 BC.V 2x6.67 10- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3188 2836 Load # = 19 CEILING.011....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 10- 0- 0 0.00 0.00 5 BC.V 226.67 10- 0- 0 226.67 11- 0- 0 0.88 0.88 6 BC.V 26.67 11- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 \ / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 \ / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 DATE: 8/20 /2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R2A 9 10 11 12 Reactions.V= 3181 2842 Load # = 20 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 11- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 BC.V 226.67 11- 0- 0 226.67 12- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 BC.V 26.67 12- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 3175 2849 Load # = 21 CEILING.013....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 12- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 BC.V 226.67 12- 0- 0 226.67 13- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 BC.V 26.67 13- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 3169 2855 Load # = 22 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= Load # = 23 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V CEILING.014....P STRUCTURE APPLIED L.Plf L.Loc 58.67 58.67 58.67 26.67 226.67 26.67 L.Plf 58.67 58.67 58.67 26.67 0- 0- 7- 0- 25- 0- 0- 0- 13- 0- 14- 0- 3163 2861 CEILING.015....P STRUCTURE APPLIED L.Loc 0- 0- 0 7- 0- 0 25- 0- 0 0- 0- 0 O 58.67 O 58.67 O 58.67 O 26.67 O 226.67 O 26.67 TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 0.00 0.00 0.00 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 13- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 14- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS \ R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 26.67 14- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A 5 BC.V 226.67 14- 0- 0 226.67 15- 0- 0 0.88 0.88 6 BC.V 26.67 15- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3156 2867 Load # = 24 CEILING.016....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 15- 0- 0 0.00 0.00 226.67 15- 0- 0 226.67 16- 0- 0 0.88 0.88 26.67 16- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3150 2874 Load # = 25 CEILING.017....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 16- 0- 0 0.00 0.00 226.67 16- 0- 0 226.67 17- 0- 0 0.88 0.88 26.67 17- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3144 2880 Load # = 26 CEILING.018....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 17- 0- 0 0.00 0.00 226.67 17- 0- 0 226.67 18- 0- 0 0.88 0.88 26.67 18- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3138 2886 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A Load # = 27 CEILING.019....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 18- 0- 0 0.00 0.00 5 BC.V 226.67 18- 0- 0 226.67 19- 0- 0 0.88 0.88 6 BC.V 26.67 19- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3131 2892 Load # = 28 CEILING.020....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 19- 0- 0 0.00 0.00 226.67 19- 0- 0 226.67 20- 0- 0 0.88 0.88 26.67 20- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 Reactions.V= 3125 2899 Load # = 29 CEILING.021....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 20- 0- 0 0.00 0.00 5 BC.V 226.67 20- 0- 0 226.67 21- 0- 0 0.88 0.88 6 BC.V 26.67 21- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3119 2905 Load # = 30 CEILING.022....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 21- 0- 0 0.00 0.00 226.67 21- 0- 0 226.67 22- 0- 0 0.88 0.88 26.67 22- 0- 0 26.67 32- 6- 0 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 9 10 11 12 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA / DURFAC.PLT = TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA DURFAC.PLT = ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 1.250 OTHER LOADS lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 1.250 OTHER LOADS \ lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R2A Reactions.V= 3113 2911 Load # = 31 CEILING.023....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 22- 0- 0 0.00 0.00 5 BC.V 226.67 22- 0- 0 226.67 23- 0- 0 0.88 0.88 6 BC.V 26.67 23- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3107 2917 Load # = 32 CEILING.024....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 23- 0- 0 0.00 0.00 5 BC.V 226.67 23- 0- 0 226.67 24- 0- 0 0.88 0.88 6 BC.V 26.67 24- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3100 2923 Load # = 33 CEILING.025....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 24- 0- 0 0.00 0.00 5 BC.V 226.67 24- 0- 0 226.67 25- 0- 0 0.88 0.88 6 BC.V 26.67 25- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3094 2930 Load # = 34 CEILING.026....P DURFAC.LBR = 1.250 / Dir 1 TC.V 2 TC.V 3 TC.V 4 BC.V 5 BC.V 6 BC.V 7 8 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 26.67 0- 0- 0 26.67 25- 0- 0 0.00 0.00 226.67 25- 0- 0 226.67 26- 0- 0 0.88 0.88 26.67 26- 0- 0 26.67 32- 6- 0 0.00 0.00 \ DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA DURFAC.PLT = 1.250 OTHER LOADS lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 63.0 3- 2- 0 0.00 80.0 4- 0- 0 0.00 63.0 5- 8- 0 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 OTHER LOADS lbs X.LOC LL /TL 300.0 0- 1 -12 0.00 80.0 0- 6- 0 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA 63.0 3- 2- 0 80.0 4- 0- 0 63.0 5- 8- 0 0.00 0.00 0.00 188.0 12- 4- 0 0.00 188.0 14 -10- 0 0.00 550.0 16- 3- 0 0.00 550.0 20 -10- 8 0.00 300.0 32- 4- 4 0.00 345.0 9- 5- 0 0.00 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ..\ Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 • DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R2A 9 10 11 12 Reactions.V= 3088 2936 Load # = 35 CEILING.027....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 26- 0- 0 0.00 0.00 5 BC.V 226.67 26- 0- 0 226.67 27- 0- 0 0.88 0.88 6 BC.V 26.67 27- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3082 2942 Load # = 36 CEILING.028....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf 1 TC.V 58.67 2 TC.V 58.67 3 TC.V 58.67 4 BC.V 26.67 5 BC.V 226.67 6 BC.V 26.67 7 8 9 10 11 12 Reactions.V= 3075 2948 L.Loc 0- 0- 0 7- 0- 0 25- 0- 0 0- 0- 0 27- 0- 0 28- 0- 0 R.Plf 58.67 58.67 58.67 26.67 226.67 26.67 R.Loc 7- 0- 0 25- 0- 0 32- 6- 0 27- 0- 0 28- 0- 0 32- 6- 0 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.88 0.88 0.00 0.00 Load # = 37 CEILING.029....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 28- 0- 0 0.00 0.00 5 BC.V 226.67 28- 0- 0 226.67 29- 0- 0 0.88 0.88 6 BC.V 26.67 29- 0- 0 26.67 32- 6- 0 0.00 0.00 7 8 9 10 11 12 Reactions.V= 3069 2955 Load # = 38 CEILING.030....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 4 BC.V 26.67 0- 0- 0 26.67 29- 0- 0 0.00 0.00 TC.V.PL.SA TC.V.PL.SA BC.V.PL.SA BC.V.PL.SA 550.0 20 -10- 8 300.0 32- 4- 4 345.0 9- 5- 0 345.0 17- 1- 0 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 \ / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... Its X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 TC.V.PL.SA 63.0 5- 8- 0 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 TC.V.PL.SA 188.0 14 -10- 0 0.00 TC.V.PL.SA 550.0 16- 3- 0 0.00 TC.V.PL.SA 550.0 20 -10- 8 0.00 TC.V.PL.SA 300.0 32- 4- 4 0.00 BC.V.PL.SA 345.0 9- 5- 0 0.00 BC.V.PL.SA 345.0 17- 1- 0 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 300.0 0- 1 -12 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 46030 LABEL: R2A 5 BC.V 226.67 29- 0- 0 226.67 30- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 BC.V 26.67 30- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 3063 2961 Load # = 39 CEILING.031....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0 0.00 3 TC.V 58.67 25- 0- 0 58.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 63.0 3- 2- 0 0.00 4 BC.V 26.67 0- 0- 0 26.67 30- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 4- 0- 0 0.00 5 BC.V 226.67 30- 0- 0 226.67 31- 0- 0 0.88 0.88 TC.V.PL.SA 63.0 5- 8- 0 0.00 6 BC.V 26.67 31- 0- 0 26.67 32- 6- 0 0.00 0.00 TC.V.PL.SA 188.0 12- 4- 0 0.00 7 TC.V.PL.SA 188.0 14 -10- 0 0.00 8 TC.V.PL.SA 550.0 16- 3- 0 0.00 9 TC.V.PL.SA 550.0 20 -10- 8 0.00 10 TC.V.PL.SA 300.0 32- 4- 4 0.00 11 BC.V.PL.SA 345.0 9- 5- 0 0.00 12 BC.V.PL.SA 345.0 17- 1- 0 0.00 Reactions.V= 3057 2967 Load # = 40 CEILING.032....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 58.67 0- 0- 0 58.67 7- 0- 0 0.00 0.00 TC.V.PL.SA 300.0 0- 1 -12 0.00 2 TC.V 58.67 7- 0- 0 58.67 25- 0- 0 0.00 0.00 TC.V.PL.SA 80.0 0- 6- 0D TC FORCE AXL BND CS/ 1 -2 -7 0.00 0.24 0.24 2 -3 -338 0.10 0.00 0.10 3 -4 -5926 0.11 0.33 0.44 4 -5 -8605 0.23 0.27 0.51 5 -6 -8651 0.24 0.20 0.44 6 -7 -8651 0.24 0.22 0.46 7 -8 -8294 0.22 0.20 0.42 8 -9 -5642 0.10 0.35 0.45 BC FORCE AXL BNo CSI 10 -11 -455 0.00 0.28 0.28 11 -12 -459 0.00 0.28 0.28 12 -13 6536 0.67 0.20 0.86 13 -14 6536 0.35 0.13 0.49 14 -15 8750 0.48 0.11 0.58 15 -16 8449 0.46 0.10 0.57 16 -17 6203 0.34 0.11 0.45 17 -18 6203 0.64 0.16 0.80 18 -19 -6 0.00 0.17 0.17 WEB FORCE CSI WEB FORCE CSI 11 -3 -3064 0.84 5 -15 -367 0.25 1 -10 -286 0.31 6 -15 141 0.06 1 -3 25 0.01 7 -15 365 0.15 3 -10 527 0.21 7 -16 -714 0.16 3 -12 6280 0.66 8 -16 2201 0.94 4-12 -2030 0.46 8 -18 -1849 0.42 4 -14 2225 0.96 9 -18 5897 0.96 5 -14 -714 0.16 9 -19 -2708 0.56 MAX DEFLECTION (span) : U581 IN MEM 14 -15 (LIVE) L= -0.66" De - 0.30" T= -0.97" MAX DEFLECTION (cant) : U242 IN MEM 10 -11 (LIVE) L= 0.12" D= 0.05" T= 0.17" BRG X -LOC REACT SIZE REQ'D 1 2- 5- 3 3355 5.50" 4.40" 2 34- 5 -11 2774 5.50" 3.95" �= Joint Locations . ==== 1 0- 0- 0 11 2- 4- 3 2 z- 4- 3 12 7- 7- 7 3 2- 4- 3 13 10- 0- 7 4 7- 7- 7 14 13- 0- 7 5 13- 0- 7 15 18- 5- 7 6 18- 5- 7 16 23 -10- 7 7 23-10- 7 17 26- 0- 7 8 29- 3- 7 18 29- 3- 7 9 34- 8- 7 19 34- 8- 7 10 0- 0- 0 6 R3A, 3 VV; 6.4.2 7 340807 8 870712 -.5 20515 V -50606 CC6 .5 151108 -.5E 9 CC6 11 AW BPC 1 X70707 X130007 X180507 X231007 X290307 1 22 BL- 000007 LE28 -614 RE21 50608 33 LR5 10 1.9.6 16 55 CL20207 BSO 508 WP 79 WP zo Wz N Ns 79 TP 150 0 0 150 20200 0 125 90200 0 125 110408 0 150 340800 0 TU 96 20207 0 90207 1 0 270207 96 340807 1 88 NP 99 350 354 356 361 Gust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: R3A TC 2x6 SPF C2400F2.OE 2x4 DFL 1800F -1.6E 1 -2 ® Denotes the requirement for lateral bracing This truss is designed using the at each location shown. Lateral bracing ASCE7 -98 Wind Specification 2x4 SPF $3 -CAN 11 -2 systems which include diagonal or x- bracing Bldg Enclosed = Yea BC 2x6 SPF C1650F1.5E are the responsibility of the building Trues Location = Not End Zone 2x6 SPF C2400F2.OE 13 -17 designer. Truswal Systems BRACE -IT may be Hurricane /Ocean Line = No , Exp Category = C WEB. 2x4 SPF STUD -CAN used for continuous lateral bracing on Bldg Length = 56.00 £t, Bldg Width a 32.50 ft 2x4 SPF 43 -CAN 10 -1, 1 -3 trusses spaced 24" oc. Alternatively, use Mean roof height = 23.83 ft, mph = 90 5 -15, 15 -7 scabs or T- braces as shown on Truswal TPI Low Hazard, Dead Load = 16.0 psf 2x4 SPF C2100F1.8E 3 -12 Systems standard details. LOAD CASE 81 DESIGN LOADS 2x4 SPF C1650F1.5E 18 -9 Plating spec : ANSI /TPI - 1995 Dir L.P1f L.Loc R.Plf R.Loc LL /TL 2x4 SPF C2400F2.OE 19 -9 THIS DESIGN IS THE COMPOSITE RESULT OF TC Vert 122.67 0- 0- 0 122.67 2- 2- 7 0.76 Lumber shear allowables are per ND8 -97. MULTIPLE LOAD CASES. TC Vert 218.67 2- 2- 7 122.67 9- 2- 7 0.87 Loaded for 10 PSF non - concurrent BCLL. * ** future expansion * ** TC Vert 122.67 9- 2- 7 122.67 27- 2- 7 0.76 Drainage must be provided to avoid ponding. Loaded for 200 lb non - concurrent moving BCLL TC Vert 122.67 27- 2- 7 218.67 34- 8- 7 0.76 End verticals designed for axial loads only. Permanent bracing is required (by others) to BC Vert 13.33 0- 0- 0 13.33 34- 8- 7 0.00 End verticals that are extended above or prevent rotation /toppling. See HIB -91 and ...Type... lbs X.Loc LL /TL below the truss profile (if any) may require ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. TC Vert 150.0 0- 1 -12 0.00 additional design consideration (by others) Flat top chord has not been designed for TC Vert 150.0 2- 2- 0 0.00 for lateral forces due to wind or seismic drifting snow unless noted otherwise. TC Vert 125.0 9- 2- 0 0.00 loads on the building. TC Vert 125.0 11- 4- 8 0.00 This design is valid only if the truss is TC Vert 150.0 34- 6 -11 0.00 3/8" 6 larger lag screws or bolts fabricated by; NOT ALLOWED IN CHORD MEMBERS. U.N.O. TRUTRUS INC. TOLLESON, ARIZONA 85353 $ 2x4 83 Hem -Fir or better cont. lateral B/C bracing 8 10' -0" o.c. Attach with 2 -16d PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof nails. Bracing not required if a rigid deck must be constructed to allow complete ceiling is attached directly to the B /C. drainage at all times to pfcjrtnt ponding. 5 -3.4 5 -5-0 5 -5-0 5 -5 -0 5 -5 -0 5 -5-0 2-4-3 7 -7 -7 13 -0-7 18 -5 -7 23 -10 -7 29 -3 -7 34-8-7 1 2-5-15 15 -11-8 15 -11 -8 CUTTING COPY I I I 1 23 4 s 6 7 8 9 7- -- 8717 150# 3-4 150# 0.50 -0.50 3 -6 9.2-n 11 ;, 7-8-1 T 2 - 0 - 2 - SHIP 12 II:it.: ... -/ , 125# i 2 , 4 -1 0 r 126# 150# 4-6 7-8 4 - C 4 -10 _ �' I I I 1 1 1 4-6 2-7,7 5 -12 S =MX/5 -16 4-6 4 -10 6 -12 4 -10 S= MX/5 -16 2 -6 0 7 RED END I 34-$_7 10 11 12 13 14 15 16 17 18 19 2-4 -3 5 -3� 5-5-0 5-5-0 5-5-0 5 -6-5-0 6 -5 -U 2 - 4 - 7 -7 -7 13 -0-7 18 -6 -7 23 -10 -7 29 -3 -7 34 -8 -7 L.HLPK1 2- 6- 0 R.HLPK1 16- 3- 8 L.HLPK2 7 -11- 5 R.HLPK2 16- 5 -10 Scale: 5/32" = 1' Another Quality Design by T ru T ru s Member Wood True Council of America WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which Is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Pate Institute (TPI) - 583 D'Onofrio Dr. -Madison, WI53719 Date: 8/15/2003 Dsgnr: JS Chk: Qt y' 3 TI: R3A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf P BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.S acin 2- 8- 0 P 9 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf • • Job Name: JACK IN THE BOX #6030 Truss ID: R3A Qty: 3 BRG X -LOC REACT SIZE REQ'D 1 2- 5- 3 3355 5.50" 4.40" 2 34- 5 -11 2774 5.50" 3.95" MAX DEFLECTION (span) : U581 IN MEM 14 -15 (LIVE) L= - 0.66" 0= -0.30" 7 -0.97" MAX DEFLECTION (cant) : L/242 IN MEM 10 -11 (LIVE) L= 0.12" D= 0.05" T= 0.17" 7- 747 -12 11 TC 2x6 SPF C2400F2.OE 2x4 DFL 1800F -1.6E 1 -2 2x4 SPF #3 -CAN 11 -2 BC 2x6 SPF C1650F1.5E 2x6 SPF C2400F2.0E 13 -17 WEB 2x4 SPF STUD -CAN 2x4 SPF #3-CAN 10 -1, 1 -3 5 -15, 15-7 2x4 SPF C2100F1.8E 3 -12 2x4 SPF C1650F1.5E 18 -9 2x4 SPF C2400F2.OE 19 -9 Lumber shear allowables are per NDS -97. Loaded for 10 PSF non - concurrent BCLL. Loaded for 200 lb non - concurrent moving BCLL Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotationftoppling. See HIB-91 and ANSI/TPI 1 -1995; 10.3.4.5 and 10.3.4.6. Flat top chord has not been designed for drifting snow unless noted otherwise. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 $2x4 #3 Hem -Fir or better cont lateral B/C bracing @ 10' -0" o.c. Attach with 2 -16d nails. 69 not rre�quired ifs (d ceilin Ln80"airectiy l 2 -5 -15 6 A 1 112 - 2 - n 1 4 150# 050 2-2-7 1 10 11 2-4 -3 2-4 -3 3-4 5-12 4-10 S= MX/5 -16 5 -3-4 7 -7 -7 ® Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x- bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Altematively, use scabs or T -braces as shown on Truswal Systems standard details. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing N and approval as required by IBC 1703 and ts reported available such as ICBO #1 07. documents End verticals designed for axial toads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. - 3/8" Z. forger lag screws or bolts° NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof 5-5-0 5d8c8 must be constn618d0o aIIoa complete -5 -0 13 0 7 111th -7 a orbit times t[Tsanding. 29-3 -7 1 15 -11 -8 15 -11 -8 5 6 7 8 12 13 14 5-5-0 13-0 -7 34 -8 -7 4 6 4-10 5-12 S= MX/5 -16 15 16 17 5 -5 -0 5 -5 -0 5 -5 -0 18 -5-7 23 -10-7 29-3 -7 Truswal Systems connector plates are 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned per Joint Detail Reports available from Truswal software. Circled plates and false frame plates are positioned as shown above. 18 5 -5-0 34 -8 -7 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.83 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.Pif R.Loc LLJTL TC Vert 122.67 0- 0- 0 122.67 2- 2- 7 0.76 TC Vert 218.67 2- 2- 7 122.67 9- 2- 7 0.87 TC Vert 122.67 9- 2- 7 122.67 27- 2- 7 0.76 TC Vert 122.67 27- 2- 7 218.67 34- 8- 7 0.76 BC Vert 13.33 0- 0- 0 13.33 34- 8- 7 0.00 ...Type... Ibs X.Loc LL/TL TC Vert 150.0 0 -1 -12 0.00 TC Vert 150.0 2 -2 -0 0.00 TC Vert 125.0 9- 2- 0 0.00 TC Vert 125.0 11 4 8 0.00 TC Vert 150.0 34- 6 -11 0.00 19 5-5-0 34-8 -7 7 -8 -1 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done N accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dmenslonal accuracy. Dimensions are to be verified by the component manufacturer and/or bulling designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loafing imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabdcate, handle, install and brace this tniss M accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI?PI 1', WTCA 1'- Wood Truss Council ofAmedca Standard Design Responsibilities, 'HANDUNG INSTAWNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'OnoMo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cast: JACK IN THE BOX WO: Drive_G_4284_L00007_ Dsgnr: JS J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8/20/2003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS L.HEEL 7- 7 -12 R.HEEL L.SCRF R.SCRF L.SEAT R.SEAT L.VOFF R.VOFF L.BUTT 0- 5- 8 R.BUTT L.CANT 2- 2- 7 R.CANT L.STUB R.STUB L.OHNG R.OHNG JOB: JACK IN THE BOX #6030 2- 0- 0 H/H LGTH 34- 8- 7 0/0 LGTH 35- 3- 5 JIG HGHT 7- 7 -12 0/0 HGHT 7- 8- 1 0- 5- 8 HEEL ADD 0- 0- 4 L.PITCH - 0.5/12 L.ELPK1 2- 6- 0 L.HLPK2 7 -11- 5 psf -- -LIVE DEAD TC 35.00 11.00 BC 0.00 5.00 TOTAL 51.00 psf SPACING 2- 8- 0 R. PITCH R.HLPK1 R.HLPK2 - 0.5/12 16- 3- 8 16- 5 -10 DF- LUMBER 1.15 DF- PLATES 1.15 REP. BND. 1.00 DESN SPEC IBC # PLYS 1 # BRGS 2 4284 R3A QTY 3 Load # = 1 / P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ..Type... lbs X.LOC LL /TL 1 TC.V 122.67 0- 0- 0 122.67 2- 2- 7 0.76 0.76 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 218.67 2- 2- 7 122.67 9- 2- 7 0.87 0.76 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Reactions.V= 3354 2760 Load # = 2 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 44.71 - 0- 6 -14 44.71 0- 0- 0 1.00 1.00 2 TC.H 41.33 0- 0- 0 41.33 2- 4- 3 1.00 1.00 3 TC.H -48.98 2- 4- 3 -48.98 5- 7- 3 1.00 1.00 4 TC.H -41.33 5- 7- 3 -41.33 18- 5- 7 1.00 1.00 5 TC.H 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 6 TC.H 41.33 21- 8- 7 41.33 34- 4 -15 1.00 1.00 7 TC.V -11.99 0- 0- 0 -11.99 2- 4- 3 0.58 0.58 8 TC.V -19.65 2- 4- 3 -19.65 5- 7- 3 0.63 0.63 9 TC.V -11.99 5- 7- 3 -11.99 18- 5- 7 0.58 0.58 10 TC.V -11.99 18- 5- 7 -11.99 21- 8- 7 0.58 0.58 11 TC.V -11.99 21- 8- 7 -11.99 34- 4 -15 0.58 0.58 12 BC.V 13.33 0- 0- 7 13.33 34- 4 -15 0.00 0.00 13 BC.V -27.99 34- 4 -15 -27.99 34- 8- 7 0.76 0.76 Reactions.V= 493 212 Reactions.H= -3 0 Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.H 6 TC.H 7 TC.V 8 TC.V 9 TC.V 10 TC.V 11 TC.V 12 BC.V 13 BC.V Load # = 3 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.P1f L.Loc R.Plf R.Loc LL /TL 44.71 - 0- 6 -14 44.71 0- 0- 0 1.00 1.00 41.33 0- 0- 0 41.33 2- 4- 3 1.00 1.00 - 48.98 2- 4- 3 -48.98 5- 7- 3 1.00 1.00 - 41.33 5- 7- 3 -41.33 18- 5- 7 1.00 1.00 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 41.33 21- 8- 7 -11.99 0- 0- 0 - 19.65 2- 4- 3 - 11.99 5- 7- 3 -11.99 18- 5- 7 -11.99 21- 8- 7 13.33 0- 0- 7 - 27.99 34- 4 -15 Reactions.V= 493 212 Reactions.H= 0 -3 Load # = 4 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.H 6 TC.H 7 TC.V 8 TC.V 9 TC.V 41.33 34- 4 -15 1.00 1.00 - 11.99 2- 4- 3 0.58 0.58 -19.65 5- 7- 3 0.63 0.63 -11.99 18- 5- 7 0.58 0.58 -11.99 21- 8- 7 0.58 0.58 - 11.99 34- 4 -15 0.58 0.58 13.33 34- 4 -15 0.00 0.00 -27.99 34- 8- 7 0.76 0.76 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.P1f R.Loc LL /TL 44.71 - 0 -10 -13 44.71 0- 0- 0 1.00 1.00 48.98 0- 0- 0 48.98 2- 4- 3 1.00 1.00 - 41.33 2- 4- 3 -41.33 15- 2- 7 1.00 1.00 -41.33 15- 2- 7 -41.33 18- 5- 7 1.00 1.00 41.33 18- 5- 7 41.33 31- 5- 7 1.00 1.00 48.98 31- 5- 7 48.98 34- 4 -15 1.00 1.00 - 19.65 0- 0- 0 -19.65 2- 4- 3 0.63 0.63 - 11.99 2- 4- 3 -11.99 15- 2- 7 0.58 0.58 - 11.99 15- 2- 7 -11.99 18- 5- 7 0.58 0.58 DURFAC.PLT = 1.600 OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.600 OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.600 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 1 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R3A 10 TC.V -11.99 18- 5- 7 -11.99 31- 5- 7 0.58 0.58 11 TC.V -19.65 31- 5- 7 -19.65 34- 4 -15 0.63 0.63 12 BC.V 13.33 0- 0- 7 13.33 34- 4 -15 0.00 0.00 13 BC.V -35.65 34- 4 -15 -35.65 34- 8- 7 0.79 0.79 Reactions.V= 496 191 Reactions.H= -6 0 Load # = 5 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H 44.71 - 0 -10 -13 44.71 0- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H 48.98 0- 0- 0 48.98 2- 4- 3 1.00 1.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.H -41.33 2- 4- 3 -41.33 15- 2- 7 1.00 1.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.H -41.33 15- 2- 7 -41.33 18- 5- 7 1.00 1.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.H 41.33 18- 5- 7 41.33 31- 5- 7 1.00 1.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 TC.H 48.98 31- 5- 7 48.98 34- 4 -15 1.00 1.00 7 TC.V -19.65 0- 0- 0 -19.65 2- 4- 3 0.63 0.63 8 TC.V -11.99 2- 4- 3 -11.99 15- 2- 7 0.58 0.58 9 TC.V -11.99 15- 2- 7 -11.99 18- 5- 7 0.58 0.58 10 TC.V -11.99 18- 5- 7 -11.99 31- 5- 7 0.58 0.58 11 TC.V -19.65 31- 5- 7 -19.65 34- 4 -15 0.63 0.63 12 BC.V 13.33 0- 0- 7 13.33 34- 4 -15 0.00 0.00 13 BC.V -35.65 34- 4 -15 -35.65 34- 8- 7 0.79 0.79 Reactions.V= 496 191 Reactions.H= 0 -6 Load # = 6 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -7.65 - 0- 6 -14 -7.65 0- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -14.54 0- 0- 0 -14.54 2- 4- 3 1.00 1.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.H 14.54 2- 4- 3 14.54 18- 5- 7 1.00 1.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.H -14.54 18- 5- 7 -14.54 34- 4 -15 1.00 1.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.V 43.87 0- 0- 0 43.87 2- 4- 3 0.33 0.33 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 TC.V 43.87 2- 4- 3 43.87 18- 5- 7 0.33 0.33 7 TC.V 43.87 18- 5- 7 43.87 34- 4 -15 0.33 0.33 8 BC.V 13.33 0- 0- 7 13.33 34- 4 -15 0.00 0.00 9 BC.V 27.87 34- 4 -15 27.87 34- 8- 7 0.52 0.52 Reactions.V= 1576 1116 Reactions.H= 1 0 Load # = 7 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.P1f L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -7.65 - 0- 6 -14 -7.65 0- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -14.54 0- 0- 0 -14.54 2- 4- 3 1.00 1.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.H 14.54 2- 4- 3 14.54 18- 5- 7 1.00 1.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.H -14.54 18- 5- 7 -14.54 34- 4 -15 1.00 1.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.V 43.87 0- 0- 0 43.87 2- 4- 3 0.33 0.33 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 TC.V 43.87 2- 4- 3 43.87 18- 5- 7 0.33 0.33 7 TC.V 43.87 18- 5- 7 43.87 34- 4 -15 0.33 0.33 8 BC.V 13.33 0- 0- 7 13.33 34- 4 -15 0.00 0.00 9 BC.V 27.87 34- 4 -15 27.87 34- 8- 7 0.52 0.52 Reactions.V= 1576 1116 Reactions.H= 0 1 Load # = 8 ASCE7- 98WIND07 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H 44.71 - 0- 6 -14 44.71 0- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H 41.33 2- 2- 7 41.33 2- 4- 3 1.00 1.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.H -48.98 2- 4- 3 -48.98 5- 7- 3 1.00 1.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.H -41.33 5- 7- 3 -41.33 18- 5- 7 1.00 1.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.H 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 TC.H 41.33 21- 8- 7 41.33 34- 4 -15 1.00 1.00 7 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 8 TC.V -11.99 2- 2- 7 -11.99 2- 4- 3 0.58 0.58 9 TC.V -19.65 2- 4- 3 -19.65 5- 7- 3 0.63 0.63 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R3A 10 TC.V -11.99 5- 7- 3 -11.99 18- 5- 7 0.58 0.58 11 TC.V -11.99 18- 5- 7 -11.99 21- 8- 7 0.58 0.58 12 TC.V -11.99 21- 8- 7 -11.99 34- 4 -15 0.58 0.58 13 BC.V -44.71 0- 0- 0 -44.71 0- 0- 7 1.00 1.00 14 BC.V -31.37 0- 0- 7 -31.37 2- 2- 7 0.77 0.77 15 BC.V 13.33 2- 2- 7 13.33 34- 4 -15 0.00 0.00 16 BC.V -27.99 34- 4 -15 -27.99 34- 8- 7 0.76 0.76 Reactions.V= 486 212 Load # = 9 ASCE7- 98WIND08 -P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.H 44.71 - 0- 6 -14 44.71 2 TC.H 41.33 2- 2- 7 41.33 2- 3 TC.H -48.98 2- 4- 3 -48.98 5- 4 TC.H -41.33 5- 7- 3 -41.33 18- 5 TC.H 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 6 TC.H 41.33 21- 8- 7 41.33 34- 4 -15 1.00 1.00 7 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 8 TC.V -11.99 2- 2- 7 -11.99 2- 4- 3 0.58 0.58 9 TC.V -19.65 2- 4- 3 -19.65 5- 7- 3 0.63 0.63 10 TC.V -11.99 5- 7- 3 -11.99 18- 5- 7 0.58 0.58 11 TC.V -11.99 18- 5- 7 -11.99 21- 8- 7 0.58 0.58 12 TC.V -11.99 21- 8- 7 -11.99 34- 4 -15 0.58 0.58 13 BC.V -44.71 0- 0- 0 -44.71 0- 0- 7 1.00 1.00 14 BC.V -31.37 0- 0- 7 -31.37 2- 2- 7 0.77 0.77 15 BC.V 13.33 2- 2- 7 13.33 34- 4 -15 0.00 0.00 16 BC.V -27.99 34- 4 -15 -27.99 34- 8- 7 0.76 0.76 Reactions.V= 486 212 Load # = 10 IBC 10 PSF P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 BC.V 13.33 0- 0- 0 Reactions.V= 1289 890 Load # = 11 CEILING.001....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 BC.V 213.33 6 BC.V 13.33 Reactions.V= 1501 0- 0- 0 2- 2- 7 9- 2- 7 27- 2- 7 0- 0- 0 1- 0- 0 879 DURFAC.LBR = 1.600 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 0- 0- 0 1.00 1.00 4- 3 1.00 1.00 7- 3 1.00 1.00 5- 7 1.00 1.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 13.33 34- 8- 7 0.00 0.00 29.33 29.33 29.33 29.33 213.33 13.33 2- 2- 7 9- 2- 7 27- 2- 7 34- 8- 7 1- 0- 0 34- 8- 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 Load # = 12 CEILING.002....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 1- 0- 0 0.00 0.00 6 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 7 BC.V 13.33 2- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1495 885 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 LL /TL 0.00 0.00 0.00 0.00 0.00 \ / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs 150.0 150.0 125.0 125.0 150.0 X.LOC 0- 1 -12 2- 2- 0 9- 2- 0 11- 4- 8 34- 6 -11 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R3A Load # = 13 CEILING.003....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 2- 0- 0 0.00 0.00 6 BC.V 213.33 2- 0- 0 213.33 3- 0- 0 0.94 0.94 7 BC.V 13.33 3- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1488 891 Load # = 14 CEILING.004....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 3- 0- 0 0.00 0.00 6 BC.V 213.33 3- 0- 0 213.33 4- 0- 0 0.94 0.94 7 BC.V 13.33 4- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1482 897 Load # = 15 CEILING.005....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 6 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 7 BC.V 13.33 5- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1476 904 Load # = 16 CEILING.006....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 5- 0- 0 0.00 0.00 6 BC.V 213.33 5- 0- 0 213.33 6- 0- 0 0.94 0.94 7 BC.V 13.33 6- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1470 910 Load # = 17 CEILING.007....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 6- 0- 0 0.00 0.00 6 BC.V 213.33 6- 0- 0 213.33 7- 0- 0 0.94 0.94 7 BC.V 13.33 7- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1464 916 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Load # = 18 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS ..\ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R3A 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 6 BC.V 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 7 BC.V 13.33 8- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V 1457 922 Load # = 19 CEILING.009....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 6 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 7 BC.V 13.33 9- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1451 929 Load # = 20 CEILING.010....P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 6 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 7 BC.V 13.33 10- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1445 935 Load # = 21 CEILING.011....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 6 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 7 BC.V 13.33 11- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1439 941 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA 150.0 2- 2- 0 125.0 9- 2- 0 125.0 11- 4- 8 150.0 34- 6 -11 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 1.250 DURFAC.PLT = 1.250 \ / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Load # = 22 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 11- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 213.33 11- 0- 0 213.33 12- 0- 0 0.94 0.94 7 BC.V 13.33 12- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1432 947 Load # = 23 CEILING.013....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R3A 5 BC.V 13.33 0- 0- 0 13.33 12- 0- 0 6 BC.V 213.33 12- 0- 0 213.33 13- 0- 0 7 BC.V 13.33 13- 0- 0 13.33 34- 8- 7 Reactions.V= 1426 954 Load # = 24 CEILING.014....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 13- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 213.33 13- 0- 0 213.33 14- 0- 0 0.94 0.94 7 BC.V 13.33 14- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1420 960 Load # = 25 CEILING.015....P DURFAC.LBR = 1 250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 3 TC.V 29.33 9- 2- 7 29.33 4 TC.V 29.33 27- 2- 7 29.33 5 BC.V 13.33 0- 0- 0 13.33 6 BC.V 213.33 14- 0- 0 213.33 7 BC.V 13.33 15- 0- 0 13.33 Reactions.V= 1414 966 Load # = 26 CEILING.016....P / STRUCTURE APPLIED Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 BC.V 13.33 6 BC.V 213.33 7 BC.V 13.33 L.Loc 0- 0- 0 2- 2- 7 9- 2- 7 27- 2- 7 0- 0- 0 15- 0- 0 16- 0- 0 Reactions.V= 1407 972 Load # = 28 CEILING.018....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 17- 0- 0 7 BC.V 13.33 18- 0- 0 0.00 0.00 0.94 0.94 0.00 0.00 9- 2- 7 0.00 0.00 27- 2- 7 0.00 0.00 34- 8- 7 0.00 0.00 14- 0- 0 0.00 0.00 15- 0- 0 0.94 0.94 34- 8- 7 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 13.33 15- 0- 0 0.00 0.00 213.33 16- 0- 0 0.94 0.94 13.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL / TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Load # = 27 CEILING.017....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 16- 0- 0 0.00 0.00 6 BC.V 213.33 16- 0- 0 213.33 17- 0- 0 0.94 0.94 7 BC.V 13.33 17- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1401 978 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 13.33 17- 0- 0 0.00 0.00 213.33 18- 0- 0 0.94 0.94 13.33 34- 8- 7 0.00 0.00 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R3A Reactions.V= 1395 985 Load # = 29 CEILING.019....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 18- 0- 0 0.00 0.00 6 BC.V 213.33 18- 0- 0 213.33 19- 0- 0 0.94 0.94 7 BC.V 13.33 19- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1389 991 Load # = 30 CEILING.020....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 19- 0- 0 0.00 0.00 6 BC.V 213.33 19- 0- 0 213.33 20- 0- 0 0.94 0.94 7 BC.V 13.33 20- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1383 997 Load # = 31 CEILING.021....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.P1f L.Loc R.P1f R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 6 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 7 BC.V 13.33 21- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1376 1003 Load # = 32 CEILING.022....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 21- 0- 0 0.00 0.00 6 BC.V 213.33 21- 0- 0 213.33 22- 0- 0 0.94 0.94 7 BC.V 13.33 22- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1370 1010 Load # = 33 CEILING.023....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.P1f R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 22- 0- 0 0.00 0.00 6 BC.V 213.33 22- 0- 0 213.33 23- 0- 0 0.94 0.94 7 BC.V 13.33 23- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1364 1016 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DATE: 8/20 /2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R3A Load # = 34 CEILING.024....P DURFAC.LBR = Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 23- 0- 0 7 BC.V 13.33 24- 0- 0 Reactions.V= 1358 1022 R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 13.33 23- 0- 0 0.00 0.00 213.33 24- 0- 0 0.94 0.94 13.33 34- 8- 7 0.00 0.00 Load # = 35 CEILING.025....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 6 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 7 BC.V 13.33 25- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1351 1028 Load # = 36 CEILING.026....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 6 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 7 BC.V 13.33 26- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1345 1034 Load # = 37 CEILING.027....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 6 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 7 BC.V 13.33 27- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1339 1041 Load # = 38 CEILING.028....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 27- 0- 0 0.00 0.00 6 BC.V 213.33 27- 0- 0 213.33 28- 0- 0 0.94 0.94 7 BC.V 13.33 28- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1333 1047 Dir 1 TC.V 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 125.0 9- 2- 0 0.00 125.0 11- 4- 8 0.00 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Load # = 39 CEILING.029....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R3A 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 6 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 7 BC.V 13.33 29- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1327 1053 Load # = 40 CEILING.030....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 29- 0- 0 7 BC.V 13.33 30- 0- 0 Reactions.V= 1320 1059 Load # = 41 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 BC.V 13.33 6 BC.V 213.33 7 BC.V 13.33 Reactions.V= 1314 Load # = 44 Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 13.33 29- 0- 0 0.00 0.00 213.33 30- 0- 0 0.94 0.94 13.33 34- 8- 7 0.00 0.00 30- 0- 0 213.33 31- 0- 0 0.94 0.94 31- 0- 0 13.33 34- 8- 7 0.00 0.00 1066 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA 150.0 125.0 125.0 150.0 2- 2- 0 9- 2- 0 11- 4- 8 34- 6 -11 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 CEILING.031....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 0- 0- 0 13.33 30- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 Load # = 42 CEILING.032....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 0.94 0.94 7 BC.V 13.33 32- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1308 1072 Load # = 43 CEILING.033....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 TC.V.PL.SA, 150.0 34- 6 -11 0.00 6 BC.V 213.33 32- 0- 0 213.33 33- 0- 0 0.94 0.94 7 BC.V 13.33 33- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1302 1078 CEILING.034....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R3A 5 BC.V 13.33 0- 0- 0 13.33 33- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 213.33 33- 0- 0 213.33 34- 0- 0 0.94 0.94 7 BC.V 13.33 34- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1295 1084 Load # = 45 CEILING.035....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 34- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 213.33 34- 0- 0 213.33 34- 8- 7 0.94 0.94 Reactions.V= 1290 1030 Load # = 46 P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.65 2- 5- 3 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 215.52 2- 5- 3 122.67 9- 2- 7 0.86 0.76 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 13.33 0- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 3098 2768 Load # = 47 P DURFAC.LBR = 1.333 DURFAC.PLT = 1.333 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.65 2- 5- 3 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 215.52 2- 5- 3 122.67 9- 2- 7 0.86 0.76 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V -40.00 0- 0- 0 -40.00 2- 5- 3 0.80 0.80 7 BC.V 13.33 2- 5- 3 13.33 34- 8- 7 0.00 0.00 Reactions.V= 2963 2773 Load # = 48 P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 122.67 0- 0- 0 122.67 2- 2- 7 0.76 0.76 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 218.67 2- 2- 7 215.52 2- 5- 3 0.87 0.86 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.65 2- 5- 3 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 9- 2- 0 0.00 4 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 125.0 11- 4- 8 0.00 5 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 150.0 34- 6 -11 0.00 6 BC.V 13.33 0- 0- 0 13.33 34- 8- 7 0.00 0.00 Reactions.V= 1547 882 legend -- (SA,NA,MA) = (Structure, Node, Member) Applied (PL,DL) = (Point Load, Distributed Load) (H,V,M) = (Horizontal, Vertical, Moment) TC FORCE AXL BND CSI 1 -2 -7 0.00 0.24 0.24 2 -3 -338 0.10 0.00 0.10 3 -4 -5523 0.10 0.38 0.48 4 -5 -8067 0.21 0.20 0.41 5 -6 -8308 0.22 0.23 0.46 6 -7 -8308 0.22 0.23 0.45 7 -8 -8030 0.21 0.20 0.41 8 -9 -5446 0.10 0.36 0.46 9 -10 -291 0.09 0.00 0.09 10 -11 -5 0.00 0.13 0.13 BC FORCE AXL BND CSI 12 -13 -457 0.00 0.30 0.30 13 -14 -461 0.00 0.30 0.30 14 -15 6097 0.62 0.20 0.82 15 -16 6097 0.62 0.18 0.81 16 -17 8205 0.84 0.12 0.96 17 -18 8173 0.84 0.12 0.96 18 -19 6006 0.62 0.16 0.78 19 -20 6006 0.62 0.20 0.81 20 -21 -238 0.00 0.32 0.32 21 -22 -234 0.00 0.32 0.32 WEB FORCE CSI WEB FORCE CSI 13 -3 -2940 0.78 6 -17 90 0.04 21 -9 -2641 1.00 7 -17 306 0.12 1 -12 -286 0.31 7 -18 -672 0.15 1 -3 25 0.01 8 -18 2153 0.92 3 -12 529 0.21 8 -20 -1856 0.42 3 -14 5840 0.95 9 -20 5636 0.91 4 -14 -1916 0.43 9 -22 323 0.13 4 -16 2127 0.91 9 -11 64 0.03 5-16 -662 0.15 11 -22 -275 0.30 5 -17 265 0.12 MAX DEFLECTION (span) : L/556 IN MEM 16 -17 (LIVE) L= - 0.69" D= -0.32" T= - 1.01" MAX DEFLECTION (cant) : L/233 IN MEM 12 -13 (LIVE) L= 0.12" D= 0.06" (= 0.18" BRG X-LOC REACT SIZE REQ'D 1 2- 5- 3 3251 5.50" 4.25" 2 34- 5 -11 3074 5.50" 4.00" =---- Joint Locations 2 2- 4- 3 13 2- d- 3 3 2- 4 3 14 7 7 7 4 7- 7- 7 15 10- 0- 7 5 13- 0- 7 16 13- 0- 7 6 18- 5- 7 17 18- 5- 7 7 23 -10- 7 18 23 -10- 7 8 29- 3- 7 19 26- 0- 7 9 34- 6 -11 20 29- 3- 7 10 34- 6 -11 21 34- 6 -11 11 36- 1- 6 22 36- 1- 6 6 R4A, 1 W;6.4.2 7 360106 8 870712 -.5 20515 V -50606 CC6 .5 151108 -.5 151108 CC4 V50606 .5E 9 CC6 11 AW SPC 1 X70707 X130007 X180507 X231007 X290307 X340611 1 22 BL- 000007 BR- 000007 LE28 -614 RE28 -614 33 LR7 10 LR8 16 55 CL20207 CR10415 BSO 508 78 WP 20 WZ N NS 79 TP 150 0 0 150 20200 0 50 50600 0 50 70600 0 150 340814 0 150 360106 0 TD 96 20207 0 90207 1 0 270207 96 340807 1 88 NP 99 350 354 356 361 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: R4A TC 2x4 DFL 1800F - 1.6E Denotes the requirement for lateral bracing This truss is designed using the 2x4 SPF #3 -CAN 13 -2, 21 -10 IN at each location shown. Lateral bracing ASCE7 -98 Wind Specification 2x6 SPF C2400F2.OE 3 -6, 6 -9 systems which include diagonal or x- bracing Bldg Enclosed ■ Yes BC 2x6 SPF C1650F1.5E are the responsibility of the building Truss Location = Not End Zone WEB 2x4 SPF STUD -CAN designer. Truswal Systems BRACE -IT may be Hurricane /Ocean Line = No , Exp Category = C 2x4 SPF #3 -CAN 12 -1, 1 -3 used for continuous lateral bracing on Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 5 -17, 17 -7 trusses spaced 24" oc. Alternatively, use Mean roof height - 23.83 ft, mph = 90 9 -11, 11 -22 scabs or T- braces as shown on Truswal TPI Low Hazard, Dead Load = 16.0 psf 2x4 SPF C1650F1.5E 3 -14, 20 -9 Systems standard details. LOAD CASE #1 DESIGN LOADS Lumber shear allowables are per ND8 -97. Plating spec : ANSI /TPI - 1995 Dir L.Plf L.Loc R.Plf R.Loc LL /TL * ** future expansion * ** THIS DESIGN IS THE COMPOSITE RESULT OF TC Vert 122.67 0- 0- 0 122.67 2- 2- 7 0.76 Loaded for 10 PSF non - concurrent BCLL. MULTIPLE LOAD CASES. TC Vert 218.67 2- 2- 7 122.67 9- 2- 7 0.87 Drainage must be provided to avoid ponding. Loaded for 200 lb non - concurrent moving BCLL TC Vert 122.67 9- 2- 7 122.67 27- 2- 7 0.76 Flat top chord has not been designed for Permanent bracing is required (by others) to TC Vert 122.67 27- 2- 7 218.67 34- 8- 7 0.76 drifting snow unless noted otherwise. prevent rotation /toppling. See RIB -91 and TC Vert 122.67 34- 8- 7 122.67 36- 1- 6 0.76 ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. BC Vert 13.33 0- 0- 0 13.33 36- 1- 6 0.00 This design is valid only if the truss is fabricated ••Vert... 0 -. 1- LL/TL f by; 3/8" 6 larger lag screws or bolts TC Vert 150.0 0- 1 -12 0.00 TRUTRUS INC. TOLLESON, ARIZONA 85353 NOT ALLOWED IN CHORD MEMBERS. U.N.O. TC Vert 150.0 2- 2- 0 0.00 TC Vert 50.0 5- 6- 0 0.00 $ 2x4 #3 Hem -Fir or better cont. lateral B/C PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof TC Vert 50.0 7- 6- 0 0.00 bracing 8 10' -0" o.c. Attach with 2 -16d deck must be constructed to allow complete TC Vert 150.0 34- 8 -14 0.00 nails. Bracing not required if a rigid drainage at all times to prevent ponding. TC Vert 150.0 35 -11 -10 0.00 ceiling is attached directly to the B /C. 2-4-3 5 -3-4 5-5-0 5-5-0 5 -5-0 5 -5-0 5 -3-4 CUTTING COPY -� --{ - -� 2-4 -3 7 -7 -7 13 -0-7 18 -5 -7 23 -10 -7 29 -3 -7 34 -6 -11 -5 -15 I 1 -11 -8 15 -11 -8 1 -8 -7 i ! 23 4 5 6 7 8 - 150# 3-4 �0 150# 0.60 -05� 150# 150# 3 . 4 3-0 3-6 7 T 7 12 �_ 7 -7 �'i 6 -6 7-8 -1 SHIP i ?. 50 50# 4 -10 4 6 7 8 4-6 4 10 1. 4-6 3 2 -2 - 5 -12 4 -10 4 -6 4 -10 6 -12 S= MX/5 -16 S= MX/5 -16 3 ' 1 7 15 RED END 1 36 -1-6 12 13 14 15 16 17 18 19 20 20 2-4 -3 5 -3-4 5 -5 -0 5 -5-0 5 -5-0 5 -5 -0 5 -3-4 � � 2-4 -3 7 -7 -7 13 -0-7 18 -5 -7 23 -10 -7 29 -3 -7 34 -6 -11 L.HLPK1 2- 6- 0 R.HLPK1 1- 8 -10 L.HLPK2 7 -11- 5 R.HLPK2 7- 8 -13 Scale: 1/8" = 1' Another Quality Design by T ru T r u s Member Wood Truss Council of Americo WARNING R EAD ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -S1 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (TPI) - 583 D'Ongrrio Dr. - Madison, W/53719 Date: 8/15/2003 Dsgnr: JS Chk: fifi,, Q`r' 1 TI: R4A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: R4A Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 2- 5- 3 3251 5.50" 4.25" 2 34 -5 -11 3074 5.50" 4.00" MAX DEFLECTION 1 (span) : U556 IN L= -0.69" M D= -0.32" T=I ..0 1" MAX DEFLECTION (cant) : U233 IN MEM 12 -13 (LIVE) L= 0.12" D= 0.06" T= 0.18" 7-871-7-12 1 l TC 2x4 DFL 1800F -1.6E 2x4 SPF #3 -CAN 13- 2,21 -10 2x6 SPF C2400F2.OE 3.6,6 -9 BC 2x6 SPE C1650F1.5E WEB 2x4 SPF STUD -CAN 2x4 SPF #3 -CAN 12 -1, 1-3 5 -17, 17 -7 9 -11, 11 -22 2x4 SPF C1650F1.5E 3- 14,20 -9 Lumber shear allowables are per NDS -97. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1 -1995; 10.3.4.5 and 10.3.4.6. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOL ESON, ARIZONA A85353 ss is - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete drainage at all times to prevent ponding. 2-4 -3 2 -4-3 12 -5 -15 Li f1-1 -1 7 -0 -n 150# 2 - 4-6 1 12 2-4 -3 2-4-3 5 -3 -4 7 -7 -7 3-4 13 5 -3-4 7 -7 -7 5-5 -0 13-0 -7 15 -11 -8 4 0 50 7 -3 5-12 4 -10 5 14 15 16 5-5-0 13-0 -7 N 5 -5 -0 18 -5-7 Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x- bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Altematively, use scabs or T- braces as shown on Truswal Systems standard details. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non - concurrent BCLL. Loaded for 200 lb non - concurrent moving BCLL Drainage must be provided to avoid ponding. Flat top has not been designed for thiftin snow 3/8" 3/8" larger lag le screws or bo otherwise. NOT ALLOWED IN CHORD MEMBERS. U.N.O. $2x4 #3 Hem -Fir or better cont. lateral B/C bracing a 10' -0" o.c. Attach with 2 -16d nails. Bracing not required if a rigid ceiling is attached directly to the B/C. 5 -5 -0 1 4-6 4-10 5-12 S= MX/5 -16 S= MX/5 -16 36 -1 -6 17 5 -5 -0 18 -5-7 23 -10-7 23 -10-7 ' 29 -3-7 15 -11 -8 7 5 -5-0 Truswal Systems connector plates are 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned per Joint Detail Reports available from Truswal software. Circled plates and false frame plates are positioned as shown above. 5 -5 -0 18 19 5 -5 -0 29-3 -7 8 5-3-4 34 -6-11 20 5 -3-4 34-6-11 3 -4 4 -6 1.4 222 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Mean Length = roof height 23.83 Bldg mph X2.50 ft TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.PIf R.Loc LL/TL TC Vert 122.67 0- 0- 0 122.67 2- 2- 7 0.76 TC Vert 218.67 2- 2- 7 122.67 9- 2- 7 0.87 TC Vert 122.67 9- 2- 7 122.67 27- 2- 7 0.76 TC Vert 122.67 27- 2- 7 218.67 34- 8- 7 0.76 TC Vert 122.67 34- 8- 7 122.67 36- 1- 6 0.76 BC Vert 13.33 0- 0- 0 13.33 36 -1- 6 0.00 ...Type... Ibs X.Loc LL/TL TC Vert 150.0 0-1 -12 0.00 TC Vert 150.0 2 -2 -0 0.00 TC Vert 50.0 5- 6- 0 0.00 TC Vert 50.0 7- 6- 0 0.00 TC Vert 150.0 34- 8-14 0.00 TC Vert 150.0 35 -11 -10 0.00 7- -6 7- -1 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington 7X 76011 WA RN!NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on spedticadons provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or bulling designer prior to fabrication. The building designer must ascertain That the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material tiredly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WrCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 1 116 -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onobio Drive, Madison, Wisconsin 53719. The American Forest and Paper Assodation (AFPA) is located at 1111 19th Street, MN, Ste 900, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_J00001 Dsgnr: JS Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8/20/2003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 L.HEEL 7- 7 -12 R.HEEL 7- 7- 6 H/H LGTH 36- 1- 6 L.SCRF R.SCRF 0/0 LGTH 37- 3- 2 L.SEAT R.SEAT JIG HGHT 7- 7 -12 L.VOFF R.VOFF 0/0 EGHT 7- 8- 1 L.BUTT 0- 5- 8 R.BUTT 0- 5- 8 HEEL ADD 0- 0- 4 L.CANT 2- 2- 7 R.CANT 1- 4 -15 L.PITCH - 0.5/12 L.STUB R.STUB L.HLPK1 2- 6- 0 L.OHNG R.OHNG L.HLPK2 7 -11- 5 psf- - -LIVE DEAD TC 35.00 11.00 BC 0.00 5.00 TOTAL 51.00 psf SPACING 2- 8- 0 R.PITCH R.HLPK1 R.HLPK2 0.5/12 1- 8 -10 7- 8 -13 DF- LUMBER 1.15 DF- PLATES 1.15 REP. BND. 1.00 DESN SPEC IBC # PLYS 1 # BAGS 2 4284 R4A QTY 1 Load # = 1 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 122.67 0- 0- 0 122.67 2- 2- 7 0.76 0.76 2 TC.V 218.67 2- 2- 7 122.67 9- 2- 7 0.87 0.76 3 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 4 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 5 TC.V 122.67 34- 8- 7 122.67 36- 1- 6 0.76 0.76 6 BC.V 13.33 0- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 3245 3061 Load # = 2 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 43.76 - 0- 6 -14 43.76 0- 0- 0 1.00 1.00 2 TC.H 41.33 0- 0- 0 41.33 2- 4- 3 1.00 1.00 3 TC.H -48.98 2- 4- 3 -48.98 5- 7- 3 1.00 1.00 4 TC.H -41.33 5- 7- 3 -41.33 18- 5- 7 1.00 1.00 5 TC.H 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 6 TC.H 41.33 21- 8- 7 41.33 34- 6 -11 1.00 1.00 7 TC.H -48.98 34- 6 -11 -48.98 36- 1- 6 1.00 1.00 8 TC.H -43.76 36- 1- 6 -43.76 37- 9 -11 1.00 1.00 9 TC.V -11.99 0- 0- 0 -11.99 2- 4- 3 0.58 0.58 10 TC.V -19.65 2- 4- 3 -19.65 5- 7- 3 0.63 0.63 11 TC.V -11.99 5- 7- 3 -11.99 18- 5- 7 0.58 0.58 12 TC.V -11.99 18- 5- 7 -11.99 21- 8- 7 0.58 0.58 13 TC.V -11.99 21- 8- 7 -11.99 34- 6 -11 0.58 0.58 14 TC.V -19.65 34- 6 -11 -19.65 36- 1- 6 0.63 0.63 15 BC.V 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 384 313 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 43.76 - 0- 6 -14 43.76 0- 0- 0 1.00 1.00 2 TC.H 41.33 0- 0- 0 41.33 2- 4- 3 1.00 1.00 3 TC.H -48.98 2- 4- 3 -48.98 5- 7- 3 1.00 1.00 4 TC.H -41.33 5- 7- 3 -41.33 18- 5- 7 1.00 1.00 5 TC.H 41.33 18- 5- 7 41.33 21- 8- 7 1.00 1.00 6 TC.H 41.33 21- 8- 7 41.33 34- 6 -11 1.00 1.00 7 TC.H -48.98 34- 6 -11 -48.98 36- 1- 6 1.00 1.00 8 TC.H -43.76 36- 1- 6 -43.76 37- 9 -11 1.00 1.00 9 TC.V -11.99 0- 0- 0 -11.99 2- 4- 3 0.58 0.58 10 TC.V -19.65 2- 4- 3 -19.65 5- 7- 3 0.63 0.63 11 TC.V -11.99 5- 7- 3 -11.99 18- 5- 7 0.58 0.58 12 TC.V -11.99 18- 5- 7 -11.99 21- 8- 7 0.58 0.58 13 TC.V -11.99 21- 8- 7 -11.99 34- 6 -11 0.58 0.58 14 TC.V -19.65 34- 6 -11 -19.65 36- 1- 6 0.63 0.63 15 BC.V 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 384 313 DURFAC.PLT = 1.150 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.600 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 50.0 5- 6- 0 0.00 50.0 7- 6- 0 0.00 150.0 34- 8 -14 0.00 150.0 35 -11 -10 0.00 Load # = 3 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 OTHER LOADS \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 / ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA 50.0 5- 6- 0 50.0 7- 6- 0 150.0 34- 8 -14 150.0 35 -11 -10 0.00 0.00 0.00 0.00 Load # = 4 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H 43.76 - 0 -10 -13 43.76 0- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H 48.98 0- 0- 0 48.98 2- 4- 3 1.00 1.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.H -41.33 2- 4- 3 -41.33 15- 2- 7 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H -41.33 15- 2- 7 -41.33 18- 5- 7 1.00 1.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A 5 TC.H 6 TC.H 7 TC.H 8 TC.H 9 TC.V 10 TC.V 11 TC.V 12 TC.V 13 TC.V 14 TC.V 15 BC.V 41.33 18- 5- 7 41.33 31- 3 -11 1.00 1.00 48.98 31- 3 -11 48.98 34- 6 -11 1.00 1.00 - 41.33 34- 6 -11 -41.33 36- 1- 6 1.00 1.00 - 43.76 36- 1- 6 -43.76 36- 8- 4 1.00 1.00 -19.65 0- 0- 0 -19.65 2- 4- 3 0.63 0.63 - 11.99 2- 4- 3 -11.99 15- 2- 7 0.58 0.58 - 11.99 15- 2- 7 -11.99 18- 5- 7 0.58 0.58 - 11.99 18- 5- 7 -11.99 31- 3 -11 0.58 0.58 - 19.65 31- 3 -11 -19.65 34- 6 -11 0.63 0.63 -11.99 34- 6 -11 -11.99 36- 1- 6 0.58 0.58 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 387 304 Reactions.H= -3 0 Load # = 5 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 43.76 - 0 -10 -13 43.76 0- 0- 0 1.00 1.00 2 TC.H 48.98 0- 0- 0 48.98 2- 4- 3 1.00 1.00 3 TC.H -41.33 2- 4- 3 -41.33 15- 2- 7 1.00 1.00 4 TC.H -41.33 15- 2- 7 -41.33 18- 5- 7 1.00 1.00 5 TC.H 41.33 18- 5- 7 41.33 31- 3 -11 1.00 1.00 6 TC.H 48.98 31- 3 -11 48.98 34- 6 -11 1.00 1.00 7 TC.H -41.33 34- 6 -11 -41.33 36- 1- 6 1.00 1.00 8 TC.H -43.76 36- 1- 6 -43.76 36- 8- 4 1.00 1.00 9 TC.V -19.65 0- 0- 0 -19.65 2- 4- 3 0.63 0.63 10 TC.V -11.99 2- 4- 3 -11.99 15- 2- 7 0.58 0.58 11 TC.V -11.99 15- 2- 7 -11.99 18- 5- 7 0.58 0.58 12 TC.V -11.99 18- 5- 7 -11.99 31- 3 -11 0.58 0.58 13 TC.V -19.65 31- 3 -11 -19.65 34- 6 -11 0.63 0.63 14 TC.V -11.99 34- 6 -11 -11.99 36- 1- 6 0.58 0.58 15 BC.V 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 387 304 Reactions.H= 0 -3 Load # = 6 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -7.65 - 0- 6 -14 -7.65 0- 0- 0 1.00 1.00 2 TC.H -14.54 0- 0- 0 -14.54 2- 4- 3 1.00 1.00 3 TC.H 14.54 2- 4- 3 14.54 18- 5- 7 1.00 1.00 4 TC.H -14.54 18- 5- 7 -14.54 34- 6 -11 1.00 1.00 5 TC.H 14.54 34- 6 -11 14.54 36- 1- 6 1.00 1.00 6 TC.H 7.65 36- 1- 6 7.65 36- 8- 4 1.00 1.00 7 TC.V 43.87 0- 0- 0 43.87 2- 4- 3 0.33 0.33 8 TC.V 43.87 2- 4- 3 43.87 18- 5- 7 0.33 0.33 9 TC.V 43.87 18- 5- 7 43.87 34- 6 -11 0.33 0.33 10 TC.V 43.87 34- 6 -11 43.87 36- 1- 6 0.33 0.33 11 BC.V 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 1464 1332 Load # = 7 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL -7.65 - 0- 6 -14 -7.65 0- 0- 0 1.00 1.00 - 14.54 0- 0- 0 -14.54 2- 4- 3 1.00 1.00 14.54 2- 4- 3 14.54 18- 5- 7 1.00 1.00 - 14.54 18- 5- 7 -14.54 34- 6 -11 1.00 1.00 14.54 34- 6 -11 14.54 36- 1- 6 1.00 1.00 7.65 36- 1- 6 7.65 36- 8- 4 1.00 1.00 43.87 0- 0- 0 43.87 2- 4- 3 0.33 0.33 43.87 2- 4- 3 43.87 18- 5- 7 0.33 0.33 43.87 18- 5- 7 43.87 34- 6 -11 0.33 0.33 43.87 34- 6 -11 43.87 36- 1- 6 0.33 0.33 13.33 0- 0- 7 13.33 36- 0 -15 0.00 0.00 Reactions.V= 1464 1332 Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.H 6 TC.H 7 TC.V 8 TC.V 9 TC.V 10 TC.V 11 BC.V \ TC.V.PL.SA 150.0 34- 8 -14 TC.V.PL.SA 150.0 35 -11 -10 0.00 0.00 DURFAC.PLT = 1.600 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 TC.V.PL.SA 150.0 2- 2- 0 TC.V.PL.SA 50.0 5- 6- 0 TC.V.PL.SA 50.0 7- 6- 0 TC.V.PL.SA 150.0 34- 8-14 TC.V.PL.SA 150.0 35 -11 -10 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8120/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 8 ASCE7- 98WIND07 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Reactions.V= Reactions.H= Dir TC.H TC.H TC.H TC.H TC.H TC.H TC.H TC.H TC.V TC.V TC.V TC.V TC.V TC.V TC.V BC.V BC.V BC.V Load # _ / Dir TC.H TC.H TC.H TC.H TC.H TC.H TC.H TC.H TC.V TC.V TC.V TC.V TC.V TC.V TC.V L.Plf L.Loc R.Plf 43.76 - 0- 6 -14 43.76 41.33 2- 2- 7 41.33 - 48.98 2- 4- 3 -48.98 - 41.33 5- 7- 3 -41.33 41.33 18- 5- 7 41.33 41.33 21- 8- 7 41.33 - 48.98 34- 6 -11 -48.98 - 43.76 36- 1- 6 -43.76 29.33 0- 0- 0 29.33 - 11.99 2- 2- 7 -11.99 -19.65 2- 4- 3 -19.65 - 11.99 5- 7- 3 -11.99 -11.99 18- 5- 7 -11.99 -11.99 21- 8- 7 -11.99 - 19.65 34- 6 -11 -19.65 -43.76 0- 0- 0 -43.76 - 30.43 0- 0- 7 -30.43 13.33 2- 2- 7 13.33 379 312 3 0 9 ASCE7- 98WIND08 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf 1 43.76 2 41.33 3 -48.98 4 -41.33 5 41.33 6 41.33 7 -48.98 8 -43.76 9 29.33 10 -11.99 11 -19.65 12 -11.99 13 -11.99 14 -11.99 15 -19.65 16 BC.V -43.76 17 BC.V -30.43 18 BC.V 13.33 Reactions.V= 379 Reactions.H= 0 L.Loc - 0- 6 -14 2- 2- 7 2- 4- 3 5- 7- 3 18- 5- 7 21- 8- 7 34- 36- 0- 2- 2- 5- 18- 21- 34- 6 -11 1- 6 0- 0 2- 7 4- 3 7- 3 5- 7 8- 7 6 -11 0- 0- 0 0- 0- 7 2 -2- 7 312 3 R.Plf 43.76 41.33 - 48.98 - 41.33 41.33 41.33 - 48.98 - 43.76 29.33 -11.99 - 19.65 - 11.99 - 11.99 - 11.99 - 19.65 -43.76 - 30.43 13.33 R.Loc LL /TL 0- 0- 0 1.00 1.00 2- 4- 3 1.00 1.00 5- 7- 3 1.00 1.00 18- 5- 7 1.00 1.00 21- 8- 7 1.00 1.00 34- 6 -11 1.00 1.00 36- 1- 6 1.00 1.00 37- 9 -11 1.00 1.00 2- 2- 7 0.00 0.00 2- 4- 3 0.58 0.58 5- 7- 3 0.63 0.63 18- 5- 7 0.58 0.58 21- 8- 7 0.58 0.58 34- 6 -11 0.58 0.58 36- 1- 6 0.63 0.63 0- 0- 7 1.00 1.00 2- 2- 7 0.77 0.77 36- 0 -15 0.00 0.00 R. 0- 2- 5- 18- 21- 34- 36- 37- 2- 2- 5- 18- 21- 34- 36- 0- 2- 36- Loc LL /TL 0- 0 1.00 1.00 4- 3 1.00 1.00 7- 3 1.00 1.00 5- 7 1.00 1.00 8- 7 1.00 1.00 6 -11 1.00 1.00 1- 6 1.00 1.00 9 -11 1.00 1.00 2- 7 0.00 0.00 4- 3 0.58 0.58 7- 3 0.63 0.63 5- 7 0.58 0.58 8- 7 0.58 0.58 6 -11 0.58 0.58 1- 6 0.63 0.63 0- 7 1.00 1.00 2- 7 0.77 0.77 0 -15 0.00 0.00 Load # = 10 ASCE7- 98WIND09 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 43.76 - 0 -10 -13 43.76 0- 0- 0 1.00 1.00 2 TC.H 48.98 0- 0- 0 48.98 2- 4- 3 1.00 1.00 3 TC.H -41.33 2- 4- 3 -41.33 15- 2- 7 1.00 1.00 4 TC.H -41.33 15- 2- 7 -41.33 18- 5- 7 1.00 1.00 5 TC.H 41.33 18- 5- 7 41.33 31- 3 -11 1.00 1.00 6 TC.H 48.98 31- 3 -11 48.98 34- 6 -11 1.00 1.00 7 TC.H -41.33 34- 6 -11 -41.33 34- 8- 7 1.00 1.00 8 TC.H -43.76 36- 1- 6 -43.76 36- 8- 4 1.00 1.00 9 TC.V -19.65 0- 0- 0 -19.65 2- 4- 3 0.63 0.63 10 TC.V -11.99 2- 4- 3 -11.99 15- 2- 7 0.58 0.58 11 TC.V -11.99 15- 2- 7 -11.99 18- 5- 7 0.58 0.58 12 TC.V -11.99 18- 5- 7 -11.99 31- 3 -11 0.58 0.58 13 TC.V -19.65 31- 3 -11 -19.65 34- 6 -11 0.63 0.63 14 TC.V -11.99 34- 6 -11 -11.99 34- 8- 7 0.58 0.58 15 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 16 BC.V 13.33 0- 0- 7 13.33 34- 8- 7 0.00 0.00 17 BC.V -30.43 34- 8- 7 -30.43 36- 0 -15 0.77 0.77 18 BC.V -43.76 36- 0 -15 -43.76 36- 1- 6 1.00 1.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.600 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.600 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8/20 /2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 WORK ORDER: 4284 LABEL: R4A Reactions.V= 387 301 Reactions.H= -5 0 Dir L.Plf L.Loc 1 TC.H 43.76 - 0 -10 -13 2 TC.H 48.98 0- 0- 0 3 TC.H -41.33 2- 4- 3 4 TC.H -41.33 15- 2- 7 5 TC.H 41.33 18- 5- 7 6 TC.H 48.98 31- 3 -11 7 TC.H -41.33 34- 6 -11 8 TC.H -43.76 36- 1- 6 9 TC.V -19.65 0- 0- 0 10 TC.V -11.99 2- 4- 3 11 TC.V -11.99 15- 2- 7 12 TC.V -11.99 18- 5- 7 13 TC.V -19.65 31- 3 -11 14 TC.V -11.99 34- 6 -11 15 TC.V 29.33 34- 8- 7 16 BC.V 13.33 0- 0- 7 17 BC.V -30.43 34- 8- 7 18 BC.V -43.76 36- 0 -15 Reactions.V= 387 301 Reactions.H= 0 -5 Load # = 11 ASCE7- 98WIND10 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 43.76 0- 0- 0 1.00 1.00 48.98 2- 4- 3 1.00 1.00 - 41.33 15- 2- 7 1.00 1.00 - 41.33 18- 5- 7 1.00 1.00 41.33 31- 3 -11 1.00 1.00 48.98 34- 6 -11 1.00 1.00 - 41.33 34- 8- 7 1.00 1.00 -43.76 36- 8- 4 1.00 1.00 -19.65 2- 4- 3 0.63 0.63 - 11.99 15- 2- 7 0.58 0.58 -11.99 18- 5- 7 0.58 0.58 - 11.99 31- 3 -11 0.58 0.58 - 19.65 34- 6 -11 0.63 0.63 - 11.99 34- 8- 7 0.58 0.58 29.33 36- 1- 6 0.00 0.00 13.33 34- 8- 7 0.00 0.00 -30.43 36- 0 -15 0.77 0.77 - 43.76 36- 1- 6 1.00 1.00 Load # = 12 IBC 10 PSF P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1179 1061 Load # = 13 CEILING.001....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS .\ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 213.33 0- 0- 0 213.33 1- 0- 0 0.94 0.94 7 BC.V 13.33 1- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1391 1049 Load # = 14 CEILING.002....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.P1f R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 1- 0- 0 0.00 0.00 7 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 8 BC.V 13.33 2- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1384 1055 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS .\ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 150.0 2- 2- 0 0.00 50.0 5- 6- 0 0.00 50.0 7- 6- 0 0.00 150.0 34- 8 -14 0.00 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS .\ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8120/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 15 CEILING.003....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 2- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 2- 0- 0 213.33 3- 0- 0 0.94 0.94 8 BC.V 13.33 3- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1378 1062 Load # = 16 CEILING.004....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 TC.V 29.33 6 BC.V 13.33 7 BC.V 213.33 8 BC.V 13.33 Reactions.V= 1372 L.Loc 0- 0- 0 2- 2- 7 9- 2- 7 27- 2- 7 34- 8- 7 0- 0- 0 3- 0- 0 4- 0- 0 1068 Load # = 18 CEILING.006....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 5- 0- 0 8 BC.V 13.33 6- 0- 0 Reactions.V= 1359 1080 Load # = 19 CEILING.007....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 6- 0- 0 8 BC.V 13.33 7- 0- 0 Reactions.V= 1353 1086 R.Plf 29.33 29.33 29.33 29.33 29.33 13.33 213.33 13.33 R.Loc 2- 2- 7 9- 2- 7 27- 2- 7 34- 8- 7 36- 1- 6 3- 0- 0 4- 0- 0 36- 1- 6 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 Load # = 17 CEILING.005....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 7 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 8 BC.V 13.33 5- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1366 1074 DURFAC.LBR = 1.250 DISTRIBUTED LOADS R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 5- 0- 0 0.00 0.00 213.33 6- 0- 0 0.94 0.94 13.33 36- 1- 6 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 6- 0- 0 0.00 0.00 213.33 7- 0- 0 0.94 0.94 13.33 36- 1- 6 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8120/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R4A Load # = 20 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 8 BC.V 13.33 8- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1347 1093 Load # = 21 CEILING.009....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 8 BC.V 13.33 9- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1341 1099 Load # = 22 CEILING.010....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 8 BC.V 13.33 10- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1335 1105 Load # = 23 CEILING.011....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 8 BC.V 13.33 11- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1328 1111 Load # = 24 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 11- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 11- 0- 0 213.33 12- 0- 0 0.94 0.94 8 BC.V 13.33 12- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1322 1118 DATE: 8/20 /2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 25 CEILING.013....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 12- 0- 0 8 BC.V 13.33 13- 0- 0 Reactions.V= 1316 1124 Load # = 26 / Dir 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 TC.V 29.33 6 BC.V 13.33 7 BC.V 213.33 8 BC.V 13.33 Reactions.V= 1310 CEILING.014....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2- 2- 7 29.33 9- 2- 7 0.00 0.00 9- 2- 7 29.33 27- 2- 7 0.00 0.00 27- 2- 7 29.33 34- 8- 7 0.00 0.00 34- 8- 7 29.33 36- 1- 6 0.00 0.00 0- 0- 0 13.33 13- 0- 0 0.00 0.00 13- 0- 0 213.33 14- 0- 0 0.94 0.94 14- 0- 0 13.33 36- 1- 6 0.00 0.00 1130 Load # = 27 CEILING.015....P / STRUCTURE APPLIED Dir L.P1f L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 14- 0- 0 8 BC.V 13.33 15- 0- 0 Reactions.V= 1304 1136 Load # = 28 CEILING.016....P STRUCTURE APPLIED L.Plf L.Loc 29.33 0- 0- 0 29.33 2- 2- 7 29.33 9- 2- 7 29.33 27- 2- 7 29.33 34- 8- 7 13.33 0- 0- 0 1 2 3 4 5 6 7 8 BC.V Dir TC.V TC.V TC.V TC.V TC.V BC.V BC.V DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.P1f R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 12- 0- 0 0.00 0.00 213.33 13- 0- 0 0.94 0.94 13.33 36- 1- 6 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf 29.33 29.33 29.33 29.33 29.33 13.33 213.33 R.Loc 2- 2- 7 9- 2- 7 27- 2- 7 34- 8- 7 36- 1- 6 14- 0- 0 15- 0- 0 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 13.33 36- 1- 6 0.00 0.00 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 15- 0- 0 0.00 0.00 213.33 15- 0- 0 213.33 16- 0- 0 0.94 0.94 13.33 16- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1297 1142 Load # = 29 CEILING.017....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 16- 0- 0 0.00 0.00 7 BC.V 213.33 16- 0- 0 213.33 17- 0- 0 0.94 0.94 8 BC.V 13.33 17- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1291 1149 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC 150.0 0- 1 -12 150.0 2- 2- 0 50.0 5- 6- 0 50.0 7- 6- 0 150.0 34- 8 -14 150.0 35 -11 -10 lbs X.LOC 150.0 0- 1 -12 150.0 2- 2- 0 50.0 5- 6- 0 50.0 7- 6- 0 150.0 34- 8 -14 150.0 35 -11 -10 lbs X.LOC 150.0 0- 1 -12 150.0 2- 2- 0 50.0 5- 6- 0 50.0 7- 6- 0 150.0 34- 8 -14 150.0 35 -11 -10 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 \ LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 LABEL: R4A Load # = 30 CEILING.018....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 17- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 17- 0- 0 213.33 18- 0- 0 0.94 0.94 8 BC.V 13.33 18- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1285 1155 Load # = 31 CEILING.019....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 18- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 18- 0- 0 213.33 19- 0- 0 0.94 0.94 8 BC.V 13.33 19- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1279 1161 Load # = 32 CEILING.020....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 8 BC.V 13.33 Reactions.V= 1272 19- 0- 0 213.33 20- 0- 0 13.33 1167 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS \ R.Plf R.Loc LL /TL .Type... lbs X.LOC LL /TL 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 13.33 19- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 20- 0- 0 0.94 0.94 36- 1- 6 0.00 0.00 Load # = 33 CEILING.021....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 8 BC.V 13.33 21- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1266 1173 Load # = 34 CEILING.022....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 21- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 21- 0- 0 213.33 22- 0- 0 0.94 0.94 8 BC.V 13.33 22- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1260 1180 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 35 CEILING.023....P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 22- 0- 0 0.00 0.00 7 BC.V 213.33 22- 0- 0 213.33 23- 0- 0 0.94 0.94 8 BC.V 13.33 23- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1254 1186 Load # = 36 CEILING.024....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 23- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 23- 0- 0 213.33 24- 0- 0 0.94 0.94 8 BC.V 13.33 24- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1248 1192 Load # = 37 CEILING.025....9 DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 7 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 8 BC.V 13.33 25- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1241 1198 Load # = 38 CEILING.026....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 7 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 8 BC.V 13.33 26- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1235 1204 Load # = 39 CEILING.027....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.P1f R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 7 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 8 BC.V 13.33 27- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1229 1211 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8120/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R4A Load # = 40 CEILING.028....P / STRUCTURE APPLIED Dir L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 TC.V 29.33 6 BC.V 13.33 7 BC.V 213.33 8 BC.V 13.33 Reactions.V= 1223 L.Loc 0- 0- 2- 2- 9- 2- 27- 2- 34- 8- 0- 0- 27- 0- 28- 0- 1217 Load # = 42 CEILING.030....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 2- 2- 7 3 TC.V 29.33 9- 2- 7 4 TC.V 29.33 27- 2- 7 5 TC.V 29.33 34- 8- 7 6 BC.V 13.33 0- 0- 0 7 BC.V 213.33 29- 0- 0 8 BC.V 13.33 30- 0- 0 Reactions.V= 1210 1229 R.Plf O 29.33 7 29.33 7 29.33 7 29.33 7 29.33 O 13.33 O 213.33 O 13.33 Load # = 44 CEILING.032....P DURFAC.LBR = / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 6 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 7 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 8 BC.V 13.33 32- 0- 0 13.33 36- 1- 6 Reactions.V= 1198 1242 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Loc LL /TL ...Type... lbs X.LOC LL /TL 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 27- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 28- 0- 0 0.94 0.94 36- 1- 6 0.00 0.00 Load # = 41 CEILING.029....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 8 BC.V 13.33 29- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1217 1223 DURFAC.LBR = 1.250 DISTRIBUTED LOADS R.Plf R.Loc LL /TL 29.33 2- 2- 7 0.00 0.00 29.33 9- 2- 7 0.00 0.00 29.33 27- 2- 7 0.00 0.00 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 29- 0- 0 0.00 0.00 213.33 30- 0- 0 0.94 0.94 13.33 36- 1- 6 0.00 0.00 Load # = 43 CEILING.031....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 30- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 30- 0- 0 213.33 31- 0- 0 0.94 0.94 8 BC.V 13.33 31- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1204 1236 1.250 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type,.. lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 45 CEILING.033....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 7 BC.V 213.33 32- 0- 0 213.33 33- 0- 0 0.94 0.94 8 BC.V 13.33 33- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1192 1248 Load # = 46 CEILING.034....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 TC.V 29.33 6 BC.V 13.33 7 BC.V 213.33 8 BC.V 13.33 Reactions.V= 1186 Load # = 47 CEILING.035....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 6 BC.V 13.33 0- 0- 0 13.33 34- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 7 BC.V 213.33 34- 0- 0 213.33 35- 0- 0 0.94 0.94 8 BC.V 13.33 35- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1179 1260 Load # = 48 CEILING.036....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.33 9- 2- 7 0.00 0.00 3 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 4 TC.V 29.33 27- 2- 7 29.33 34- 8- 7 0.00 0.00 5 TC.V 29.33 34- 8- 7 29.33 36- 1- 6 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 35- 0- 0 0.00 0.00 7 BC.V 213.33 35- 0- 0 213.33 36- 0- 0 0.94 0.94 8 BC.V 13.33 36- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1173 1267 Load # = Dir 49 CEILING.037....P DURFAC.LBR = 1.250 STRUCTURE L.Plf 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 TC.V 29.33 6 BC.V 13.33 7 BC.V 213.33 Reactions.V= 1178 0- 0- 2- 2- 9- 2- 27- 2- 34- 8- 0- 0- 33- 0- 34- 0- 1254 L.Loc 0- 0- 0 2- 2- 7 9- 2- 7 27- 2- 7 34- 8- 7 0- 0- 0 36- 0- 0 1085 O 29.33 7 29.33 7 29.33 7 29.33 7 29.33 O 13.33 O 213.33 O 13.33 APPLIED DISTRIBUTED LOADS R.Plf 29.33 29.33 29.33 29.33 29.33 13.33 213.33 2- 9- 27- 34- 36- 33- 34- 36- 2- 7 0.00 0.00 2- 7 0.00 0.00 2- 7 0.00 0.00 8- 7 0.00 0.00 1- 6 0.00 0.00 0- 0 0.00 0.00 0- 0 0.94 0.94 1- 6 0.00 0.00 R.Loc LL /TL 2- 2- 7 0.00 0.00 9- 2- 7 0.00 0.00 27- 2- 7 0.00 0.00 34- 8- 7 0.00 0.00 36- 1- 6 0.00 0.00 36- 0- 0 0.00 0.00 36- 1- 6 0.94 0.94 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC 150.0 0- 1 -12 150.0 2- 2- 0 50.0 5- 6- 0 50.0 7- 6- 0 150.0 34- 8 -14 150.0 35 -11 -10 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 DATE: 8/20!2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R4A Load # = 50 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.65 2- 5- 3 0.00 0.00 3 TC.V 215.52 2- 5- 3 122.67 9- 2- 7 0.86 0.76 4 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 5 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 6 TC.V 122.67 34- 8- 7 122.67 36- 1- 6 0.76 0.76 7 BC.V 13.33 0- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 2988 3069 Load # = 51 P DURFAC.LBR = 1.333 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 2- 2- 7 0.00 0.00 2 TC.V 29.33 2- 2- 7 29.65 2- 5- 3 0.00 0.00 3 TC.V 215.52 2- 5- 3 122.67 9- 2- 7 0.86 0.76 4 TC.V 122.67 9- 2- 7 122.67 27- 2- 7 0.76 0.76 5 TC.V 122.67 27- 2- 7 218.67 34- 8- 7 0.76 0.87 6 TC.V 122.67 34- 8- 7 122.67 36- 1- 6 0.76 0.76 7 BC.V -40.00 0- 0- 0 -40.00 2- 5- 3 0.80 0.80 8 BC.V 13.33 2- 5- 3 13.33 36- 1- 6 0.00 0.00 Reactions.V= 2854 3074 Load # = 52 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 122.67 0- 0- 0 122.67 2- 2- 7 0.76 0.76 2 TC.V 218.67 2- 2- 7 215.52 2- 5- 3 0.87 0.86 3 TC.V 29.65 2- 5- 3 29.33 9- 2- 7 0.00 0.00 4 TC.V 29.33 9- 2- 7 29.33 27- 2- 7 0.00 0.00 5 TC.V 29.33 27- 2- 7 29.63 34- 5 -11 0.00 0.00 6 TC.V 215.73 34- 5 -11 218.67 34- 8- 7 0.86 0.87 7 TC.V 122.67 34- 8- 7 122.67 36- 1- 6 0.76 0.76 8 BC.V 13.33 0- 0- 0 13.33 36- 1- 6 0.00 0.00 Reactions.V= 1433 1232 Load # = 53 Dir L.Plf L.Loc 1 TC.V 122.67 0- 0- 0 2 TC.V 218.67 2- 2- 7 3 TC.V 122.67 9- 2- 7 4 TC.V 122.67 27- 2- 7 5 TC.V 29.63 34- 5 -11 6 TC.V 29.33 34- 8- 7 7 BC.V 13.33 0- 0- 0 Reactions.V= 3249 2883 Load # = 54 / Dir 1 TC.V 2 TC.V P DURFAC.LBR = 1.150 DURFAC.PLT = 1.150 STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL 122.67 2- 2- 7 0.76 0.76 122.67 9- 2- 7 0.87 0.76 122.67 27- 2- 7 0.76 0.76 215.73 34- 5 -11 0.76 0.86 29.33 34- 8- 7 0.00 0.00 29.33 36- 1- 6 0.00 0.00 13.33 36- 1- 6 0.00 0.00 DURFAC.PLT = 1.150 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.333 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 DURFAC.PLT = 1.150 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 150.0 2- 2- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 50.0 7- 6- 0 0.00 TC.V.PL.SA 150.0 34- 8 -14 0.00 TC.V.PL.SA 150.0 35 -11 -10 0.00 P DURFAC.LBR = 1.333 DURFAC.PLT = 1.333 STRUCTURE APPLIED DISTRIBUTED LOADS L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 122.67 0- 0- 0 122.67 2- 2- 7 0.76 0.76 TC.V.PL.SA 150.0 0- 1 -12 0.00 218.67 2 -DO \ / OTHER LOADS 8DC8\UC3\UC 80C pYABu BBG B a o o A 6HR @A:m *= AyD %D'Bi \ {A NBC 8oaCrFTB TC FORCE AXL BND CSI 1 -2 -5626 0.10 0.37 0.48 2 -3 -8108 0.21 0.20 0.42 3 -4 -8339 0.23 0.23 0.46 4 -5 -8339 0.23 0.23 0.46 5 -6 -8049 0.21 0.20 0.41 6 -7 -5456 0.10 0.36 0.46 7 -8 -291 0.06 0.00 0.06 8 -9 -5 0.00 0.13 0.13 BC FORCE AXL BND CSI 10 -11 -5 0.00 0.18 0.18 11 -12 6186 0.64 0.16 0.80 12 -13 6186 0.64 0.16 0.80 13 -14 8246 0.85 0.13 0.98 14 -15 8193 0.84 0.12 0.96 15 -16 6015 0.62 0.17 0.79 16 -17 6015 0.62 0.20 0.81 17 -18 -245 0.00 0.32 0.32 18 -19 -242 0.00 0.32 0.32 WEB FORCE CSI WEB FORCE CSI 18 -7 -2646 1.00 5 -14 337 0.14 1 -10 -2716 0.57 5 -15 -677 0.16 1 -11 5879 0.95 6 -15 2163 0.93 2 -11 -1854 0.42 6 -17 -1860 0.42 2 -13 2021 0.87 7 -17 5646 0.92 3 -13 -647 0.15 7 -19 334 0.13 3 -14 -220 0.15 7 -9 64 0.03 4 -14 98 0.04 9 -19 -275 0.30 MAX DEFLECTION (span) : U557 IN MEM 13 -14 (LIVE) L= -0.69" D= -0.32" T= - 1.01" MAX DEFLECTION (cant) : U268 IN MEM 18 -19 (LIVE) Le 0.07" D= 0.03" T= 0.10" BRG X-LOC REACT SIZE REQ.)) 1 0 2 - 12 2784 5.50" 3.96" 2 32- 3- 4 3079 5.50" 4.01" - Joint Locations 1 0- 0- 0 11 5- 5- 0 2 5- 5- 0 12 8- 0- 0 3 10 -10- 0 13 10 -10- 0 4 16- 3- 0 14 16- 3- 0 5 21- 8- 0 15 21- 8- 0 6 27- 1- 0 16 24- 0- 0 7 32- 4- 4 17 32- 4- 0 8 32- 4- 4 18 32- 4- 4 9 33 -10 -15 19 33 -10 -15 10 0- 0- 0 6 R5A, 1 W;6.4.2 7 331015 8 H2 CC6 .5 160300 -.5 151108 CC4 V50606 .5E 9 CC6 11 AW SPC X50500 X101000 X160300 X210800 X270100 1 22 LE21 50608 BR- 000007 RE28 -614 33 LR5 8 LR6 16 55 CR10415 BSO 508 78 WP 20 WZ N NS 79 TP 150 0 0 50 30600 0 50 50600 0 150 320607 0 150 331015 0 TU 96 0 0 7 1 0 25 96 320600 1 88 NP 99 350 354 356 361 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: R5A TC 2x6 SPF C2400F2.OE Denotes the requirement for lateral bracing This truss is designed using the 2x4 SPF #3 -CAN 18 -8 ® at each location shown. Lateral bracing ASCE7 -98 Wind Specification 2x4 DFL 1800F -1.6E 8 -9 systems which include diagonal or x- bracing Bldg Enclosed = Yes BC 2x6 SPF C1650F1.5E are the responsibility of the building Truss Location = Not End Zone WEB 2x4 SPF STUD -CAN designer. Truswal Systems BRACE -IT may be Hurricane /Ocean Line = No , Exp Category = C 2x4 SPF C2400F2.OE 10 -1 used for continuous lateral bracing on Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 2x4 SPF C1650F1.5E 1 -11, 17 -7 trusses spaced 24" oc. Alternatively, use Mean roof height = 23.82 ft, mph = 90 2x4 SPF #3 -CAN 3 -14, 14 -5 scabs or T- braces as shown on Truswal TPI Low Hazard, Dead Load = 16.0 psf 7 -9, 9 -19 Systems standard details. LOAD CASE 91 DESIGN LOADS Lumber shear allowables are per NDS -97. Plating spec : ANSI /TPI - 1995 Dir L.Plf L.Loc R.P1f R.Loc LL /TL * ** future expansion * ** THIS DESIGN IS THE COMPOSITE RESULT OF TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 Loaded for 10 PSF non - concurrent BCLL. MULTIPLE LOAD CASES. TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 Drainage must be provided to avoid ponding. Loaded for 200 lb non - concurrent moving BCLL TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 End verticals designed for axial loads only. Permanent bracing is required (by others) to TC Vert 122.67 32- 6- 0 122.67 33 -10 -15 0.76 End verticals that are extended above or prevent rotation /toppling. See BIB -91 and BC Vert 13.33 0- 0- 0 13.33 33 -10 -15 0.00 below the truss profile (if any) may require ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. ...Type... lbs X.Loc LL /TL additional design consideration (by others) Flat top chord has not been designed for TC Vert 150.0 0- 1 -12 0.00 for lateral forces due to wind or seismic drifting snow unless noted otherwise. TC Vert 50.0 3- 6- 0 0.00 loads on the building. TC Vert 50.0 5- 6- 0 0.00 This design is valid only if the truss is TC Vert 150.0 32- 6- 7 0.00 3/8" 6 larger lag screws or bolts fabricated by; TC Vert 150.0 33- 9- 3 0.00 NOT ALLOWED IN CHORD MEMBERS. U.N.O. TRUTRUS INC. TOLLESON, ARIZONA 85353 $ 2x4 #3 Hem -Fir or better cont. lateral B/C PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof bracing 8 10' -0" o.c. Attach with 2 -16d deck must be constructed to allow complete nails. Bracing not required if a rigid drainage at all times to prevent ponding. ceiling is attached directly to the B /C. 5-6-0 5-5-0 5-5-0 5-5-0 5 -5 -0 6-3-4 5 -5-0 10 -10 -0 16 -3-0 21 -8 -0 27 -1 -0 32-4-4 CUTTING C 0 PY 15 -11-8 I 15 -11-8 ?-8 -7 I I 1 2 3 4 5 6 7 -8 150# 3-4 0.50 -0.50 � 150# - 1 t _ _ 34-0 T t 7 -7 -11 150# 2 1 '� 50#51/ 50# 4-8 + 10 46 78 `" 410 202 •• '� 7 -7 ',� -6 7 -7 11 SHIP _ \ IIIIIII '� ' ` ! ! •I _ _ _ _ 2 6 6 -12 S =MX/5- 164-10 4-6 4 -10 S= MX/6 -16 5 -12 3 ^ -4 I ar . 33 -10 -16 I END I 10 1/ 12 13 14 15 16 17 1819 5 -5-0 5 -5-0 5 -5-0 5 -5-0 5-5-0 6 -3-4 - -i T 5 -5-0 10 -10-0 16 -3-0 21 -8 -0 27 -1-0 32-4-4 L.HLPK1 16- 3- 8 R.HLPK1 1- 8 -10 L.HLPK2 16- 5 -10 R.HLPK2 7- 8 -13 Scale: 5/32" = 1' Another Quality Design by T ru T ru s Member Wood Tru ssCouncil of America WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations detennined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See NIB -91 Bracing shown Is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (TPD - 583 D'Onofrio Dr. - Madison WI 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty: 1 TI: R5A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf • Job Name: JACK IN THE BOX #6030 Truss ID: R5A Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2 -12 2784 5.50" 3.96" 2 32- 3- 4 3079 5.50" 4.01" MAX DEFLECTION (span) : U557 IN MEM 13-14 (LIVE) L= -0.69" D= - 0.32" 7 - 1.01" MAX DEFLECTION (cant) : U268 IN MEM 18 -19 (LIVE) L= 0.07" D= 0.03" T= 0.10" 7 -7 11 1 Truswal Systems connector plates are per Joint Detail Reports available from TC 2x6 SPF C2400F2.0E 2x4 SPF #3 -CAN 18-8 2x4 DFL 1800F -1.6E 8 -9 BC 2x6 SPF C1650F1.5E WEB 2x4 SPF STUD -CAN 2x4 SPF C2400F2.0E 10 -1 2x4 SPF C1650F1.5E 1- 11,17 -7 2x4 SPF #3-CAN 3 -14, 14 -5 7 -9, 9 -19 Lumber shear allowables are per NDS -97. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1 -1995; 10.3.4.5 and 10.3.4.6. Flat top chord has not been designed for drifting snow unless noted otherwise. -This design ated g by is valid only if the TRUTRUS INC. cuss is fabricated TOLLESON, ARIZONA 85353 $2x4 #3 Hem -Fir or better cont lateral B/C bracing © 10' -0" o.o. Attach with 2 -16d nails. Bracing not required if a rigid ceiling is attachelidIr4Ltly to tale B/C. 5 -5 -0 5-5-0 10 -10-0 15 -11 -8 150# 10 5 0.50 16- 5-5 -0 5-5-0 2 7 -10 4-6 - � .�. 1 �I Y�Ixf 5-12 4 -10 S= MX/5 -16 S= MX/5 -16 11 12 13 5-5-0 10 -10-0 Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x- bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Altematively, use scabs or T- braces as shown on Truswal Systems standard details. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non - concurrent BCLL. Loaded for 200 lb non - concurrent moving BCLL Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (1/ any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. - 3/8" & larger lag screws or bolts0 NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete 5-5 -0 drrinage at599s0_es event po5d_ ) 5-34 16-3 -0 21 -8-0 27 -1 -0 15 -11 -8 3 4 5 5 -5 -0 N 4-6 4 -10 5-12 33 -10-15 14 5 -5 -0 16 -3-0 21 -8 -0 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. 6 15 16 17 5 -5 -0 27 -1 -0 32-4 -4 ,1-8-7, .I ;ter, -- 18/10 -16 5 -3-4 3 -6 2 -0 -2 32-4 -4 7 -6 -8 1819 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.82 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Pif L.Loc R.PIf R.Loc LL/TL TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 TC Vert 122.67 25 -0 -0 218.67 32 -6 -0 0.76 TC Vert 122.67 32- 6- 0 122.67 33 -10 -15 0.76 BC Vert 13.33 0- 0- 0 13.33 33 -10 -15 0.00 ...Type... Ibs X.Loc LUTL TC Vert 150.0 0- 1 -12 0.00 TC Vert 50.0 3- 6- 0 0.00 TC Vert 50.0 5- 6- 0 0.00 TC Vert 150.0 32- 6- 7 0.00 TC Vert 150.0 33- 9- 3 0.00 4 -6 150# 7- -6 7 -7 11 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on apedtcatlons provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or bulling designer prior to fabrication. The bullring designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local bulking code and the partloular application. The design assumes that the top chord is laterally braced by One roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that alt cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trues In accordance with the following standards: 'Joint and Cuttlng Detail Reports' available as output from Tmswal software, 'ANSI /TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'OnoNo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, MN, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_J00001 Dsgnr: JS Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 8120/2003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 L.HEEL 2- 0- 0 L.SCRF L.SEAT L.VOFF L.BUTT 0- 5- 8 L. CANT L. STUB L.OHNG R.HEEL 7- 7- 6 H/H LGTH 33 -10 -15 R.SCRF 0/0 LGTH 34- 5 -13 R. SEAT JIG HGHT 7- 7- 6 R.VOFF 0/0 EGET 7- 7 -11 R.BUTT 0- 5- 8 HEEL ADD 0- 0- 4 R.CANT 1- 4 -15 L.PITCH 0.5/12 R.STUB L.HLPK1 16- 3- 8 R.OHNG L.HLPK2 16- 5 -10 psf -- -LIVE DEAD TC 35.00 11.00 BC 0.00 5.00 TOTAL 51.00 oaf SPACING 2- 8- 0 R.PITCH R.HLPK1 R.HLPK2 0.5/12 1- 8 -10 7- 8 -13 DF- LUMBER 1.15 DF- PLATES 1.15 REP. 3ND. 1.00 DESN SPEC IBC # PLYS 1 # ERGS 2 4284 R5A QTY 1 Load # = 1 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 3 TC.V 122.67 25- 0- 0 218.67 32- 6- 0 0.76 0.87 4 TC.V 122.67 32- 6- 0 122.67 33 -10 -15 0.76 0.76 5 BC.V 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 2778 3078 Load # = 2 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -48.97 0- 3- 8 -48.97 3- 3- 0 1.00 1.00 2 TC.H -41.32 3- 3- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 19- 6- 0 1.00 1.00 4 TC.H 41.32 19- 6- 0 41.32 32- 4- 4 1.00 1.00 5 TC.H -48.97 32- 4- 4 -48.97 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 35- 7- 4 1.00 1.00 7 TC.V -19.64 0- 3- 8 -19.64 3- 3- 0 0.63 0.63 8 TC.V -11.99 3- 3- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 19- 6- 0 0.58 0.58 10 TC.V -11.99 19- 6- 0 -11.99 32- 4- 4 0.58 0.58 11 TC.V -19.64 32- 4- 4 -19.64 33 -10 -15 0.63 0.63 12 BC.V -35.64 0- 0- 0 -35.64 0- 3- 8 0.79 0.79 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 218 323 Reactions.H= 4 0 Load # = 3 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -48.97 0- 3- 8 -48.97 3- 3- 0 1.00 1.00 2 TC.H -41.32 3- 3- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 19- 6- 0 1.00 1.00 4 TC.H 41.32 19- 6- 0 41.32 32- 4- 4 1.00 1.00 5 TC.H -48.97 32- 4- 4 -48.97 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 35- 7- 4 1.00 1.00 7 TC.V -19.64 0- 3- 8 -19.64 3- 3- 0 0.63 0.63 8 TC.V -11.99 3- 3- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 19- 6- 0 0.58 0.58 10 TC.V -11.99 19- 6- 0 -11.99 32- 4- 4 0.58 0.58 11 TC.V -19.64 32- 4- 4 -19.64 33 -10 -15 0.63 0.63 12 BC.V -35.64 0- 0- 0 -35.64 0- 3- 8 0.79 0.79 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 218 323 Reactions.H= 0 4 DURFAC.PLT = 1.150 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 \ / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA DURFAC.PLT = 1.600 OTHER LOADS \ Type... lbs X.LOC LL /TL / TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 150.0 0- 1 -12 50.0 3- 6- 0 50.0 5- 6- 0 150.0 32- 6- 7 150.0 33- 9- 3 0.00 0.00 0.00 0.00 0.00 Load # = 4 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 TC.H -41.32 32- 4- 4 -41.32 33 -10 -15 1.00 1.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 8 TC.V -11.99 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5A 10 TC.V -19.64 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 11 TC.V -11.99 32- 4- 4 -11.99 33 -10 -15 0.58 0.58 12 BC.V -27.99 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 240 313 Reactions.H= 2 0 Load # = 5 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 5 TC.H -41.32 32- 4- 4 -41.32 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 8 TC.V -11.99 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 10 TC.V -19.64 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 11 TC.V -11.99 32- 4- 4 -11.99 33 -10 -15 0.58 0.58 12 BC.V -27.99 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 240 313 Reactions.H= 0 2 Load # = 6 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.54 0- 3- 8 14.54 16- 3- 0 1.00 1.00 2 TC.H -14.54 16- 3- 0 -14.54 32- 4- 4 1.00 1.00 3 TC.H 14.54 32- 4- 4 14.54 33 -10 -15 1.00 1.00 4 TC.H 7.65 33 -10 -15 7.65 34- 5 -13 1.00 1.00 5 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 6 TC.V 43.87 16- 3- 0 43.87 32- 4- 4 0.33 0.33 7 TC.V 43.87 32- 4- 4 43.87 33 -10 -15 0.33 0.33 8 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 9 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 1147 1349 Load # = 7 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 14.54 0- 3- 8 14.54 16- 3- 0 1.00 1.00 -14.54 16- 3- 0 -14.54 32- 4- 4 1.00 1.00 14.54 32- 4- 4 14.54 33 -10 -15 1.00 1.00 7.65 33 -10 -15 7.65 34- 5 -13 1.00 1.00 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 43.87 16- 3- 0 43.87 32- 4- 4 0.33 0.33 43.87 32- 4- 4 43.87 33 -10 -15 0.33 0.33 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 1148 1349 Dir 1 TC.H 2 TC.H 3 TC.H 4 TC.H 5 TC.V 6 TC.V 7 TC.V 8 BC.V 9 BC.V DURFAC.PLT = 1.600 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Load # = 8 ASCE7- 98WIND07 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.B 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 TC.H -41.32 32- 4- 4 -41.32 32- 6- 0 1.00 1.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 8 TC.V -11.99 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 • DATE: 8120/2003 DRWG: OUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 WORK ORDER: 4284 LABEL: RSA 10 TC.V -19.64 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 11 TC.V -11.99 32- 4- 4 -11.99 32- 6- 0 0.58 0.58 12 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13 BC.V -27.99 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 14 BC.V 13.33 0- 3- 8 13.33 32- 6- 0 0.00 0.00 15 BC.V -31.92 32- 6- 0 -31.92 33 -10- 8 0.77 0.77 16 BC.V -45.25 33 -10- 8 -45.25 33 -10 -15 1.00 1.00 Reactions.V= 240 308 Load # = 9 ASCE7- 98WIND08 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 5 TC.H -41.32 32- 4- 4 -41.32 32- 6- 0 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 8 TC.V -11.99 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 10 TC.V -19.64 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 11 TC.V -11.99 32- 4- 4 -11.99 32- 6- 0 0.58 0.58 12 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13 BC.V -27.99 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 14 BC.V 13.33 0- 3- 8 13.33 32- 6- 0 0.00 0.00 15 BC.V -31.92 32- 6- 0 -31.92 33 -10- 8 0.77 0.77 16 BC.V -45.25 33 -10- 8 -45.25 33 -10 -15 1.00 1.00 Reactions.V= 240 308 Load # = 10 / Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V Reactions.V= Load # = 11 CEILING.001....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 213.33 0- 0- 0 213.33 1- 0- 0 0.94 0.94 13.33 1- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1119 1077 Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V IBC 10 PSF P DURFAC.LBR = 1.250 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 32- 6- 0 0.00 0.00 40.00 32- 6- 0 40.00 33 -10 -15 0.67 0.67 920 1114 Load # = 12 CEILING.002....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.P1f L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 1- 0- 0 0.00 0.00 6 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 7 BC.V 13.33 2- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1113 1083 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: RSA Load # = 13 CEILING.003....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 2- 0- 0 0.00 0.00 213.33 2- 0- 0 213.33 3- 0- 0 0.94 0.94 13.33 3- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1107 1089 Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V Load # = 14 CEILING.004....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 3- 0- 0 0.00 0.00 6 BC.V 213.33 3- 0- 0 213.33 4- 0- 0 0.94 0.94 7 BC.V 13.33 4- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1100 1095 Load # = 17 CEILING.007....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 6- 0- 0 0.00 0.00 6 BC.V 213.33 6- 0- 0 213.33 7- 0- 0 0.94 0.94 7 BC.V 13.33 7- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1082 1114 Dir 1 TC.V DURFAC.PLT = 1.250 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA Load # = 15 CEILING.005....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 5 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 TC.V.PL.SA 6 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 7 BC.V 13.33 5- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1094 1102 Load # = 16 CEILING.006....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 5- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 5- 0- 0 213.33 6- 0- 0 0.94 0.94 7 BC.V 13.33 6- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1088 1108 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Load # = 18 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 DATE: 8/20/2003 DRWG: OUST: JACK IN THE BOX SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RSA 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 13.33 8- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1076 1120 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V 50.0 3- 6- 0 50.0 5- 6- 0 150.0 32- 6- 7 150.0 33- 9- 3 0.00 0.00 0.00 0.00 Load # = 19 CEILING.009....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 7 BC.V 13.33 9- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1069 1126 Load # = 20 CEILING.010....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 6 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 7 BC.V 13.33 10- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1063 1133 Load # = 21 CEILING.011....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 6 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 7 BC.V 13.33 11- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1057 1139 Load # = 22 CEILING.012....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 11- 0- 0 0.00 0.00 6 BC.V 213.33 11- 0- 0 213.33 12- 0- 0 0.94 0.94 7 BC.V 13.33 12- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1051 1145 Load # = 23 CEILING.013....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: RSA 5 BC.V 13.33 6 BC.V 213.33 7 BC.V 13.33 Reactions.V= 1044 Load # = 24 CEILING.014....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 13- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 13- 0- 0 213.33 14- 0- 0 0.94 0.94 7 BC.V 13.33 14- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1038 1158 Load # = 25 CEILING.015....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 14- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 14- 0- 0 213.33 15- 0- 0 0.94 0.94 7 BC.V 13.33 15- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1032 1164 Load # = 26 CEILING.016....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 15- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 15- 0- 0 213.33 16- 0- 0 0.94 0.94 7 BC.V 13.33 16- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1026 1170 Load # = 27 CEILING.017....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 2 TC.V 29.33 3 TC.V 29.33 4 TC.V 29.33 5 BC.V 13.33 6 BC.V 213.33 7 BC.V 13.33 Reactions.V= 1020 0- 0- 0 7- 0- 0 25- 0- 0 32- 6- 0 0- 0- 0 16- 0- 0 17- 0- 0 1176 Load # = 28 CEILING.018....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 17- 0- 0 7 BC.V 13.33 18- 0- 0 0- 0- 0 13.33 12- 0- 0 12- 0- 0 213.33 13- 0- 0 13- 0- 0 13.33 33 -10 -15 1151 29.33 29.33 29.33 29.33 13.33 213.33 13.33 7- 0- 0 25- 0- 0 32- 6- 0 33 -10 -15 16- 0- 0 17- 0- 0 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 0.94 0.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ R.Plf R.Loc LL /TL 29.33 7- 0- 0 0.00 0.00 29.33 25- 0- 0 0.00 0.00 29.33 32- 6- 0 0.00 0.00 29.33 33 -10 -15 0.00 0.00 13.33 17- 0- 0 0.00 0.00 213.33 18- 0- 0 0.94 0.94 13.33 33 -10 -15 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEAN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R5A Reactions.V= 1013 1183 Load # = 29 CEILING.019....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 18- 0- 0 7 BC.V 13.33 19- 0- 0 Reactions.V= 1007 1189 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 13.33 18- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 213.33 19- 0- 0 0.94 0.94 13.33 33 -10 -15 0.00 0.00 Load # = 30 CEILING.020....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 19- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 19- 0- 0 213.33 20- 0- 0 0.94 0.94 7 BC.V 13.33 20- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1001 1195 Load # = 31 CEILING.021....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 7 BC.V 13.33 21- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 995 1201 Load # = 32 CEILING.022....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 21- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 21- 0- 0 213.33 22- 0- 0 0.94 0.94 7 BC.V 13.33 22- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 988 1207 Load # = 33 CEILING.023....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 5 BC.V 13.33 0- 0- 0 13.33 22- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 6 BC.V 213.33 22- 0- 0 213.33 23- 0- 0 0.94 0.94 7 BC.V 13.33 23- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 982 1214 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 • 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5A Load # = 34 CEILING.024....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V Reactions.V= 976 1220 Load # = 35 CEILING.025....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 6 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 7 BC.V 13.33 25- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 970 1226 Load # = 36 CEILING.026....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 6 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 7 BC.V 13.33 26- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 963 1232 Load # = 37 CEILING.027....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.P1f L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 6 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 7 BC.V 13.33 27- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 957 1239 Load # = 38 CEILING.028....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 27- 0- 0 0.00 0.00 6 BC.V 213.33 27- 0- 0 213.33 28- 0- 0 0.94 0.94 7 BC.V 13.33 28- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 951 1245 Load # = 39 CEILING.029....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 Dir 1 TC.V L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 23- 0- 0 0.00 0.00 213.33 23- 0- 0 213.33 24- 0- 0 0.94 0.94 13.33 24- 0- 0 13.33 33 -10 -15 0.00 0.00 DURFAC.PLT = 1.250 ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 LABEL: RSA 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 6 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 7 BC.V 13.33 29- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 945 1251 Load # = 40 CEILING.030....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 29- 0- 0 0.00 0.00 6 BC.V 213.33 29- 0- 0 213.33 30- 0- 0 0.94 0.94 7 BC.V 13.33 30- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 939 1257 Load # = 41 CEILING.031....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 30- 0- 0 0.00 0.00 6 BC.V 213.33 30- 0- 0 213.33 31- 0- 0 0.94 0.94 7 BC.V 13.33 31- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 932 1263 Load # = 42 CEILING.032....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 0.00 0.00 6 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 0.94 0.94 7 BC.V 13.33 32- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 926 1270 Load # = 43 CEILING.033....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 6 BC.V 213.33 32- 0- 0 213.33 33- 0- 0 0.94 0.94 7 BC.V 13.33 33- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 920 1276 Load # = 44 CEILING.034....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA 50.0 3- 6- 0 50.0 5- 6- 0 150.0 32- 6- 7 150.0 33- 9- 3 0.00 0.00 0.00 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: RSA 5 BC.V 13.33 0- 0- 0 13.33 33- 0- 0 0.00 0.00 6 BC.V 213.33 33- 0- 0 213.33 33 -10 -15 0.94 0.94 Reactions.V= 915 1264 Load # = 45 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.63 32- 3- 4 0.00 0.00 4 TC.V 215.73 32- 3- 4 218.67 32- 6- 0 0.86 0.87 5 TC.V 122.67 32- 6- 0 122.67 33 -10 -15 0.76 0.76 6 BC.V 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 917 1254 Load # = 46 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 3 TC.V 122.67 25- 0- 0 215.73 32- 3- 4 4 TC.V 29.63 32- 3- 4 29.33 32- 6- 0 5 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 6 BC.V 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 2782 2900 Load # = 47 P DURFAC.LBR = 1.333 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 3 TC.V 122.67 25- 0- 0 215.73 32- 3- 4 0.76 0.86 4 TC.V 29.63 32- 3- 4 29.33 32- 6- 0 0.00 0.00 5 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 32- 3- 4 0.00 0.00 7 BC.V -40.00 32- 3- 4 -40.00 33 -10 -15 0.80 0.80 Reactions.V= 2784 2811 legend -- (SA,NA,MA) = (Structure, Node, Member) Applied (PL,DL) = (Point Load, Distributed Load) (H,V,M) = (Horizontal, Vertical, Moment) TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.150 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.150 / OTHER LOADS lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 LL /TL ...Type... 0.87 0.76 TC.V.PL.SA 0.76 0.76 TC.V.PL.SA 0.76 0.86 TC.V.PL.SA 0.00 0.00 TC.V.PL.SA 0.00 0.00 TC.V.PL.SA DURFAC.PLT = 1.333 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 TC FORCE AXL BND CSI 1 -2 -7008 0.04 0.19 0.23 2 -3 -10759 0.09 0.11 0.20 3 -4 -11128 0.10 0.15 0.26 4 -5 -11111 0.10 0.12 0.22 5 -6 -10029 0.08 0.11 0.19 6 -7 -6495 0.03 0.18 0.21 7 -8 -291 0.03 0.00 0.03 8 -9 -5 0.00 0.06 0.06 BC FORCE AXL END CSI 10 -11 -5 0.00 0.14 0.14 11 -12 7713 0.69 0.14 0.84 12 -13 7713 0.40 0.10 0.50 13 -14 11004 0.57 0.09 0.66 14 -15 10248 0.53 0.07 0.60 15 -16 7166 0.37 0.10 0.46 16 -17 7166 0.64 0.16 0.80 17-18 -210 0.00 0.26 0.26 18-19 -207 0.00 0.26 0.26 WEB FORCE CSI WEB FORCE CSI I8-7 -2975 0.27 5 -14 1105 0.22 1 -10 -3228 0.24 5 -15 -982 0.11 1 -11 7329 0.90 6 -15 3045 0.66 2 -11 -2316 0.25 6 -17 -2213 0.24 2 -13 3216 0.69 7 -17 6700 0.82 3 -13 -1081 0.12 7 -19 282 0.06 3-14 235 0.05 7-9 65 0.01 4 -14 -263 0.03 9 -19 -276 0.05 MAX DEFLECTION (span) : U848 IN MEM 13 -14 (LIVE) L= -0.45" D= -0.21" T= -0.66" MAX DEFLECTION (cant) : U417 IN MEM 18 -19 (LIVE) L= 0.04" 0= 0.02" T= 0.07" BRG X-LOC REACT SIZE REQ'D 1 0- 2 -12 3300 5.50" 2.59" 2 32- 3- 4 3463 5.50" 2.34" Joint Location. 1 0- 0- 0 11 5- 5- 0 2 5- 5- 0 12 8- 0- 0 3 10 -10- 0 13 10 -10- 0 4 16- 3- o 14 16- 3- 0 5 21- 8- 0 15 21- 8- 0 6 27- 1- 0 16 24- 0- 0 7 32- 4- 4 17 27- 1- 0 8 32- 4- d 18 32- 4- 4 9 33-10-15 19 33 -10 -15 10 0- 0- 0 6 R5B, 3 VV;6.4.2 7 331015 NP2 8 H2 CC6 .5 160300 -.5 151108 CC4 V50606 .5E 9 CC6 11 AW SPC X50500 X101000 X160300 X210800 X270100 1 22 LE21 50608 BR- 000007 RE28 -614 33 LR.5 8 LR6 16 55 CR10415 BSO 508 78 WP 20 WZ N NS 79 TP 150 0 0 50 30600 0 50 50600 0 450 110708 0 450 160300 0 150 320607 0 150 331015 0 TU 96 0 0 7 1 0 25 96 320600 1 88 NP 99 350 354 356 361 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: R5B TC 2.6 SPF C2400F2.OE Plating spec : ANSI /TPI - 1995 This trues is designed using the 2x4 SPF #3 -CAN 18 -8 THIS DESIGN IS THE COMPOSITE RESULT OF ASCE7 -98 Wind Specification 2x4 DFL 1800F -1.6E 8 -9 MULTIPLE LOAD CASES. Bldg Enclosed = Yea BC 2x6 SPF 11/#2 -CAN * ** future expansion * ** Truss Location = Not End Zone 2x6 SPF C1650F1.5E 12 -16 Loaded for 10 PSF non - concurrent BCLL. Hurricane /Ocean Line = No , Exp Category = C WEB 2x4 SPF STUD -CAN Loaded for 200 lb non - concurrent moving BCLL Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 2x4 SPF C2400F2.OE 10 -1 Nail pattern shown is for uniform loads Mean roof height = 23.82 ft, mph = 90 2x4 SPF #1/82 -CAN 1 -11, 17 -7 only. Concentrated loads > 3508 must be TPI Low Hazard, Dead Load = 16.0 psf 2.4 SPF #3 -CAN 3 -14, 14 -5 distributed (by others) equally to each LOAD CASE #1 DESIGN LOADS 7 -9, 9 -19 ply, unless nail clusters are shown ( ). Dir L.Plf L.Loc R.Plf R.Loc LL /TL Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 prevent rotation /toppling. See HIB -91 and End verticals designed for axial loads only. TC Vert 122.67 7- 0- 0 122.67 25- 0- 0 0.76 ANSI /TPI 1 -1995; 10.3.4.5 and 10.3.4.6. End verticals that are extended above or TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 Flat top chord has not been designed for below the trues profile (if any) may require TC Vert 122.67 32- 6- 0 122.67 33 -10 -15 0.76 drifting snow unless noted otherwise. additional design consideration (by others) BC Vert 13.33 0- 0- 0 13.33 33 -10 -15 0.00 2 -PLY! Nail w /10d BOX, staggered (NDS-97 for lateral forces due to wind or seismic ...Type... lbs X.Loc LL /TL Sect. 12) in: TC- 2 /ft BC- 2 /ft WEBS- 2 /ft loads on the building. TC Vert 150.0 0- 1 -12 0.00 TC Vert 50.0 3- 6- 0 0.00 This design is valid only if the truss is 3/8" & larger lag screws or bolts TC Vert 50.0 5- 6- 0 0.00 fabricated by; NOT ALLOWED IN CHORD MEMBERS. U.N.O. TC Vert 450.0 11- 7- 8 0.00 TRUTRUS INC. TOLLESON, ARIZONA 85353 TC Vert 450.0 16- 3- 0 0.00 $ 2x4 #3 Hem -Fir or better cont. lateral B/C TC Vert 150.0 32- 6- 7 0.00 PROVIDE FOR ADEQUATE ROOF DRAINAGE. Roof bracing 9 10' -0" o.c. Attach with 2 -16d TC Vert 150.0 33- 9- 3 0.00 deck must be constructed to allow complete nails. Bracing not required if a rigid drainage at all times to prevent ponding. ceiling is attached directly to the B /C. 5-5-0 5-5-0 5-5-0 5-3-4 CUTTING COPY' 5 -5-0 10 -10-0 16 -3-0 21 -8-0 27 -1-0 32-4 -4 1 j I 15 -11-8 I 15 -11 -8 8 -7 2 -PLYS SHOP NOTE 1 3 4 5 6 REQUIRED 1 0.50 -0.50 150# 3 -8 • 150# 7 - 7 11 -1_1 17- ],,,)( 16 -3-0 7 -7 l,_ -6 7 -7 11 SHIP 450# 7- 4 6 4 6 2 -0-2 150# T 2 -0-0 } 50# 60# 5- 12 450# 4-6 44 • \_� 9.1:1 _ \ _ / _� _ 2 -6 , 4-10 S =5-6 4-6 4-6 4 6 S =6 -6 4 -10 2 'L.4 RIP r 15 U -U T RED END 33 -10 -1b i I 10 15 12 13 14 15 16 17 1819 5-5-0 5-5-0 5 -5-0 6 -5-0 5 -5 -0 5 -3_4 5 -5-0 10 -10-0 16 -3-0 21 -8-0 27 -1-0 32-4 -4 L.HLPK1 16- 3- 8 R.HLPK1 1- 8 -10 L.HLPK2 16- 5 -10 R.HLPK2 7- 8 -13 Scale: 6/32" = 1' Another Quality Design by T ru T r u s Member Wood Tress Council of America WARNING READ ALL NOTES ON THIS SHEET GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing bracing, wind bracing, portal bracing or similar at ands and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (TPI) - 583 D'Onofrio Dr. - Madison, WI 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty: 6 TI: R5B TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC TOTAL 51.00 psf Seqn T6.4.2 - 0 Job Name: JACK IN THE BOX #6030 Truss ID: R5B Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 0- 2 -12 3300 5.50" 2.59" 2 32- 3- 4 3463 5.50" 2.34" MAX DEFLECTION (span) : ) L -- 0.45 " -0 21 -0.66" MAX DEFLECTION (cant) : L/417 IN MEM 18 -19 (LIVE) L= 0.04" D= 0.02" T= 0.07" TC 2x6 SPF C2400F2.0E 2x4 SPF #3 -CAN 18-8 2x4 DFL 1800F -1.6E 8-9 BC 2x6 SPF #1/#2 -CAN 2x6 SPF C1650F1.5E 12 -16 WEB 2x4 SPF STUD -CAN 2x4 SPF C2400F2.OE 10 -1 2x4 SPF #1/#2 -CAN 1 -11, 17 -7 2x4 SPF #3-CAN 3 -14, 14 -5 7 -9, 9 -19 Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to ANSI/TPI 1- 199510 3.4.5 and 10 and Flat top chord has not been designed for drifting snow unless noted otherwise. 2 -PLYI Nail w /10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2 WEBS- 2/ft -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 $2x4 #3 Hem -Fir or better Cont. lateral B/C bracing © 10'-0" o.c. Attach with 2 -16d nails. Bracing not required if a ri gid ceiling is attached directly to the B/C. 5-5 -0 5 -5 -0 2 -PLYS REQUIRED 1 10 5-5-0 10 -10-0 15 -11 -8 2 3 0.50 33 -10 -15 11 12 13 14 5 -55 -5 0 5 -5-0 5 -5 -0 5 -5 -0 5-5-0 10 -10-0 16-3 -0 21 -8 -0 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Loaded for 10 PSF non-concurrent BCLL. Loaded for 200 Ib non - concurrent moving BCLL Nail pattem shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ). End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (H any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. - 3/8" & larger lag screws or bolts❑ NOT ALLOWED IN CHORD MEMBERS. U.N.O. - PROVIDE FOR ADEQUATE ROOF DAINAGE. Roof deck must be constructed to allow complete drainage at all times to prevent ponding. 5 -5 -0 5 -5 -0 5 -5-0 16-3 -0 21 -8 -0 1 4 27 -1-0 15 -11 -8 5 -0.50 Truswal Systems connector plates are 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned per Joint Detail Reports available from Truswal software. Circled plates and false frame plates are positioned as shown above. 6 15 16 17 5-5 -0 27 -1 -0 5 -3-4 32-4 -4 5 -3 -4 32-4 -4 This truss is designed using the ASCE7 -98 Wind Specification Bldg Endosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 23.82 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.Plf R.Loc LL/TL TC Vert 218.67 0- 0- 0 122.67 7- 0- 0 0.87 TC Vert 122.67 7 -0 -0 122.67 25 -0-0 0.76 TC Vert 122.67 25- 0- 0 218.67 32- 6- 0 0.76 TC Vert 122.67 32 -6 -0 122.67 33 -10-15 0.76 BC Vert 13.33 0- 0- 0 13.33 33 -10 -15 0.00 Type... Ibs X.Loc LL/TL TCVert 150.0 0 -1 -12 0.00 TC Vert 50.0 3- 6- 0 0.00 TC Vert 50.0 5- 6- 0 0.00 TC Vert 450.0 11- 7- 8 0.00 TC Vert 450.0 16- 3- 0 0.00 TC Vert 150.0 32- 6- 7 0.00 TC Vert 150.0 33- 9- 3 0.00 7 -7 11 SHIP 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for 'intensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utinzed on this design meet or exceed the loading Imposed by the local bulking code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate cortoslon. Fabricate, handle, instst and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output nom Truswal software, 'ANSIITPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (H18 -91) and '11113-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at D'Onatio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20038. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ JS _J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 8- 0 Design Spec IBC Seqn T6.4.2 - 0 DATE: 812012003 DRAWING: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 66030 L. HEEL L.SCRF L. SEAT L.VOFF L. BUTT L.CANT L. STUB L.OHNG 2- 0- 0 R.HEEL 7- 7- 6 H/H LGTH 33 -10 -15 R.SCRF 0/0 LGTH 34- 5 -13 R.SEAT JIG HGHT 7- 7- 6 R.VOFF 0/0 HGHT 7- 7 -11 0- 5- 8 R.BUTT 0- 5- 8 HEEL ADD 0- 0- 4 R.CANT 1- 4 -15 L.PITCH 0.5/12 R.STUB L.HLPK1 16- 3- 8 R.OHNG L.HLPK2 16- 5 -10 psf -- -LIVE DEAD TC 35.00 11.00 BC 0.00 5.00 TOTAL 51.00 psf SPACING 2- 8- 0 R. PITCH R.HLPK1 R.HLPK2 0.5/12 1- 8 -10 7- 8 -13 DF- LUMBER 1.15 DF- PLATES 1.15 REP. END. 1.00 DESN SPEC IBC # PLYS 2 # BRGS 2 4284 R5B QTY 6 Load # = 1 P DURFAC.LBR = 1.150 STRUCTURE APPLIED DISTRIBUTED LOADS \ L.P1f L.Loc R.Plf R.Loc LL /TL 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 122.67 25- 0- 0 218.67 32- 6- 0 0.76 0.87 122.67 32- 6- 0 122.67 33 -10 -15 0.76 0.76 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 7 Reactions.V= 3294 3463 Load # = 2 ASCE7- 98WIND01 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -48.97 0- 3- 8 -48.97 3- 3- 0 1.00 1.00 2 TC.H -41.32 3- 3- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 19- 6- 0 1.00 1.00 4 TC.H 41.32 19- 6- 0 41.32 32- 4- 4 1.00 1.00 5 TC.H -48.97 32- 4- 4 -48.97 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 35- 7- 4 1.00 1.00 7 TC.V -19.64 0- 3- 8 -19.64 3- 3- 0 0.63 0.63 8 TC.V -11.99 3- 3- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 19- 6- 0 0.58 0.58 10 TC.V -11.99 19- 6- 0 -11.99 32- 4- 4 0.58 0.58 11 TC.V -19.64 32- 4- 4 -19.64 33 -10 -15 0.63 0.63 12 BC.V -35.64 0- 0- 0 -35.64 0- 3- 8 0.79 0.79 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 734 707 Reactions.H= 4 0 Load # = 3 ASCE7- 98WIND02 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -48.97 0- 3- 8 -48.97 3- 3- 0 1.00 1.00 2 TC.H -41.32 3- 3- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 19- 6- 0 1.00 1.00 4 TC.8 41.32 19- 6- 0 41.32 32- 4- 4 1.00 1.00 5 TC.H -48.97 32- 4- 4 -48.97 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 35- 7- 4 1.00 1.00 7 TC.V -19.64 0- 3- 8 -19.64 3- 3- 0 0.63 0.63 8 TC.V -11.99 3- 3- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 19- 6- 0 0.58 0.58 10 TC.V -11.99 19- 6- 0 -11.99 32- 4- 4 0.58 0.58 11 TC.V -19.64 32- 4- 4 -19.64 33 -10 -15 0.63 0.63 12 BC.V -35.64 0- 0- 0 -35.64 0- 3- 8 0.79 0.79 13 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 734 707 Reactions.H= 0 4 Load # = 4 ASCE7- 98WIND03 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 3 TC.H 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 5 TC.H -41.32 32- 4- 4 -41.32 33 -10 -15 1.00 1.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 DURFAC.PLT = 1.150 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3 - 6 - 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R5B 8 TC.V -11.99 9 TC.V -11.99 10 TC.V -19.64 11 TC.V -11.99 12 BC.V -27.99 13 BC.V 13.33 Reactions.V= 756 Reactions.H= 2 Load # = 5 ASCE7- 98WIND04 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf 1 TC.H -41.32 2 TC.H -41.32 3 TC.H 41.32 4 TC.H 48.97 5 TC.H -41.32 6 TC.H -45.25 7 TC.V -11.99 8 TC.V -11.99 9 TC.V -11.99 10 TC.V -19.64 11 TC.V -11.99 12 BC.V -27.99 13 BC.V 13.33 Reactions.V= 756 Reactions.H= 0 Load # = 8 ASCE7- 98WIND07 -P Dir TC.H TC.H TC.H TC.H TC.H TC.H TC.V 13- 0- 0 16- 3- 0 29- 1- 4 32- 4- 4 0- 0- 0 0- 3- 8 697 0 L.Loc 0- 3- 8 13- 0- 0 16- 3- 0 29- 1- 4 32- 4- 4 33 -10 -15 0- 3- 8 13- 0- 0 16- 3- 0 29- 1- 4 32- 4- 4 0- 0- 0 0- 3- 8 697 2 - 11.99 -11.99 - 19.64 - 11.99 - 27.99 13.33 R.Plf -41.32 -41.32 41.32 48.97 - 41.32 - 45.25 - 11.99 - 11.99 - 11.99 - 19.64 - 11.99 - 27.99 13.33 16- 3- 0 29- 1- 4 32- 4- 4 33 -10 -15 0- 3- 8 33 -10- 8 R.Loc 13- 0- 0 16- 3- 0 29- 1- 4 32- 4- 4 33 -10 -15 34- 5 -13 13- 0- 0 16- 3- 0 29- 1- 4 32- 4- 4 33 -10 -15 0- 3- 8 33 -10- 8 0.58 0.58 0.58 0.58 0.63 0.63 0.58 0.58 0.76 0.76 0.00 0.00 LL /TL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 0.58 0.58 0.58 0.58 0.58 0.63 0.63 0.58 0.58 0.76 0.76 0.00 0.00 Load # = 6 ASCE7- 98WIND05 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.54 0- 3- 8 14.54 16- 3- 0 1.00 1.00 2 TC.H -14.54 16- 3- 0 -14.54 32- 4- 4 1.00 1.00 3 TC.H 14.54 32- 4- 4 14.54 33 -10 -15 1.00 1.00 4 TC.H 7.65 33 -10 -15 7.65 34- 5 -13 1.00 1.00 5 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 6 TC.V 43.87 16- 3- 0 43.87 32- 4- 4 0.33 0.33 7 TC.V 43.87 32- 4- 4 43.87 33 -10 -15 0.33 0.33 8 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 9 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 1663 1733 Reactions.H= -1 0 Load # = 7 ASCE7- 98WIND06 -P DURFAC.LBR = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.H 14.54 0- 3- 8 14.54 16- 3- 0 1.00 1.00 2 TC.H -14.54 16- 3- 0 -14.54 32- 4- 4 1.00 1.00 3 TC.H 14.54 32- 4- 4 14.54 33 -10 -15 1.00 1.00 4 TC.H 7.65 33 -10 -15 7.65 34- 5 -13 1.00 1.00 5 TC.V 43.87 0- 3- 8 43.87 16- 3- 0 0.33 0.33 6 TC.V 43.87 16- 3- 0 43.87 32- 4- 4 0.33 0.33 7 TC.V 43.87 32- 4- 4 43.87 33 -10 -15 0.33 0.33 8 BC.V 27.87 0- 0- 0 27.87 0- 3- 8 0.52 0.52 9 BC.V 13.33 0- 3- 8 13.33 33 -10- 8 0.00 0.00 Reactions.V= 1663 1733 Reactions.H= 0 -1 DURFAC.PLT = 1.600 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.600 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ L.P1f L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 -41.32 32- 4- 4 -41.32 32- 6- 0 1.00 1.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20 /2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R5B 8 TC.V -11.99 9 TC.V -11.99 10 TC.V -19.64 11 TC.V -11.99 12 TC.V 29.33 13 BC.V -27.99 14 BC.V 13.33 15 BC.V -31.92 16 BC.V -45.25 Reactions.V= 756 Load # = 10 IBC 10 PSF P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 13.33 0- 0- 0 6 BC.V 40.00 32- 6- 0 7 Reactions.V= 1436 1498 Load # = 11 CEILING.001....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 213.33 0- 0- 0 6 BC.V 13.33 1- 0- 0 7 Reactions.V= 1635 1461 Load # = 12 CEILING.002....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 13.33 0- 0- 0 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 32- 4- 4 -11.99 32- 6- 0 0.58 0.58 32- 6- 0 29.33 33 -10 -15 0.00 0.00 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 0- 3- 8 13.33 32- 6- 0 0.00 0.00 32- 6- 0 -31.92 33 -10- 8 0.77 0.77 33 -10- 8 -45.25 33 -10 -15 1.00 1.00 692 Load # = 9 ASCE7- 98WIND08 -P DURFAC.LBR = 1.600 DURFAC.PLT = 1.600 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.H -41.32 0- 3- 8 -41.32 13- 0- 0 1.00 1.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.H -41.32 13- 0- 0 -41.32 16- 3- 0 1.00 1.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.H 41.32 16- 3- 0 41.32 29- 1- 4 1.00 1.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.H 48.97 29- 1- 4 48.97 32- 4- 4 1.00 1.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 TC.H -41.32 32- 4- 4 -41.32 32- 6- 0 1.00 1.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 TC.H -45.25 33 -10 -15 -45.25 34- 5 -13 1.00 1.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 TC.V -11.99 0- 3- 8 -11.99 13- 0- 0 0.58 0.58 TC.V.PL.SA 150.0 33- 9- 3 0.00 8 TC.V -11.99 13- 0- 0 -11.99 16- 3- 0 0.58 0.58 9 TC.V -11.99 16- 3- 0 -11.99 29- 1- 4 0.58 0.58 10 TC.V -19.64 29- 1- 4 -19.64 32- 4- 4 0.63 0.63 11 TC.V -11.99 32- 4- 4 -11.99 32- 6- 0 0.58 0.58 12 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13 BC.V -27.99 0- 0- 0 -27.99 0- 3- 8 0.76 0.76 14 BC.V 13.33 0- 3- 8 13.33 32- 6- 0 0.00 0.00 15 BC.V -31.92 32- 6- 0 -31.92 33 -10- 8 0.77 0.77 16 BC.V -45.25 33 -10- 8 -45.25 33 -10 -15 1.00 1.00 Reactions.V= 756 692 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 13.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 40.00 33 -10 -15 0.67 0.67 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS ..\ R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 213.33 1- 0- 0 0.94 0.94 TC.V.PL.SA 450.0 16- 3- 0 0.00 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 DISTRIBUTED LOADS \ / OTHER LOADS .. R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 13.33 1- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 LABEL: R5B 6 BC.V 213.33 1- 0- 0 213.33 2- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 2- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1629 1467 Load # = 13 CEILING.003....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 2- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 2- 0- 0 213.33 3- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 3- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1623 1473 Load # = 14 CEILING.004....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 3- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 3- 0- 0 213.33 4- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 4- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1616 1479 Load # = 15 CEILING.005....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 4- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 4- 0- 0 213.33 5- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 5- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1610 1486 Load # = 16 CEILING.006....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 5- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 5- 0- 0 213.33 6- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 6- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1604 1492 Load # = 17 CEILING.007....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 6- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 6- 0- 0 213.33 7- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 7- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1598 1498 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX WORK ORDER: 4284 SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 LABEL: R5B Load # = 18 CEILING.008....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 7- 0- 0 213.33 8- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 8- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1592 1504 Load # = 19 CEILING.009....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 8- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 8- 0- 0 213.33 9- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 9- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1585 1511 Load # = 20 CEILING.010....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 9- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 9- 0- 0 213.33 10- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 10- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1579 1517 Load # = 21 CEILING.011....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 10- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 10- 0- 0 213.33 11- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 11- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1573 1523 Load # = 22 CEILING.012....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 5 BC.V 13.33 0- 0- 0 13.33 11- 0- 0 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 6 BC.V 213.33 11- 0- 0 213.33 12- 0- 0 0.94 0.94 TC.V.PL.SA 150.0 32- 6- 7 0.00 7 BC.V 13.33 12- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Reactions.V= 1567 1529 Load # = 23 CEILING.013....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5B 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 12- 0- 0 0.00 0.00 6 BC.V 213.33 12- 0- 0 213.33 13- 0- 0 0.94 0.94 7 BC.V 13.33 13- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1560 1536 Load # = 24 CEILING.014....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 13- 0- 0 0.00 0.00 6 BC.V 213.33 13- 0- 0 213.33 14- 0- 0 0.94 0.94 7 BC.V 13.33 14- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1554 1542 Load # = 25 CEILING.015....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 14- 0- 0 0.00 0.00 6 BC.V 213.33 14- 0- 0 213.33 15- 0- 0 0.94 0.94 7 BC.V 13.33 15- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1548 1548 Load # = 26 CEILING.016....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS L.Plf L.Loc R.Plf R.Loc LL /TL ...Type... lbs X.LOC LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 15- 0- 0 0.00 0.00 213.33 15- 0- 0 213.33 16- 0- 0 0.94 0.94 7 BC.V 13.33 16- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1542 1554 Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V Load # = 27 CEILING.017....P DURFAC.LBR = Dir 1 TC.V 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 BC.V Reactions.V= 1536 1560 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ L.Plf L.Loc R.Plf R.Loc LL /TL 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 16- 0- 0 0.00 0.00 213.33 16- 0- 0 213.33 17- 0- 0 0.94 0.94 13.33 17- 0- 0 13.33 33 -10 -15 0.00 0.00 TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 450.0 11- 7- 8 0.00 450.0 16- 3- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Load # = 28 CEILING.018....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 / OTHER LOADS Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 DATE: 8120/2003 DRWG: COST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5B 5 BC.V 13.33 0- 0- 0 13.33 6 BC.V 213.33 17- 0- 0 213.33 7 BC.V 13.33 18- 0- 0 13.33 Reactions.V= 1529 1567 17- 0- 0 18- 0- 0 33 -10 -15 0.00 0.00 0.94 0.94 0.00 0.00 Load # = 29 CEILING.019....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 18- 0- 0 0.00 0.00 6 BC.V 213.33 18- 0- 0 213.33 19- 0- 0 0.94 0.94 7 BC.V 13.33 19- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1523 1573 Load # = 30 CEILING.020....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 19- 0- 0 0.00 0.00 6 BC.V 213.33 19- 0- 0 213.33 20- 0- 0 0.94 0.94 7 BC.V 13.33 20- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1517 1579 Load # = 31 CEILING.021....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 20- 0- 0 0.00 0.00 6 BC.V 213.33 20- 0- 0 213.33 21- 0- 0 0.94 0.94 7 BC.V 13.33 21- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1511 1585 Load # = 32 CEILING.022....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 21- 0- 0 0.00 0.00 6 BC.V 213.33 21- 0- 0 213.33 22- 0- 0 0.94 0.94 7 BC.V 13.33 22- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1504 1592 Load # = 33 CEILING.023....P / STRUCTURE APPLIED Dir L.Plf L.Loc 1 TC.V 29.33 0- 0- 0 2 TC.V 29.33 7- 0- 0 3 TC.V 29.33 25- 0- 0 4 TC.V 29.33 32- 6- 0 5 BC.V 13.33 0- 0- 0 6 BC.V 213.33 22- 0- 0 7 BC.V 13.33 23- 0- 0 R.Plf 29.33 29.33 29.33 29.33 13.33 213.33 13.33 DURFAC.LBR = 1.250 DISTRIBUTED LOADS \ R.Loc LL /TL 7- 0- 0 0.00 0.00 25- 0- 0 0.00 0.00 32- 6- 0 0.00 0.00 33 -10 -15 0.00 0.00 22- 0- 0 0.00 0.00 23- 0- 0 0.94 0.94 33 -10 -15 0.00 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 LL /TL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 \ / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs 150.0 50.0 50.0 450.0 450.0 150.0 150.0 X.LOC 0- 1 -12 3- 6- 0 5- 6- 0 11- 7- 8 16- 3- 0 32- 6- 7 33- 9- 3 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5B Reactions.V= 1498 1598 Load # = 34 CEILING.024....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 23- 0- 0 0.00 0.00 6 BC.V 213.33 23- 0- 0 213.33 24- 0- 0 0.94 0.94 7 BC.V 13.33 24- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1492 1604 Load # = 35 CEILING.025....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 24- 0- 0 0.00 0.00 6 BC.V 213.33 24- 0- 0 213.33 25- 0- 0 0.94 0.94 7 BC.V 13.33 25- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1486 1610 Load # = 36 CEILING.026....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 25- 0- 0 0.00 0.00 6 BC.V 213.33 25- 0- 0 213.33 26- 0- 0 0.94 0.94 7 BC.V 13.33 26- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1479 1616 Load # = 37 CEILING.027....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 26- 0- 0 0.00 0.00 6 BC.V 213.33 26- 0- 0 213.33 27- 0- 0 0.94 0.94 7 BC.V 13.33 27- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1473 1623 Load # = 38 CEILING.028....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 27- 0- 0 0.00 0.00 6 BC.V 213.33 27- 0- 0 213.33 28- 0- 0 0.94 0.94 7 BC.V 13.33 28- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1467 1629 DURFAC.PLT = 1.250 / OTHER LOADS ...Type... TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 450.0 11- 7- 8 0.00 450.0 16- 3- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX #6030 WORK ORDER: 4284 LABEL: R5B Load # = 39 CEILING.029....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 28- 0- 0 0.00 0.00 6 BC.V 213.33 28- 0- 0 213.33 29- 0- 0 0.94 0.94 7 BC.V 13.33 29- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1461 1635 Load # = 40 CEILING.030....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 29- 0- 0 0.00 0.00 6 BC.V 213.33 29- 0- 0 213.33 30- 0- 0 0.94 0.94 7 BC.V 13.33 30- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1455 1641 Load # = 41 CEILING.031....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 30- 0- 0 0.00 0.00 6 BC.V 213.33 30- 0- 0 213.33 31- 0- 0 0.94 0.94 7 BC.V 13.33 31- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1448 1648 Load # = 42 CEILING.032....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 31- 0- 0 0.00 0.00 6 BC.V 213.33 31- 0- 0 213.33 32- 0- 0 0.94 0.94 7 BC.V 13.33 32- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1442 1654 Load # = 43 CEILING.033....P DURFAC.LBR = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 4 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 5 BC.V 13.33 0- 0- 0 13.33 32- 0- 0 0.00 0.00 6 BC.V 213.33 32- 0- 0 213.33 33- 0- 0 0.94 0.94 7 BC.V 13.33 33- 0- 0 13.33 33 -10 -15 0.00 0.00 Reactions.V= 1436 1660 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA TC.V.PL.SA \ lbs X.LOC LL /TL 150.0 0- 1 -12 0.00 50.0 3- 6- 0 0.00 50.0 5- 6- 0 0.00 450.0 11- 7- 8 0.00 450.0 16- 3- 0 0.00 150.0 32- 6- 7 0.00 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.250 / OTHER LOADS \ Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Load # = 44 CEILING.034....P DURFAC.LBR = 1.250 DURFAC.PLT = 1.250 / STRUCTURE APPLIED DISTRIBUTED LOADS \ / OTHER LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 DATE: 8/20/2003 DRWG: CUST: JACK IN THE BOX SEQN: T6.4.2 - 0 DESIGNER: JS JOB: JACK IN THE BOX 86030 WORK ORDER: 4284 LABEL: R5B 2 TC.V 3 TC.V 4 TC.V 5 BC.V 6 BC.V 7 Reactions.V= 1431 1648 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 29.33 25- 0- 0 29.33 32- 6- 0 0.00 0.00 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 13.33 0- 0- 0 13.33 33- 0- 0 0.00 0.00 213.33 33- 0- 0 213.33 33 -10 -15 0.94 0.94 Load # = 45 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 29.33 0- 0- 0 29.33 7- 0- 0 0.00 0.00 2 TC.V 29.33 7- 0- 0 29.33 25- 0- 0 0.00 0.00 3 TC.V 29.33 25- 0- 0 29.63 32- 3- 4 0.00 0.00 4 TC.V 215.73 32- 3- 4 218.67 32- 6- 0 0.86 0.87 5 TC.V 122.67 32- 6- 0 122.67 33 -10 -15 0.76 0.76 6 BC.V 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 7 Reactions.V= 1433 1638 Load # = 46 P DURFAC.LBR = 1.150 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 3 TC.V 122.67 25- 0- 0 215.73 32- 3- 4 0.76 0.86 4 TC.V 29.63 32- 3- 4 29.33 32- 6- 0 0.00 0.00 5 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 33 -10 -15 0.00 0.00 7 Reactions.V= 3298 3284 Load # = 47 P DURFAC.LBR = 1.333 / STRUCTURE APPLIED DISTRIBUTED LOADS \ Dir L.Plf L.Loc R.Plf R.Loc LL /TL 1 TC.V 218.67 0- 0- 0 122.67 7- 0- 0 0.87 0.76 2 TC.V 122.67 7- 0- 0 122.67 25- 0- 0 0.76 0.76 3 TC.V 122.67 25- 0- 0 215.73 32- 3- 4 0.76 0.86 4 TC.V 29.63 32- 3- 4 29.33 32- 6- 0 0.00 0.00 5 TC.V 29.33 32- 6- 0 29.33 33 -10 -15 0.00 0.00 6 BC.V 13.33 0- 0- 0 13.33 32- 3- 4 0.00 0.00 7 BC.V -40.00 32- 3- 4 -40.00 33 -10 -15 0.80 0.80 Reactions.V= 3300 3195 legend -- (SA,NA,MA) = (Structure, Node, Member) Applied (PL,DL) _ (Point Load, Distributed Load) (H,V,M) = (Horizontal, Vertical, Moment) TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.150 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.150 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 DURFAC.PLT = 1.333 / OTHER LOADS ...Type... lbs X.LOC LL /TL TC.V.PL.SA 150.0 0- 1 -12 0.00 TC.V.PL.SA 50.0 3- 6- 0 0.00 TC.V.PL.SA 50.0 5- 6- 0 0.00 TC.V.PL.SA 450.0 11- 7- 8 0.00 TC.V.PL.SA 450.0 16- 3- 0 0.00 TC.V.PL.SA 150.0 32- 6- 7 0.00 TC.V.PL.SA 150.0 33- 9- 3 0.00 Oust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP1A -� TC 6x2 DFL N2 If rigid sheathing is not directly attached This truss is designed using the BC 6x2 SPF *1 /M2 -CAN ® to the bottom chord, adequate lateral ASCE7 -98 Wind Specification Joint Locations 1 0- 0- 0 4 0- 0- 0 GBL BLK 6x2 SPF #1 /#2 -CAN bracing may be required (by others). For Bldg Enclosed = Yes 2 1- 2- 1 5 1- 2- 1 Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Trues Location = Not End Zone 3 2- 4- 1 6 2- 4- 1 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -O" O.C. or leas. Hurricane /Ocean Line = No , Exp Category = C * ** future expansion • THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 3 SP600 * ** future expansion * ** MULTIPLE LOAD CASES. Mean roof height - 21.01 ft, mph = 90 6 BP1A, 7 W;6.4.2 This truss requires adequate sheathing, as End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 paf 7 20401 PC62 designed by others, applied to the trues End verticals that are extended above or 8 H2402 0 face providing lateral support for webs in below the trues profile (if any) may require 11 GB the trues plane and creating shear wall additional design consideration (by others) 78 WP 20 WZ N NS action to resist diaphragm loads. for lateral forces due to wind or seismic 99 350 Diagonals may be omitted if adequate bracing loads on the building. designed by others, is provided to prevent Panel Lengths : racking of the truss under lateral loads. This design is valid only if the truss is Std = 0 -11 -13 Truss without diagonal web members or fabricated by; adequate sheathing applied to the truss TRUTRUS INC. TOLLESON, ARIZONA 85353 face is designed to support only vertical load as noted. r' e-1 X, ti rl Y CUTTING COPY ' wi 3 2-0 -2 -2 2-0 1 1 (7'-' r ij i TYPICAL PLATE : 1.6-4 14 2-4 1 a OVER CONTINUOUS SUPPORT L.HLPK1 2- 4- 2 R.HLPK1 2- 4- 2 L.HLPK2 3 -1- 0 R.HLPK2 3 - 0 Scale: 25/32" = V Another Quality WARNING Qty: 7 Design by READ ALL NOTES ON THIS SHEET. Date: 8/15/2003 GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Dsgnr: JS Chk: TI: BP1A T r u T r u s Bracing shown on this drawing Is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the TC Live 35.00 psf TC Dead 11.00 paf DurFacs 1=1.15 P =1.15 Rep Mbr Bnd 1.15 bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 BC Live 0.00 paf O.C.Spacing 0- 6- 0 Member Wood Truss Council of America Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, BC Dead 6.00 psf Design Spec IBC members only to reduce buckling length. contact building designer. Truss Plate Institute (TPI) - 583 D'Onafrio Dr. - Madison, WI 53719 Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: BP1A Qty: 7 Truswal Systems connector plates are per Joint Detail Reports available from TC 6x2 DFL #2 BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. IRC /IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2- -2 4 If rigid sheathing is not directly attached to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bridging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. —This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 2 2-4-1 1 1-21-2-1 3 6 TYPICAL PLATE : 1.5-4 OVER CONTINUOUS SUPPORT 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.01 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std w 0-11 -13 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkay., Arlington 7X 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loafing imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/7P! 1', 'WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HI8-91) and'HIB -91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) Is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1915 Street, NW, Ste 600, Washington, DC 20036. Gust: JACK IN THE BOX WO: Drive_G_4284_L00007_ _J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP1B TC 6x2 DFL 42 If rigid sheathing is not directly attached This truss is designed using the Joint Locations 1 0- 0- 0 4 0- -- 0- 0 BC 6x2 SPF 41/42 -CAN ® to the bottom chord, adequate lateral ASCE7 -98 Wind Specification GBL BLK 6x2 SPF 41/42 -CAN bracing may be required (by others). For Bldg Enclosed = Yes 2 1- 2- 7 5 1- 2- 7 Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Truss Location - Not End Zone 3 2- 4 -13 6 2- 4 -13 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -0" O.C. or less. Hurricane /Ocean Line = No , Exp Category = C *** future expansion *** THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 3 SP600 * *• future expansion ss MULTIPLE LOAD CASES. Mean roof height - 21.01 ft, mph - 90 6 BP18, 16 VV;6.4.2 This trues requires adequate sheathing, an End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 psf 7 20413 PC62 designed by others, applied to the truss End verticals that are extended above or 8 H2402 0 face providing lateral support for webs in below the truss profile (if any) may require 11 GB the truss plane and creating shear wall additional design consideration (by others) 78 WP 20 WZ N NS action to resist diaphragm loads. for lateral forces due to wind or seismic 99 350 Diagonals may be omitted if adequate bracing loads on the building. designed by others, is provided to prevent Panel Lengths : racking of the truss under lateral loads. This design is valid only if the truss is Std = 1 - 0 - 3 Truss without diagonal web members or fabricated by; adequate sheathing applied to the truss TRUTRUS INC. TOLLESON, ARIZONA 85353 face is designed to support only vertical load as noted. t. I r . + 9 CUTTING COPY 2 -0 -2 1 K L___, J -2 2-0 • r . l (. N 9 TYPICAL PLATE : 1.6-4 14 2-4 -13 e OVER CONTINUOUS SUPPORT L.HLPK1 2- 4 -14 R.HLPK1 2- 4 -14 L.HLPK2 3- 1- 9 R.HLPK2 3- 1- 9 Scale: 25/32" =1' Another Quality WARNING Qty: 16 Design by READ ALL NOTES ON THIS SHEET. Date: 8/15/2003 GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Dsgnr: JS Chk: TI: BPI B T r u T ru s Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ands and specified locations determined by the TC Live 35.00 psf TC Dead 11.00 psf DurFac8 L =1.15 P =1.15 Rep Mbr Bnd 1.15 bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 BC Live 0.00 psf O.C.Spacing 0- 6- 0 Member Wood MISS Council 04=000 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, 9 BC Dead 5.00 psf Design Spec IBC members only to reduce buckling length. contact building designer. Truss Plate Institute (TP1) - 583 D'Ono¢io Dr. - Madison, WI 53719 Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: BP1 B Qty: 16 TC 6x2 DFL #2 BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI -1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0" O.C. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 -0 -2 1 4 I f rigid sheathing is not directly attached ® to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bridging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile Of any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 2 5 2-4 -13 1 1- 21 -72 -7 3 6 TYPICAL PLATE : 1.5 -4 OVER CONTINUOUS SUPPORT Truswal Systems connector plates are 20 ga. unless shown by "18" (18 ga.), "H" (18 ga.), or "MX" (high strength 20 ga.), positioned per Joint Detail Reports available from Truswal software. Circled plates and false frame plates are positioned as shown above. This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.01 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std = 1 -0-3 TR �� U SYSTEMS 1101 N. Great S.W. Pkwy., Arlington 7X 76011 WARNI NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local buil6ng code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material drecty attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WI'CA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1116 -91) and 'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Instibrte (TPI) is located at D'Onokio Drive, Madison, Wacensin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_J00001 Dsgnr: JS Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs 1=1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP1C TC 6x2 SPF C2400F2.0E If rigid sheathing is not directly attached This truss is designed using the BC 6x2 SPF 61/92 -CAN IN to the bottom chord, adequate lateral ASCE7 -98 Wind Specification =_ Joint Locations _ 1 0- 0- 0 8 0- 0- 0 GBL BLK 6x2 SPF 61/92 -CAN bracing may be required (by others). For Bldg Enclosed = Yea 2 1- 1 -11 9 1- 1 -11 Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Truss Location = Not End Zone 3 2- 5-11 10 2- 5 -11 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -0" O.C. or less. Hurricane /Ocean Line = No , Exp Category = C 4 3- 9 -11 11 3- 9 -11 * ** future expansion *** THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 5 5- 1 -11 12 5- 1 -11 * ** future expansion * ** MULTIPLE LOAD CASES. Mean roof height - 21.01 ft, mph = 90 6 6- 5 -11 13 6- 5 -11 This truss requires adequate sheathing, as End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 psf 7 7- 7- 5 14 7- 7- 5 designed by others, applied to the truss End verticals that are extended above or face providing lateral support for webs in below the truss profile (if any) may require 3 SP600 the truss plane and creating shear wall additional design consideration (by others) 6 BP1C, 2 VV;6.4.2 action to resist diaphragm loads. for lateral forces due to wind or seismic 7 70705 PC62 Diagonals may be omitted if adequate bracing loads on the building. 8 H2402 0 designed by others, 1s provided to prevent 11 GB racking of the truss under lateral loads. This design is valid only if the truss is 78 WP 20 WZ N NS Truss without diagonal web members or fabricated by; 99 350 adequate sheathing applied to the true. TRUTRUS INC. TOLLESON, ARIZONA 85353 CUTTING C 0 PY face is designed to support only vertical Panel Lengths • load as noted. Std = 1-2-8 1 -2 0 -11 -7 6 -7 0 -11 -7 if H v1 r1 N H m .r {F1 .Lb .-1 [( 1 2 3 5 6 7 2-0 -2 2-0 -2 71 1 ,J 4 rL . 5.1 n 7 -7 5 TYPICAL PLATE : 1.5-4 Is 9 m 11 11 a 14 OVER CONTINUOUS SUPPORT L.HLPK1 7- 7- 5 R.HLPK1 7- 7- 5 L.HLPK2 7 -10- 7 R.HLPK2 7 -10- 7 Scale: 23/32" =1' Another Quality WARNING Qtr: 2 Design by READ ALL NOTES ON THIS SHEET. Date: 8/15/2003 GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Dsgnr: JS Chk: TI: BP1 C T ru T r u s Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the TC Live 35.00 psf TC Dead 11.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 bracing which is part of the building design and building designer. Additional bracing of the which must be considered by Inc building designer. overall structure may be required. (See HIB -9 1 . BC Live 0.00 psf p O.C.$ acin 0- 6- 0 p g Member Wood Thus Council of America Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. BC Dead 5.00 psf Design Spec IBC Truss Plate Institute (TPI) - 583 D'Onofrio Dr. - Madison, WI53719 TOTAL 51.00 psf Seqn T6.4.2 - 0 Job Name: JACK IN THE BOX #6030 Truss ID: BP1C Qty: 2 Truswal Systems connector plates are per Joint Detail Reports available from TC 6x2 SPF C2400F2.0E BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI -1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0" O.C. IRC /IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 -0 -2 8 2 9 TYPICAL PLATE : 1.5 -4 3 11-445-11 I I f rigid sheathing is not directly attached ® to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bodging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOL E ON, ARIZONA 85353 4 10 7 -7118 5 - 4.a -11 1 -11 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. 6 7 OVER CONTINUOUS SUPPORT II- 4i(5 -11 �I -9 -9'15 12 13 14 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.01 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std = 1 -2-8 1 -2 0 -11 -7 6 -7 0 -11 -7 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 LARN!NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or buildng designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HI8 -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, lMsconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ Dsgnr: JS J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP1D TC 6x2 DFL /2 If rigid sheathing is not directly attached This truss is designed using the BC 6x2 SPF #1/#2-CAN ® to the bottom chord, adequate lateral ASCE7 -98 Wind Specification �a Joint Locations ==== 1 0- 0- 0 4 0- 0- 0 GBL BLK 6x2 SPF #1/#2-CAN bracing may be required (by others). For Bldg Enclosed = Yes 2 1- 0 -13 5 1- 0 -13 Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Truss Location = Not End Zone 3 2- 1- 9 6 2- 1- 9 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -0" O.C. or less. Hurricane /Ocean Line = No , Exp Category = C + future expansion * ** THIS DESIGN I8 THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = 32.50 ft 3 SP600 * ** future expansion * ** MULTIPLE LOAD CASES. Mean roof height - 21.01 ft, mph = 90 6 BP1D, 4 VV;6.4.2 This truss requires adequate sheathing, as End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 psf 7 20109 PC62 designed by others, applied to the truss End verticals that are extended above or 8 H2402 0 face providing lateral support for webs in below the truss profile (if any) may require 11 GB the truss plane and creating shear wall additional design consideration (by others) 78 WP 20 AZ N NS action to resist diaphragm loads. for lateral forces due to wind or seismic 99 350 Diagonals may be omitted if adequate bracing loads on the building. designed by others, is provided to prevent Panel Lengths ' racking of the truss under lateral loads. This design is valid only if the truss is Std = 0 - 10 - 9 Truss without diagonal web members or fabricated by; adequate sheathing applied to the truss TRUTRUS INC. TOLLESON, ARIZONA 85353 face is designed to support only vertical load as noted. r M CUTTING C O P Y m cn 2-0 -2 -2 2-0 $ 4'rt TYPICAL PLATE : 1.5-4 14 2-1-9 b OVER CONTINUOUS SUPPORT L.HLPK1 2- 1 -10 R.HLPK1 2- 1 -10 L.HLPK2 2 -11- 2 R.HLPK2 2 -11- 2 Scale: 25/32" =1' Another Quality WARNING READ ALL NOTES ON THIS SHEET Date: 8/15/2003 Qt y: 4 Design by GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Dsgnr: JS Chk: TI: BP1D T ru T ru s Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ands and specified locations determined by the TC Live 35.00 psf TC Dead 11.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.16 bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB-91 BC Live 0.00 psf O.C.Spacing 0 -6- 0 Member Wood Truss Council of America Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, BC Dead 5.00 psf Design Spec IBC members only to reduce buckling length. contact building designer. Truss Plate Institute (7P1)- 583 D'Onofrio Dr. - Madison, W153719 Seqn T6.4.2 - 0 TOTAL 51.00 psf R Job Name: JACK IN THE BOX #6030 Truss ID: BP1 D Qty: 4 TC 6x2 DFL #2 BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0" O.C. IRC /IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 -0 -2 1 N If rigid sheathing is not directly attached to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bridging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -This design is valid only If the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 a 1- 01-1313 1I- (F -1t39 2 3 o � 2- -2 I I- 014813 -02 -1139 4 2 5 6 TYPICAL PLATE : 1.5 -4 OVER CONTINUOUS SUPPORT Truswal Systems connector plates are 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned per Joint Detail Reports available from Truswal software. Circled plates and false frame plates are positioned as shown above. This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.01 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std = 0 -10 -9 TRUSWAL SYSTEMS 1101 N. Greet S.W. Pka y., Arlington 7X 76011 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual buildng component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofdo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007 Dsgnr. JS _ J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 Joint Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP2A TC 6x2 DFL 42 BC 6x2 SPF #1/M2-CAN G8L BLK 6x2 SPF 41 /42 -CAN Plating spec : ANSI /TPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. * ** future expansion ** * future expansion * This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the trues under lateral loads. Trues without diagonal web members or adequate sheathing applied to the truss face is design ed to support only vertical load as noted. FU FULL 1 PIy 2 -0-0 L.HLPK1 2- L.HLPK2 3 If rigid IN to the bracing floor applications, is required, THIS DESIGN MULTIPLE End verticals End verticals below the additional for lateral loads on This design fabricated TRUTRUS FRONT 318" CDX 14 6- 6 2 - 11 sheathing is not directly bottom chord, adequate may be required (by 2x6 etrongback at 10' -0" O.C. I8 THE COMPOSITE LOAD CASES. designed for axial that are extended trues profile (if design consideration forces due to wind the building. is valid only if by; INC. TOLLESON, ARIZONA m attached lateral others). For bridging or less. RESULT OF loads only. above or any) may require (by others) or seismic the trues is 85353 rn m al 3 This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Trues Location = Not End Zone Hurricane /Ocean Line = No , Exp Category - C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.00 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Q / 1/ Attach Plywood with Q nails Q Q OC Locations ===== 1 0- 0- 0 4 0- 0- 0 2 1- 3- 3 5 1- 3- 3 3 2- 6- 5 6 2- 6- 5 3 SP600 6 BP2A, 5 W;6.4.2 7 20605 PC62 8 82400 0 11 GB 44 GS 11 F 78 WP 20 AZ N NS 99 350 376 Panel Lengths : Std = 1 - 0 - 15 TYPICAL PLATE : 1.54 CUTTING COPY SUPPORT Scale: 25/32" = 1' 1 ; * ' I I A II 2-0-0 — ■f - -I ch 2 -6 1 on 5 6 OVER CONTINUOUS R.HLPK1 2- 6- 6 R.HLPK2 3- 2 -11 Another Quality Design by T r u T r u s Member Wood T ss Council of America WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and speclfled locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB-91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Instilute (TPI) - 583 D'Onofrio Dr. - Madison, WI 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty: Q 5 TI: BP2A TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: BP2A Qty: 5 Truswal Systems connector plates are per Joint Detail Reports available from TC 6x2 DFL #2 BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSUTPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0" O.C. IRC /IB truss values are based on and ANSI/TPI a d d are report diin IBC documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, Is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. SH FRONT 1 FULL 1PIy 3/8" CDX 2 -0 -0 4 I f rigid sheathing is not directly attached ® to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bodging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 -1- 3x14.4 20 ga. connector plate on the top face of the top chord. j -3t--3 J --5 2 5 2 -6 -5 3 6 TYPICAL PLATE : 1.5-4 OVER CONTINUOUS SUPPORT 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Humcane/Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.00 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std = 1 -0-15 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington 7X 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabdcation. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HI9 -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrto Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_J00001 Dsgnr: JS Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 ma Joint Locations 1 0- 0- 0 4 0- 0- 0 2 1- 2- 7 5 1- 2- 7 3 2- 4 -13 6 2- 4 -13 3 SP600 6 BP2B, 3 VV;6.4.2 7 20413 PC62 8 H2400 0 11 GB 44 GS T1 F 78 WP 20 WZ N NS 99 350 376 Panel Lengths : Std = 1 - 0 - 3 TYPICAL PLATE : 1.5-4 Dust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP2B TC 6x2 DFL i2 If rigid sheathing is not directly attached This truss is designed using the BC 6x2 SPF t1 /412 -CAN ® to the bottom chord, adequate lateral ASCE7 -98 Wind Specification GEL BLK 6x2 SPF )11/42 -CAN bracing may be required (by others). For Bldg Enclosed = Yes Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Truss Location = Not End Zone NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -0" O.C. or less. Hurricane /Ocean Line = No , Exp Category = C * future expansion • THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = 32.50 ft *** future expansion • MULTIPLE LOAD CASES. Mean roof height = 21.00 ft, mph = 90 This truss requires adequate sheathing, as End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 psf designed by others, applied to the truss End verticals that are extended above or face providing lateral support for webs in below the truss profile (if any) may require ,/ ♦• the truss plane and creating shear wall additional design consideration (by others) Attach Plywood with lR nai 8 0 OC action to resist diaphragm loads. for lateral forces due to wind or seismic Diagonals may be omitted if adequate bracing loads on the building. designed by others, is provided to prevent racking of the truss under lateral loads This design is valid only if the truss is Truss without diagonal web members or fabricated by; adequate sheathing applied to the truss TRUTRUS INC. TOLLESON, ARIZONA 85353 face is designed to support only vertical load as noted. 1,- CUTTING COPY SH FRONT i K�, 3 FULL �,, 1PIy 3/8" CDX 2 -0-0 UlliMAIMINVINffililairil 2-0-0 411/11F,1 AI Al - _ ■IifiNIII _ 1 Ai 2-4-13 i j rki I9 3 a OVER CONTINUOUS SUPPORT L.HLPK1 2- 4 -14 R.HLPK1 2- 4 -14 L.HLPK2 3- 1- 8 R.HLPK2 3 -1- 8 Scale: 25/32" = 1' Another Quality Design by Tr u T ru s Member Wood Truss Council ojgmerlea WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar at ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute (TPI) - 583 D'Ono¢io Dr. - Madison, WI 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty: 3 �f TI: BP2B TC Dead 35.00 psf TC Dead 11.00 psf BC Live 0 psf P BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 D.C.$ acin 0- 6- 0 p g Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf • • Job Name: JACK IN THE BOX #6030 Truss ID: BP2B Qty: 3 Truswal Systems connector plates are per Joint Detail Reports available from TC 6x2 DFL #2 BC 6x2 SPF #1/#2 -CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI -1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0" O.C. IRCIIBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed . by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. SH FRONT 1 FULL 1PIy 3/8" CDX 2 -0 -0 1. 4 I f rigid sheathing is not directly attached ® to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bodging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 - 1- 3x14.4 20 ga. connector plate on the top face of the top chord. 2-4 13 TYPICAL PLATE : 1.5-4 - 21 - 7 1 1-2241-13 2 3 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. 6 OVER CONTINUOUS SUPPORT This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.00 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths: Std = 1 -0-3 TRUSWAL ∎∎ Ir SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 !ARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dmensional accuracy. Dimensions are to be vented by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing matenal directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, ' ANSI /TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,' HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at D'Onofdo Drive, Madson, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007 Dsgnr: JS _ J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn 76.4.2 - 0 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 1- 2 -13 5 1- 2 -13 3 2- 5- 9 6 2- 5- 9 3 SP600 6 BP2C, 1 VV;6.4.2 7 20509 PC62 8 H2400 0 11 GB 44 GS T1 F 78 WP 20 WZ N NS 99 350 376 Panel Lengths : Std = 1 - 0 - 9 TYPICAL PLATE : 1.5-4 • Cust: JACK IN THE BOX Job Name: JACK IN THE BOX #6030 W.O. #: 4284 Truss ID: BP2C TC 6x2 DFL 82 If rigid sheathing is not directly attached This trues is designed using the BC 6x2 SPF 81/82 -CAN ® to the bottom chord, adequate lateral ASCE7 -98 Wind Specification GEL BLK 6x2 SPF 81/82-CAN bracing may be required (by others). For Bldg Enclosed = Yes Plating spec : ANSI /TPI - 1995 floor applications, 2x6 strongback bridging Truss Location = Not End Zone NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. is required, at 10' -0" O.C. or less. Hurricane /Ocean Line = No Exp Category = C * ** future expansion * ** THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Length = 56.00 ft, Bldg Width = = 32.50 ft * ** future expansion * ** MULTIPLE LOAD CASES. Mean roof height = 21.00 ft, mph 90 This truss requires adequate sheathing, as End verticals designed for axial loads only. TPI Low Hazard, Dead Load = 16.0 psf designed by others, applied to the truss End verticals that are extended above or face providing lateral support for webs in below the truss profile (if any) may require x �y / � design consideration (by others) Attach Plywood with V nails e OC the truss plane and creating shear wall additional action to resist diaphragm loads. for lateral forces due to wind Diagonals may be omitted if adequate bracing loads on the building. designed by others, is provided to prevent racking of the truss under lateral loads. This design is valid only if Trues without diagonal web members or fabricated by; adequate sheathing applied to the truss TRUTRUS INC. TOLLESON, ARIZONA p ort onl face is designed to support only vertical load as noted. N or seismic the truss is 85353 4. ,I CUTTING COPY c tr l SH FRONT FULL 1PIy 2 -0-0 3/8" CDX 1 — " - IP A AtAl W A Min =I III - -I 2 -0-0 Ail II I —b m rZ 2 -5 r+� m c i tZ 9 )4 J b OVER CONTINUOUS SUPPORT L.HLPK1 2- 5 -10 R.HLPK1 2- 5 -10 L.HLPK2 3- 2 -1 R.HLPK2 3- 2 -1 Scale: 25132" =1' Another Quality Design by T r u T ru s Member Wood Truss Council of America WARNING READ ALL NOTES ON THIS SHEET. GIVE A COPY OF THIS DRAWING TO ERECTING CONTRACTOR. Bracing shown on this drawing is not erection Provisions must be made to anchor lateral bracing bracing, wind bracing, portal bracing or similar et ends and specified locations determined by the bracing which is part of the building design and building designer. Additional bracing of the which must be considered by the building designer. overall structure may be required. (See HIB -91 Bracing shown is for lateral support of truss of TPI). For specific truss bracing requirements, members only to reduce buckling length. contact building designer. Truss Plate Institute ( TPI) - 583 D'Onfrio Dr. - Madison, WI 53719 Date: 8/15/2003 Dsgnr: JS Chk: Qty 1 TI: BP2C TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 O.C.Spacing 0- 6- 0 Design Spec IBC Seqn T6.4.2 - 0 TOTAL 51.00 psf Job Name: JACK IN THE BOX #6030 Truss ID: BP2C Qty: 1 Truswal Systems connector plates are per Joint Detail Reports available from TC 6x2 DFL #2 BC 6x2 SPF #1/#2 - CAN GBL BLK 6x2 SPF #1/#2 -CAN Plating spec : ANSI/TPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 6.0 " O.C. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. This truss is designed to carry a max Top chord load of 669 PLF Vertical. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. SH FRONT 1 FULL 1PIy 3/8" CDX 2 -0 -0 4 N If rigid sheathing is not directly attached to the bottom chord, adequate lateral bracing may be required (by others). For floor applications, 2x6 strongback bridging is required, at 10' -0" O.C. or less. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. — This design is valid only if the truss is fabricated by TRUTRUS INC. TOLLESON, ARIZONA 85353 — 1-3x14.4 20 ga. connector plate on the top face of the top chord. 2 2 -5-9 I I - 24-13 �I -71 -1319 3 6 10 2 -0 -0 i I -21 13 j- 2-'169 TYPICAL PLATE : 1.5-4 OVER CONTINUOUS SUPPORT 20 ga. unless shown by "18" (18 ga.), "H" (16 ga.), or "MX" (high strength 20 ga.), positioned Truswal software. Circled plates and false frame plates are positioned as shown above. This truss is designed using the ASCE7 -98 Wind Specification Bldg Enclosed = Yes Truss Location = Not End Zone Hurricane /Ocean Line = No , Exp Category = C Bldg Length = 56.00 ft, Bldg Width = 32.50 ft Mean roof height = 21.00 ft, mph = 90 TPI Low Hazard, Dead Load = 16.0 psf Panel Lengths : Std = 1 -0-9 8/20/2003 TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual birthing component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. Cust: JACK IN THE BOX WO: Drive_G_4284_L00007_ Dsgnr: JS J00001 Chk: TC Live 35.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 51.00 psf DurFacs L =1.15 P =1.15 Rep Mbr Bnd 1.15 0.C.Spacing 0- 6- 0 Design Spec IBC Seqn 76.4.2 - 0 SNOW DRIFT DIAGRAM SNOW DRIFT DIAGRAM AllIBMIIIMis�s2111111/ \\ \ \\ s\\\\\\ 36 PSF :....... ............... 0 PSF 48 PSF '' ' :: ' '' : ' : ' :. : :•: 0 PSF T-0" 9'-3" //, /I, Airrummro�mniwzr AllIBMIIIMis�s2111111/ \\ \ \\ s\\\\\\ • \ \\ \ \\ O O 32" X ✓ SPACES g 32" OC = 13' -4" 25' -lS's" (2) RIA s (t a. N a (2) RIA AC -2 2200* \ MEG? 200" 1 TYP. DIAGRAM 34' -2" r; a 1- 100D\ 920* \ .1 i ( EF -2 rte - -- / 500r' \ \ `< 1 HOOD 640° fl J 4 56' -0" TiRUSS PLACEMENT D 1,4 SCALE: Y4'.1 x2 BLOCKING PANELS FRONT VIEW SIDE VIEW VARIES -SEE TRUSS CALL FRONT VIEW V,4RIES -SEE TRUSS CALC E3P1 SERIES PANEL 3=3P2 SERIES PANEL SIDE VIEW y ,� NOTE: ONLY BP2 SERIES BLOCKING PANELS ARE SHEATHED WITH 3 /s" PLYWOOD ATTACHED TO BLOCKING PANEL WITH ad AT 6" ON- CENTER ALL BLOCKING PANELS HAVE BEEN FABRICATED WITH DOUG -FIR TOP CHORDS TO CONFORM TO SPECIFIC GRAVITY REQUIREMENTS. ALL BLOCKING PANELS HAVE BEEN FABRICATED WITH A MARKED TOP CHORD AND MUST BE INSTALLED RIGHT SIDE UP ON THE BUILDING. A LATERAL BRACING 2x4 "3 OR BETTER CONTINUOUS LATERAL BOTTOM CHORD BRACING. THE MAXIMUM ROW SPACING = 10' -0" OC. FASTEN TO EACH TRUSS WITH (2) 10d NAILS. BRACING 15 NOT REQUIRED IF A RIGID CEILING 15 ATTACHED DIRECTLY TO TI-4E BOTTOM CHORD. II SPACES " 32" OC = 29' -4" I8' -8 /s" RED END 7146 DAY eXILT 1.) ALL DIMENSIONS ARE TRUTRUS INTERPRETATIONS OF THE PLANS SUPPLIED TO TRUTRUS FOR THIS PROJECT, PLAN DATE: 1/I/03. (SHEET 41.0). PLEASE VERIFY THAT THE ABOVE PLAN DATE IS ADEQUATE FOR USE. 2.) ALL DIMENSIONS TO TRUSSES ARE TO FACE OF TRUSS AS REFERENCED BY X OR XX, OTHERWISE CENTERLINE. 3.) ALL BEAM - CENTERLINES ALIGN WITH CENTERLINE OF WALL, AND /OR CENTERLINE OF COLUMNS, UN.O. 4,) ALL DIMENSIONS TO WALLS ARE TO FACE OF WALL, U.N.O. 5.) ALL 6X BEAMS AND GLB'S, SUPPLIED BY OTHERS. 6.) ALL BLOCKING, FRAMING ANCHORS AND OTHER MISC. ITEMS NOT SPECIFICALLY MENTIONED ON THE MATERIAL LIST, SHALL BE SUPPLIED BY OTHERS. I.) ALL TRUSSES ARE .5/12 TOP CHORD PITCH AND SPACED 32" O.G. 8.) ALL TRUSSES ARE FLAT BOTTOM CHORD PITCH. 9.) ALL LATERAL BRACING MATERIAL, WHERE REQUIRED, SHALL BE SUPPLIED BY OTHERS. (3 -ROWS SPACED 8' -Ii" OC) 0 FRAMING BY OTHERS (9 RIDGE LINES O 3 3 -ROWS OF 2x4 LATERIAL BRACING SPACED AT 8' -1i" OC. (BY OTHERS) O 4 MONITOR LOADS (100* BELOW) 5 ADDITIONAL PARAPET LEG ATTACHED NEXT TO INTEGRAL PARAPET LEG. ATTACH WITH 16d NAILS AT 12" OC. SEE DIAGRAM FOR LOCATION. O ADDITIONAL PARAPET LEG MATERIAL SUPPLIED IN THESE AREAS. SEE DETAILS FOR ADDITIONAL INFORMATION. 0 PIA 2A BP2A NOTIFICATION: PROMPT NOTIFICATION MUST BE GIVEN TO TRUTRUS WHEN ANY DIFFICULTY ARISES IN THE FIELD THAT WILL REQUIRE "ON SITE" REPAIR OR REBUILDING OF ANY PRODUCTS SUPPLIED BY TRUTRUS. THIS NOTIFICATION CAN BE GIVEN EITHER TO A TRUTRUS SALESMAN HANDLING THE ACCOUNT, OR BY CALLING THE TRUTRUS ENGINEERING DEPARTMENT (PHOENIX 602 252 - 1"1'2 OF TOLL FREE 800 4 1.3 %',99F INVESTIGATION: TRUTRUS WILL HAVE A REPRESENTATIVE AT THE JOB SITE NO LATER THAN THE DAY AFTER BEING APPRAISED TO FULLY INVESTIGATE THE DIFFICULTY. IF IT IS AN EMERGENCY SITUATION THAT MUST BE HANDLED IMMEDIATELY, IT WILL BE TREATED IN JUST THAT MANNER, AND TRUTRUS WON'T DELAY YOUR BUILDING PROGRAM. HOWEVER, DO NOT PROCEED WITH REWORKING THE PRODUCT IN ANY WAY FOR WHICH YOU ANTICIPATE REIMBURSEMENT WITHOUT REQUESTING AUTHORIZATION FROM TRUTRUS. JOB SITE REWORKING: TRUTRUS NOT ONLY WANTS, BUT INSISTS ON HAVING THE OPPORTUNITY TO RECTIFY OUR MISTAKES WITH OUR OWN PEOPLE PERFORMING THE WORK. BY FOLLOWING THIS PROCEDURE WE GET AN IMMEDIATE FEEDBACK AS TO PRECISELY WHAT HAPPENED, AND WHAT MUST BE DONE TO PREVENT ITS FUTURE RECURRENCE. WE NAVE QUALIFIED PEOPLE TO PERFORM THIS SERVICE, AND ASSURE YOU THAT TRUTRUS WILL COMPLETE ANY ON -SITE REMODELING WITHIN A PERIOD OF TIME MUTUALLY AGREED UPON AS BEING ACCEPTABLE. IF AN EMERGENCY SITUATION EXISTS REQUIRING IMMEDIATE ACTION IN ORDER TO KEEP THE JOB RUNNING ON SCHEDULE, TRUTRUS MUST BE CONTACTED FOR AUTHORIZATION FOR CUSTOMER TO CORRECT. AT THIS TIME THE BUILDER'S REPRESENTATIVE SHOULD BE IN A POSITION TO SPECIFY EXACTLY WHAT OCCURRED AND THE NUMBER OF HOURS THAT WILL BE REQUIRED TO RECTIFY. THIS INFORMATION WILL THEN BE RECORDED BY TRUTRUS, NOTING THE DATE, THE JOB SITE ADDRESS, AND SPECIFIC PROBLEM, AND THE TIME ALLOTTED FOR REPAIR WHEN TRUTRUS AGREES TO PERMIT CUSTOMER TO PERFORM JOB SITE RE WORK, CUSTOMER WILL BE GIVEN A THREE DIGIT CONTROL NUMBER THE CONTROL NUMBER, AND THIS NUMBER ONLY, 15 YOUR AUTHORIZATION TO PERFORM REIMBURSABLE WORK. WORK PERFORMED BY CUSTOMER WITHOUT CONTROL NUMBER WILL NOT BE REIMBURSED BY TRUTRUS. BY FOLLOWING TI-415 METHOD, FUTURE DISAS.,cREEMENTS WILL BE ELIMINATED. REVIEWED 0 REVISE AND RESUBMIT 0 REJECTED 0 MAKE CORRECTIONS AS NOTED Vender is entirely responsible for performance of his productls). Corrections or comments made on the shop drawings clung this review do not relieve contractor from cornpkance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimension; selecting fabrication processes and techniques of construction: coordinating his work with that of a trader, and performing his work in a sat satisfactory manner. Lewis ft Van Meet Inc. Commit* Engineers G 2 5 2Ot 2x GENERAL NOTES: D IACRAM NOTES LOCKING PANELS 1D 1B BP1B 2B BP2B 1C BPIC 2C BP2C CUSTOMER SERVICE POL ICY • WIND DESIGN LOADS BASIC WIND SPEED 90 MPI-4 WIND EXPOSURE _ C _ BUILDING HEIGHT 20' -0 " BP1D ROOF DESIGN LOADS DESIGN CODE 115C00 LIVE LOAD 35PSF DEAD LOADS VC __ 1 JPSF B /C__ PSF STRESS INC.1 % T.L. DEFL /240 J tQ w t-- 4 0 d) V C CO • N CO co • co co O O co z U U <4w arU) X in 1- z DRAWN BY DATE 8/5/03 CHECKED APPROVED JOB NO. &030 SHEET 1 OF AUTOCAD 2000 JOB TITLE: JAcK CUSTOMER:JACK IN THE BOX