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2007-041 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building &Codes (518) 761-8256 CERTIFICATE (')IF COMPLIANCE Permit Number. P20070041 Date Issued: Tuesday, February 05, 2008 This is to certify that work requested to be done as shown by Permit Number P20070041 has been completed. Tax Map Number. 523400-288-020-0001-020-000-0000 Location: 1172 STATE ROUTE 9 Owner. GREAT ESCAPE THEME PARK LLC Applicant: TORNADO This structure may be occupied as a: Amusement Ride By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Compliance DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Planning Board or Zoning Board of Appeals. Director of Building&Code Enfor-c ment TOWN OF QUEENSBURY (Et 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20070041 Application Number. A20070041 Tax Map No: 523400-288-020-0001-020-000-0000 Permission is hereby granted to: GREAT ESCAPE THEME PARK LLC For property located at: 1172 STATE ROUTE 9 in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queens bury Zoning Ordinance. Owner Address: GREAT ESCAPE THEME PARK L Type of Construction Value PO BOX 543185 Amusement Ride $1,000,000.00 DALLAS, TX 75354-3185 Total value $1,000,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans &Specifications 2007-041 TORNADO/WATERSLIDE AT GREAT ESCAPE THEME PARK Cross Ref. SPR 44-2006 $280.00 PERMIT FEE PAID- THIS PERMIT EXPIRES: Wednesday, February 20, 2008 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To eensb T�e�r>d , February 20, 2007 SIGNED BY for the Town of Queensbury. Director of Building& de E orcement ..; ~''' , Building Permit Applicationb ,~ Town of Queensbury - Dept of Community Development, 742 Bay Road, Queens ury (518) 761-8256 ^~w' A permit must be obtained before beginning construction. No inspection will be made until applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant• ~~~ ~~ ~S C~ ~ Address:. c~'L.- l~q ~"'~ o,,r- Phone # (sY~) ?t'' - ° Permit File No, Fee Paid $ ,~~ Rec. Fee Paid $ ___._.r Reviewed By: ~„u~~v.~csURY ~~, ~2 ~.~-- €-s~~o-~BUILDING AND CODE (?caner: Address: + ~ ~ t '~' ~' u.~'S~S Q cr.r-7 ~ / 2 w Phone#(g1~) ~fL _ ~T~'o - -_ ~ Pro Location: Lot Number: /House Number ~~ ~' Tax Map Number. 52g~~°-~~ -aZo-°°°~ ~ aza Subdivision Name: 0 D O v O New Building: residence /commercial Addition: residence / commercial Alteration: residence / commercial No change to exterior siu: residence / com'1 Chec1 Beio~s v O O 0 pdo ooD Estimated Market Value of Construction: $ ~ If as Addition, what will use of new addition be? Will say second-haad or ungraded lumber be used? If so, for what? Type of Heating System: electric / oil /gas /wood /forced hot air I baseboard /other: Number of ~rgv aces to be installed ~ . , Number of Woo st v to be installed (~' List below the person(s) responsible for supervision of work as regards to building codes: Name '~ Address Phone Number RE~~IVEL~ F~~i'1, ~ What is the proposed height of the strnctare ,_ feet inches Foundation Inspection Rep6rt Office No. (518} 761-8256 Date lns~ requ i Queensbury Building ~ Code Enforcement Arrive: pm Dep~_ ~i'am/pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Ini ' ` NAME: ~RMIT #: ~/ LOCATION: "` INSPECT ON: ° TYPE OF STRUC _. Footings Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from fi~aezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Wateiproofmg Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Baclcfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. ~tih~ ~ \ 'Pl~~- 5 vb~~- L:~Building & Codes Forms~Building & Codesunspectlor- Forms~Foundaiion Inspec3ion Report.doc Last printed 12/20/2005 9:24:00 AM ~ ~~~ Foundation Inspection Re Qifice No. (518) 761-8256 Date Inspec Queensbury Building 8c Code Enforcement Arrive: 742 Bay Rd., Queensbury, NY 12804 Inspector's NAME: LOCATION: TYPE OF STRUC 3~/S~~ epart: m/pm #: __4~~~____L.l ' ON: ~D Comments Piers onolith c Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placemeirt of the concrete. Materials for this se on site. Foundation / Wallpour Reinfom~ement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. Q~-~ ~~ ~~o~ L:\8ufiding & Codes Forms\Building & C,odes\Inspection Forms\Founclaiion Inspedlon Report.cbc Last printed 12/20/2005 9:24:00 AM ~_ ~~~ l ~ undation tion Re Office No. (518) 761-825/ Date In Queensbury Building & ode Enforcement Arrive: 742 Bay Rd., Queensbury, NY 12804 Inspect NAME: ~(~e LOCATION: TYPE OF STRUCTURE: 3~Z~~b~ -' ~' INSPECT ON: 2 ~y ~ ~~~~~~ ~ \ ~ ,~ ~ Commeata ~f Footings i Monol' is Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior 1 Exterior R- Rough Grade 6 inch drop within 10 ft. F 2 Lys ~ ~~ L:\Buiiding & Codes Forms\Building & GodeSure~Ctlon FOrms\Fouridatlon Inspection itep0rt.doC Last printed 12/20/2005 9:24:00 AM Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building & Code Enforcement Arrive: am/p Depart: am/pm 742 $ay Road, Queensbury, NY 12804 Inspector's Initials: J NAME: ~ ~sc~ _ ~rK~ LOCATION: Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throu Roof 6" /Roof Cora lete Exterior Finish /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guardrails 42 in. Platform /Decks Interior /Exterior Banisters 4 in. S acin Platform /Decks Stair Handrai134 in. - 38 in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 s . ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re uired Exits At Grade Or Platform 36 w x 44" 1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Re lator 18" Above Grade Floor Bathroom Waterti t /Other Floors Oka Relief Valve, Heat Trap /Water Temp. 110 Degrees Maximum - or Fire Extinguishing System closure 1 hr E / F . n urnace Boiler Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 '/: doors > 10% > 1000 s . ft. 3/< Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re uired Elevator O eration and Si a e /Shaft Seated Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkir- Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" Handicapped Ramp /Handrails Continuous/12 in. Beyond [Both sides] Active Listenin S stem and Si a e Assembl S ace Final Electrical Site Plan /Variance re uired Final Surve ,New Structure /Flood Plain certification, if re . As-built Se tic S stem La out Re uired or On File Buildin Number or Tenant Address on Buildin or Drivewa Water Fountain or Cooler Buildin Access All Sides b 20' / Driveable Surface 20' wide Oka To Issu r Permanent C/O C/C PERMIT #: G7J DATE: Z _. COMMENTS: ~/ `.r-L/ 2~e.~/ ~. ~ ~,eJ~ Oka To ue L:\Buildin s Forms\Building & Codes\Inspection Forms\Commercial Final Inspection Report.doc ~~ ~~~ Contract Eastern New York Office Drilling PO Box 2199 Ballston Spa, NY 12020 and Phone: (518) 899-7491 518) 899-7498 F Testing ax: ( INSPECTOR'S DAILY REPORT Date: March 12, 2007 Project: Tornado Water Slide @ The Great Escape -Lake George, NY Day Client: The Great Escape Theme Parks SJB Proj. AT-07-004 Weather No.. Bldg./Area Footers F3/F4 Report No.: DS-031207 Temp. Contractor Rozeli Industries Contract No.: Wind Humidity ~M T W T F S I Brice Clear Overca Rain Snow r To 32 32-50 50-70 70-85 85 up Still Moiler High Report No. Dry Moiler Humid DS-031207 r OBSERVATIONS This representative of SJB Services was on site in the p.m. to test and sample concrete for footers F3 and F4. Tested and sampled concrete fora 55 yard pour. Tested concrete and fabricated test cylinders. See Also (Test Report Nos.): Concrete Field Observation Report #C-031207 Inspector Darrell Roeters Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)758-7182 (585)359-2730 Syracuse, NY (315)696-7359 .,.,: Eastern New York Office Contract P.O. Boz 2199 Drilling Ballston Spa, NY 12020 and Testing Phone: (518) 899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Tornado Waterslide @ The Great Escape -Lake George, NY Report No.: C-031207 Client: The Great Escape Theme Parks Date: March 12, 2007 Contractor: Rozell Industries Job No.: AT-07-004 Concrete Sup plier: Clemente Latham Mix No.: 1031-21 Weattuar: Partly Sunny Air Temp: AM 38° PM General Placement Location: Footers F3/F4 Sheet: 1 of 1 TIME WATER DATA al. / d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Discha a Em In A Added: Plant + Feld Actual Total Design Total Slump in. % Air Conc. Tem . S cimen Set No./Remarks 1 0512 216 11 12:01 12:49 1:07 5 3.5 2.1 60 Set #1 2 0513 163 11 12:22 1:11 1:23 3 0516 206 11 1:07 1:42 2:00 10 4 0514 95 11 12:47 2:04 2:17 5 0519 203 11 1:44 2:24 2:45 5.0 2.6 55 Set #2 I ASTMPrOCedureS 11:74311:Y311G1U641 REMARICS• 4000 psi preheat 8 oz. Calcium chloride. CUBIC YARDS PLACED: 65 REJECTED: 0 TECHNICIAN: Darrell Rosters COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da s Load (Ibs.) Fracture T Compressive Stren th si 1 1273 6.0 28.27 3/19 7 132,500 A 4760 1274 4/9 28 1275 4/9 28 1276 z 1277 6.0 28.27 3/19 7 119,500 A 4230 1278 4/9 28 1279 4/9 28 1280 Specifiption Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested In accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: 3113/2007 FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES, INC. B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E = COIUmnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract Eastern New York Office Drilling P.O. Box 2199 and Ballston Spa, NY 12020 Testing Phone: (518) 899-7491 Fax: (518) 899-7496 TRANSMITTAL Date: March 8, 2007 NAME: The Great Escape Theme Parks LLC ADDRESS: P.O. Box 511 Lake George, New York 12845 ATTENTION OF: Dave Myers RE: Tornado Waterslide SJB PROJECT NO.: AT-07-004 Lake George, New York WE ARE SENDING YOU: (X) Herewith ( ) Under Separate Cover (X) Reports ( ) Subsurface Logs ( ) Brochures ( ) Drawings ( ) Samples ( )Other No. Copies Title or Description 1 Compaction Test Report 1 Particle Size Distribution Report THESE ARE (X) FOR YOUR INFORMATIOP ( ) PER YOUR REQUEST ( ) OTHER i?FMARKR SENT BY: (X) FIRST CLASS MAIL ( ) AIRBORNE EXPRESS ( ) MESSENGER ( ) CERTIFIED MAIL # _ ( ) OTHER Buffalo, NY (716)649-8110 Cortland, NY (607)758-7182 Rochester, NY (585)359-2730 VERY TRULY YOURS, SJB Services, Inc. 1 Herv lavota Testing Services Manager Syracuse, NY (315)696-7359 Particle Size Distribution Report _~ N 5 G C 1U0 90 80 70 1.1- W 60 1Z1' 1.V Z 50 W U a a0 30 20 I 10 0 GRAIN SIZE - mm COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 25.0 72.8 2.2 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 3 in. 100.0 2 in. 94.1 3/4 in. 83.7 1/4 in. 76.0 #4 75.0 #10 68.6 #40 34.7 #100 6.5 #200 2.2 Soil Description Sand with gravel Atterbera Limits PL= LL= PI= Coefficients D85= 22.0 Dgp= 1.16 D50= 0.739 Dap= 0.365 D~5= 0.222 Dip= 0.181 C~= 6.42 C~= 0.63 Classification USCS= SP AASHTO= Remarks (no specification provided) Sample No.: 7-016 Source of Sample: Date: 02-27-07 Location: Native Elev./Depth: S~ ~ Client: Great Escape Theme Parks, LLC Project: The Great Escape Tornado Waterslide SERVICES I N C ^ Project No:lleAT 07y004Y Sam le No. 7-016 f° N t~ ~ ~O !~ ~ i 0 ! ~ 0 f0 h i! o a o X X X i nn 1 n o 1 0 1 0. 1 0. 01 0.001 COMPACTION TEST REPORT 118 116 114 w U a .y C ~' 112 110 108 0 2 4 6 8 10 12 Water content, Test specification: ASTM D 698-78 Method D Standard Elev/ Classification Nat. % > % < Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 SP 16.3 2.2 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 115.3 pcf Optimum moisture = 6.5 Sand with gravel Project No. AT-07-004 Client: Great Escape Theme Parks, LLC Project: The Great Escape Tornado Waterslide Queensbury, NY • Location: Native Remarks: COMPACTION TEST REPORT SJB SERVICES INC. Sample No. 7-016 MOISTURE DENSITY TEST DATA Client: Great Escape Theme Parks, LLC Project: The Great Escape Tornado Waterslide Queensbury, NY Project Number: AT-07-004 Specimen Data Source: Sample No.: 7-016 Elev. or Depth: Sample Length (in./cm.): Location: Native Description: Sand with gravel USCS Classification: SP AASHTO Classification: Natural Moisture: Liquid Limit: Plasticity Index: Testing Remarks: Percent retained on 3/4 in. sieve: 16.3 Percent passing No. 200 sieve: 2.2 Specific gravity: Test Data And Results Type of test: ASTM D 698-78 Method D Standard 118 116 114 112 110 108 0 4 8 12 POINT NO. 1 2 3 4 5 WM + WS 22.88 23.56 23.01 23.35 23.58 WM 14.36 14.36 14.36 14.36 14.36 WW+T 188.77 168.34 180.99 220.80 234.16 WD+T 184.98 160.58 176.26 212.65 223.67 TARE 60.90 61.37 61.49 61.26 61.40 MOIST 3.1 7.8 4.1 5.4 6.5 MOISTURE 3.1 7.8 4.1 5.4 6.5 DRY DEN 110.1 113.6 110.8 113.7 115.3 Max dry den= 115.3 pcf Opt moisture= 6.5 SJB Services, Inc. GRAIN SIZE DISTRIBUTION TEST DATA Client: Great Escape Theme Parks, LLC Project: The Great Escape Tornado Waterslide Queensbury, NY Project Number: AT-07-004 Sample Data Source: Sample No.: 7-016 Elev. or Depth: Location: Native Description: Sand with gravel Date: 02-27-07 PL: USCS Classification: SP Testing Remarks: Sample Length (in./cm.): LL: PI: AASHTO Classification: Mechanical Analysis Data Sieve Size, mm Percent finer 3 inch 76.200 100.0 2 inch 50.800 94.1 3/4 inch 19.050 83.7 1/4 inch 6.350 76.0 # 4 4.750 75.0 # 10 2.000 68.6 # 40 0.425 34.7 # 100 0.150 6.5 # 200 0.075 2.2 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200 ~ COBBLES = 0.0 ~ GRAVEL = 25.0 ~ SAND = 72.8 ~ FINES = 2.2 D85= 22.01 D60= 1.16 D50= 0.74 DgO= 0.37 D15= 0.22 Dlp= 0.18 Cc= 0.6337 Cv,= 6.4246 SJB Services, Inc. Contract Drilling and Testing ~`~ ..~ .. T~tAI~~~~,„~oJRY gtJIC.DING AND CODE Eastern New York Office P.O. Box 2199 Ballston Spa, NY 12020 Phone: (518) 899-7491 Fax: (518) 899-7496 Date: Apri12, 2007 NAME: The Great Escape Theme Parks LLC AnnRESS: P.O. Box 511 Lake George, New York 12845 ATTENTION OF: Bob Culver RE: Tornado Waterslide Lake George, New York VVE ARE SENDING YOU: (X) Herewith SJB PROJECT NO.: AT-07-004 (X) Reports ( ) Subsurface Logs ( ) Drawings ( ) Samples ( ) Under Separate Cover ( ) Brochures ( )Other No. Copies Title or Description 1 Concrete Field Observation Report 1 Inspector's Daily Report THESE ARE (X) FOR YOUR INFORMATIOP ( ) PER YOUR REQUEST ( ) OTHER REMARKS: SENT BY: (X) FIRST CLASS MAIL ( ) AIRBORNE EXPRESS ( ) MESSENGER ( ) CERTIFIED MAIL # _ ( ) OTHER VERY TRULY YOURS, SJB Services, Inc. Herv Glavota Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY Syracuse, NY (716)649-8110 (607)758-7182 (585)359-2730 (315)696-7359 Contract Drilling and Testing Eastern New York Office PO Box 2199 Ballston Spa, NY 12020 Phone: (518) 899-7491 Fax: (518)899-7496 INSPECTOR'S DAILY REPORT Project: Tornado Water Slide @ The Great Escape -Lake George, NY Date: March 26, 2007 Day S M T W T F S Client: The Great Escape Theme Parks SJB Proj. AT-07-004 Weather No.. Bldg./Area Report No.: DS-032607 Temp. Contractor Rozell Industries Contract No.: Wind Humidity Brite Clear Overp Rafn Snow To 32 32-50 50-70 70-65 85 up Still Moiler High Report No. Dry Moiler Humid DS-032607 r OBSERVATIONS This representative of SJB Services was on site in the a.m. to test concrete and fabricate test cylinders during a p.m. pour. Tested concrete and fabricated test cylinders. See Also (Test Report Nos.): Concrete Field Observation Report #C-032607 Inspector Bernie Hassett Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)758-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract DHlling and Testing Eastern New York Office P.O. Box 2199 Ballston Spa, NY 12020 Phone: (518) 899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Protect: Tornado Waterslide Cd1 The Great Escape -Lake George NY Report No.: C-032607 Gient: The Great Escape Theme Parks Date• March 26 2007 Contractor: Rozell Industries .lob No.: AT-07-004 Concrete Supplier: Clemente Latham Mix No • 1031 21 weather: Rain AirTem .:AM PM 42 General Placement Location: Peers -Northeast End of Site Sheet. 1 of 1 TIME WATER DAT A al. Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump in. 96 Air Conc. Tem S amen Set NoJRemarks 1 0643 205 5 11:55 12:27 12:46 10 3.5 8.0 74 Set #1 I ASTM Procedures I C143 I C231 I C10641 REMARKS: 4000 psi -preheat. Concrete placed by pump truck. Sampled at truck chute. CUBIC YARDS PLACED: 5 REJECTED: 0 TECHNICIAN: Bernie Hassett COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da Load lbs. Fracture T Compressive Stren th i 1 1336 6.0 28.27 4/2 7 105,000 A 3710 1337 4123 28 1338 4/23 28 1339 Specfication Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: a~27noo7 FRACTURE TYPE: RBSpectfUlly submitted, A =Cone SJB SERVICES, IN B =Cone and Split C =Cone and Shear D =Shear Herv GWvota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract Eastern New York Office Drilling P.O. Box 2199 and Ballston Spa, NY 12020 Testing Phone: (518) 899-7491 Fax: (518) 899-7496 TRANSMITTAL Date: March 23, 2007 NAME: The Great Escape Theme Parks LLC AnnRESS: P.O. Box 511 Lake George, New York 12845 ATTENTION OF: Bob Culver RE: Tornado Waterslide Lake George, New York VVE ARE SENDING YOU: (X) Herewith SJB PROJECT NO.: AT-07-004 (X) Reports ( ) Subsurface Logs ( ) Drawings ( ) Samples ( ) Under Separate Cover ( ) Brochures ( )Other No. Copies Title or Description 1 Concrete Field Observation Report THESE ARE (X) FOR YOUR INFORMATIOP ( ) PER YOUR REQUEST ( ) OTHER REMARKS: SENT BY: (X) FIRST CLASS MAIL ( ) AIRBORNE EXPRESS ( ) MESSENGER ( ) CERTIFIED MAIL # _ ( ) OTHER Buffalo, NY (716)649-8110 Cortland, NY (607)758-7182 Rochester, NY (585)359-2730 VERY TRULY YOURS, SJB Services, Inc. Herv G avota Testing Services Manager Syracuse, NY (315)696-7359 CONCRETE FIELD OBSERVATION REPORT .Project: Tornado Waterslide Cd1 The Great Escape -Lake George NY Report No • C-031507 Client. The Great Escape Theme Parks Date• March 15 2007 Contractor: Rozell Industries Job No.: AT-07-004 Concrete Sup plier, Clemente Latham Mix No • 1031-21 Weather: Overcast _ Air Temp • AM PM 45 General Placement Locatlon: Columns TCi, TC2 TC3, TC4 TL1, TL2 TL3 Sheet: 1 of 1 TIME WATER DATA I.) / d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump in. % Air Conc. Tem . S amen Set No./Remarks 1 0557 203 7 12:22 1:00 2:05 15 4.5 7.0 75 Set #1 2 0558 205 6.5 12:53 2:10 2:40 4.0 7.2 73 REMARKS: Eastern New York Office Contract P.O. Box 2199 Drilling Ballston Spa, NY 12020 and Testing Phone: (518) 899-7491 Fax: (518) 899-7496 I ASTM Procedures I C143 I C231 I C1064 I CUBIC YARDS PLACED: 13.5 REJECTED: 0 TECHNICIAN: Herv Giavota COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da s Load (Ibs. Fracture T Compressive Stren si 1 1286 6.0 28.27 3122 7 97,000 A 3430 1287 4112 28 1288 4112 28 1289 Specfication Requirement at 28 days 4(100 Cylinder Size: 8' x 12" unless otherwise noted Sampled in accord with ASTM G172 Tested in accord with ASTM C-39 Cast in accord with ASTM G31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: 311s/zoo7 FRACTURE TYPE: Respecttuliy submitted, A =Cone SJB SERVICES, INC. B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E = Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract Drilling [~ /'+ I ~ ~ ~' I ~ Eastern New York Office ~ L.~ 5 P.O. Box 2199 and Ballston Spa, NY 12020 Testing ~ . ~ } Phone: (518) 899-7491 T()~UfV Vr- ~,~u~~~v:y~,~.IFlY Fax: (518) 899-7496 BUICDIdVG AND CODE TRANSMITTAL Date: March 30, 2007 NAME: The Great Escape Theme Parks LLC ADDRESS: P.O. Box 511 Lake George, New York 12845 ATTENTION OF: Bob Culver RE: Tornado Waterslide Lake George, New York WE ARE SENDING YOU: (X) Herewith SJB PROJECT NO.: AT-07-004 (X) Reports ( ) Subsurface Logs ( ) Drawings ( ) Samples ( ) Under Separate Cover ( ) Brochures ( )Other No. Copies Title or Description 1 Concrete Field Observation Report 1 Inspector's Daily Report THESE ARE (X) FOR YOUR INFORMATIOP ( ) PER YOUR REQUEST ( ) OTHER REMARKS: SENT BY: (X) FIRST CLASS MAIL ( ) AIRBORNE EXPRESS ( ) MESSENGER ( ) CERTIFIED MAIL # _ ( ) OTHER VERY TRULY YOURS, SJB Services, Inc. - ,~r Herv Glavota Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY Syracuse, NY (716)649-8110 (607)758-7182 (585)359-2730 (315)696-7359 Contract Eastern New York Office Drilling PO Box 2199 Spa, NY 12020 Ballston and ( P Fax '($18)j899 7496 Testing INSPECTOR'S DAILY REPORT Date: March 16, 2007 S M T W T F S Day / Project: Tornado Water Slide @ The Great Escape -Lake George, NY AT-07-004 Weather Brite Clear Overca Rain Snow / Client: The Great Escape Theme Parks NJo6 Proj. To 32 32.50 50-70 70-85 85 up Report No.: DS-031607 Temp. / Bldg.lArea Footer Wlnd Still Moder High Report No. Contract No.: / Contractor Rozelllndustries Moiler Humid DS-031607 Humidity °ry OBSERVATIONS This representative of SJB Services was on site in the a.m. to test and sample concrete for footer F2. Tested and sampled concrete fora 3 yard pour. Tested concrete and fabricated test cylinders. See Also (Test Report Nos.): Concrete Field Observation Report #C-031607 Inspector Darrell Roeters Cortland, NY Rochester, NY Buffalo, NY (607)758-7182 (585)359-2730 (716)649-8110 Syracuse, NY (315)696-7359 Contract Drilling and Testing Eastern New York Office PO Box 2199 Ballston Spa, NY 12020 Phone: (518) 899-7491 Fax: (518) 899-7498 INSPECTOR'S DAILY REPORT Project: Tornado Water Slide @ The Great Escape -Lake George, NY Client: The Great Escape Theme Parks SJB Proj. AT-07-004 No.. Bldg./Area Report No.: DS-032207 Contractor Rozell Industries Contract No.: Date: March 22, 2007 Day S M T W T F S Weather Temp. Wind Humidity Brite Clear Overca Rain Snow To 32 32-50 50-70 70-85 65 up Still Moder High Report No. r Dry Moder Humid DS-032207 r OBSERVATIONS This representative of SJB Services was on site in the p.m. to test concrete and fabricate test cylinders during a p.m. pour. Tested concrete and fabricated test cylinders. See Also (Test Report Nos.): Concrete Field Observation Report #C-032207 Inspector Bernie Hassett Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)758-7182 (585)359-2730 Syracuse, NY (315)696-7359 Eastern New York Office P.O. Box 2199 Contract Ballston Spa, NY 12020 Drilling and Phone: (518) 899-7491 Testing Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Tornado Watersiide The Great Esca a -Lake Geor a NY Re ort No.: C-031607 Pro ect: Date: March 16, 2007 Client: The Great Esca a Theme Parks Job No.: AT-07-004 Contractor: Rozelllndustries Mix No.: 1031-21 Concrete Su Tier: Clemente Latham Air Tem .: AM 32 PM weather: Overcast Sheet: 1 of 1 General Placement Location: Footer F-2 WAT I ER DATA al TIME . Load No. 1 Ticket No. 0569 Truck No. 205 Cubic Yards 3 Batched 7:57 Start Dischar a 8:27 Em 8:32 In A Added: Plant + Field Actual Total Design Total Slump in. 5.00 ~ Air 6.1 Conc. Tem . S imen Set No.IRemarks Set #1 ASTM Pro cedures C143 C231 C1064 REMARKS: 4000 CR reheat. CUBIC YARDS PLACED: 3 REJECTED: 0 TECHNICIAN: Darrell Rosters COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da s Load lbs. Fracture T e Compressive Stren th si 1 1294 6.0 28.27 3/23 7 144,500 A 5110 1295 4/13 28 1296 4/13 28 1297 4000 Specification Requirement at 28 days Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB services TRANSPORTATION BY: SJB Services DATE RECEIVED: 3N 9/2007 FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES,1 / 6 B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract DHIIing and Testing Eastern New York Office P.O. Box 2199 Ballston Spa, NY 12020 Phone: (518) 899-7491 Fax: (518)899-7498 CONCRETE FIELD OBSERVATION REPORT Project Tornado WaterSlide Cd2 The Great Escape -Lake George, NY Report No.: C-032207 CfienY. The Great Escape Theme Parks Date: March 22, 2007 Contractor: Rozell Industries Job No.: AT-07-004 Conaete Sup plier: Clemente Latham Mix No.: 1031-21 Weather. Partly Cloudy Air Temp.: AM PM 47 General Placement Location: Five column footers -northeast comer Of existing castle bldg 5hest: 1 of 1 TIME WATER DATA al. / d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump in. 96 Air Conc. Tem . S cimen Set No./Remarks 1 0630 195 11 12:55 1:15 1:25 15 6.25 7.6 68 Set #1 2 0631 215 11 1:05 1:30 1:46 25 5.00 3 0632 206 11 1:24 1:53 2:01 5 5.00 4 0633 203 11 1:47 2:14 2:39 20 5 0634 195 5 2:06 2:42 2:49 0 5.50 I ASTM Procedures I C143 I C231 I C1064 i REMARKS: 4000 psi -preheat. Concrete placed by pump truck. Sampled at truck chute. CUBIC YARDS PLACED: 49 REJECTED: 0 TECHNICIAN: Darrell Rooters COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age da Load lbs. Fracture T Compressive Stren i t 1324 6.0 28.27 3/29 7 99,000 A 3500 1325 4/19 28 1326 4/19 28 1327 Specification Requirement at 2t3 days 4000 Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM G39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: 3/23/2007 FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES, INC. B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Contract Drilling and Testing Eastern New York Office PO Box 2199 Ballston Spa, NY 12020 Phone: 518)899-7491 Fax: (18) 899-7496 INSPECTOR'S DAILY REPORT Project: Tornado Water Slide ~ The Great Escape -Lake George, NY Client: The Great Escape Theme Parks SJB Proj. AT-07-004 No.: Bldg.lArea Water Slide Tower Pad Report No.: DS-022607 Contractor Rozell Industries Contract No.: Date: February 26, 2007 Day S M T W T F S Weather Temp. Wind Humidity Brite Clear Overca Rain Snow To 32 32-50 50-70 70-85 85 up Still Moder High Report No. Dry Moder Humid DS-022607 r OBSERVATIONS This representative of SJB Services was on site in the a.m. to perform nuclear compaction test on pad site surface for the water slide tower. Additionally, this writer collected a combined soil sample of native material at these locations. This sample was collected for mechanical analysis and proctor purposes. See Also (Test Report Nos.): Field In-Place Density Test Report #S-022607 Inspector Bernie Hassett Buffalo, NY Cortland, NY Rochester, NY (716)649-8110 (607)758-7182 (585)359-2730 Syracuse, NY (315)696-7359 Eastern ew o Contract Po Box 2199 Drilling Ballston Spa, NY 12020 and Testing Phone: (518) 899-7491 Fax: (518) 899-7498 FIELD IN-PLACE DENSITY TEST REPORT (Nuclear Method) Project: Tornado Waterslide The Great Esca a -Lake Geo e, NY Client: The Great Esca Theme Parks Bldg./Area: Water Slide Tower Pad Contractor. Rozelllndustries Date: February 26 2007 SJB No.: AT-07-004 Client No.: Report No.: S-022607 Respectfully submitted, Remarks: FG =Fill Grade SJB SERVICES, I C. Technician: Bernie Hassett Herv Glavota Testing Services Manager Rochester, NY Syracuse, NY Buffalo, NY Cortland, NY (585) 359-2730 (315) 696-7359 (716) 649-8110 (80T) 758-7182 Eastern New York Office Contract P.O. Box 2199 DAIIIng Ballston Spa, NY 12020 and Testing Phone: (518)899-7491 Fax: (518) 899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Tornado Waterslide Cn4 The Great Escape -Lake George, NY Report No.: C-032607 talent: The Great Escape Theme Parks Date: March 26 2007 Contractor: Rozell Industries Job No.: AT-07-004 Concrete sup plier: Clemente Latham Mix No.: 1031-21 weather: Rain Air Temp.: AM PM 42 General Placement Location: Piers -Northeast End of Site sheet: 1 of 1 TIME WATER DATA al.) / d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump in. % Afr Conc. Tem . S cimen Set NolRemarks 1 0643 205 5 11:55 12:27 12:46 10 3.5 8.0 74 Set #1 I ASTM Procedures 1 1x43 I l.Z3l I V1Ut)41 REMARKS• 4000 psi -preheat Concrete placed by pump truck Sampled at truck chute. CUBIC YARDS PLACED: 5 REJECTED: 0 TECHNICIAN: Bernie Hassell COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age da Load lbs. Fracture T e Compressive Stren si 1 1336 6.0 28.27 4/2 7 105,000 A 3710 1337 6.0 28.27 4/23 28 121,500 A 4300 1338 6.0 28.27 4/23 28 120,500 A 4260 1339 6.0 28.27 4/23 28 117,500 A 4160 Specfication Requirement at 28 days 4000 Cylinder Size: 6' x 12' unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: 3/27/2007 FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES, IN B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Eastern New York Office Contract P.O. Box 2199 Drlliing Ballston Spa, NY 12020 and Testing Phone: (518) 899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Proied Tornado Waterslide The Great Escape • Lake George NY Report No.: C-032207 _ Client. The Great Esca a Theme Parks Date: March 22, 2007 contractor: Rozell Industries Job No.: AT-07-004 Concrete Su tier. Clemente Latham Mix No.: 1031-21 Weather Partly Cloudy Air Temp.: AM PM 47 General Placement Location• Five column footers -northeast comer of existing castle bldg Sheet: 1 _ of 1 TIME WA TER DATA al. I d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump in. % Air Conc. Tem S cimen Set No./Remarks 1 0630 195 11 12:55 1:15 1:25 15 6.25 7.6 68 Set #1 2 0631 215 11 1:05 1:30 1:46 25 5.00 3 0632 206 11 1:24 1:53 2:01 5 5.00 4 0633 203 11 1:47 2:14 2:39 20 5 0634 195 5 2:06 2:42 2:49 0 5.50 .,._....-- --~ --- rie~ r~~~ road t r --- - -- REMARKS• 4000 psi -preheat Concrete placed by pump truck. Sam led at truck chute. CUBIC YARDS PLACED: 49 REJECTED: 0 TECHNICWN: Darrell Rosters COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da Load (Ibs.) Fracture T e Compressive Stren th si 1 1324 6.0 28.27 3/29 7 99,000 A 3500 1325 6.0 28.27 4/19 28 123,500 A 4370 1326 6.0 28.27 4119 28 123,500 A 4370 1327 6.0 28.27 4/19 28 127,500 A 4510 Specification Requirement at 28 days 4000 Cylinder Size: 6" x 12"unless otherwise noted Sampled in accord with ASTM G172 Tested in accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: 3/23/2007 FRACTURE TYPE: Respectfully Submitted, A =Cone SJB SERVICES, IN ) B =Cone and Split ~/ C =Cone and Shear D =Shear Herv Glavota E = COIUmnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578.7182 (585)359-2730 Syracuse, NY (315)696-7359 Eastern New York Office Contract P.O. Box 2199 Drilling Ballston Spa, NY 12020 and Testing Phone: (518) 899-7491 Fax: (518) 899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Tornado Waterslide ~ The Great Escape -Lake George, NY Report No.: C-031507 Client: The Great Escape Theme Parks Date: March 15, 2007 Contractor: Rozell Industries Job No.: AT-07-004 Concrete Sup plier: Clemente Latham Mix No.: 1031-21 Weather: Overcast Air Temp.: AM PM 45 General Placement Location: Columns TC1 TC2, TC3 TC4 TLi TL2, TL3 Sheet: 1 of 1 TIME WATER DATA al. / d . Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Field Actual Total Design Total Slump fn. % Air Conc. Tem S ecimen Set No./Remarks 1 0557 203 7 12:22 1:00 2:05 15 4.5 7.0 75 Set #1 2 0558 205 6.5 12:53 2:10 2:40 4.0 7.2 73 REMARKS: ~ ASTM Procedures ~ C143 ~ C231 ~ C1064 ~ CUBIC YARDS PLACED: 13.5 REJECTED: 0 TECHNICIAN: Herv Glavota COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age (da s Load (Ibs. Fracture T Compressive Stren th i 1 1286 6.0 28.27 3/22 7 97,000 A 3430 1287 6.0 28.27 4/12 28 119,500 A 4230 1288 6.0 28.27 4/12 28 132,500 A 4690 1289 6.0 28.27 4/12 28 127,500 A 4510 Specification Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM C-39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: a/terzoo7 FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES, INC. B =Cone and Split C =Cone and Shear , b D =Shear J Herv Glavota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Eastern New York Office Contract P.O. Box 2199 Drilling Ballston Spa, NY 12020 and Testing Phone: (518} 899-7491 Fax: (518) 899-7496 CONCRETE FIELD OBSERVATION REPORT Pro)ect: Tornado Waterslide CrD_ The Great Escape -Lake George, NY Report No.: G031607 Client: The Great Escape Theme Parks Date: March 16 2007 Contractor. Rozell Industries Job No.: AT-07-004 Concrete Sup plier: Clemente Latham Mix No.: 1031-21 Weather: OVerCaSt Air Temp.: AM 32 PM General Placement Locarion: Footer F-2 Sheet: 1 of 1 TIME WATER DATA al. / Load No. Ticket No. Truck No. Cubic Yards Batched Start Dischar a Em In A Added: Plant + Feid Actual Total Design Total Slump in. % Air Conc. Tem S Cimen Set No./Remarks 1 0569 205 3 7:57 8:27 8:32 5.00 6.1 Set #1 I ASTM Procedures 1 6743 1 6231 I C10641 REMARKS: 4000 CR, preheat. CUBIC YARDS PLACED: 3 REJECTED: 0 TECHNICIAN: Darrell Rosters COMPRESSIVE STRENGTH DATA Set No. Lab No. Cylinder Diameter Area Date Tested Age da s Load (Ibs. Fracture T Compressive Stren th i 1 1294 6.0 28.27 3/23 7 144,500 A 5110 1295 6.0 28.27 4/13 28 177,000 A 6260 1296 6.0 28.27 4/13 28 164,500 A 5820 1297 6.0 28.27 4113 28 164,000 A 5800 Specficarion Requirement at 2a days 4000 Cylinder Size: 6" x 12" unless otherwise noted Sampled in accord with ASTM C-172 Tested in accord with ASTM C39 Cast in accord with ASTM C-31 FIELD DATA BY: SJB Services TRANSPORTATION BY: SJB Services DATE RECEIVED: ~/1s/2om FRACTURE TYPE: Respectfully submitted, A =Cone SJB SERVICES, INC. B =Cone and Split C =Cone and Shear D =Shear Herv Glavota E =Columnar Testing Services Manager Buffalo, NY Cortland, NY Rochester, NY (716) 649-8110 (607)578-7182 (585)359-2730 Syracuse, NY (315)696-7359 Commercial Final Inspection Report Office No.: (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Road, Queensbury, NY 12804 NAME: rc~ ~- ~s~ \.~r'~.c~l~ ~.~'~ LOCATION: Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throu Roof 6" /Roof Com lete Exterior Finish /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guardrails 42 in. Platform /Decks _ Interior !Exterior Balusters 4 in. S acin Platform /Decks Stair Handrai134 in. - 38 in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 s . ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re uired Exits At Grade Or Platform 36 w x 44" 1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Regulator 18" Above Grade Floor Bathroom Waterti t /Other Floors Oka Relief Valve, Heat Trap /Water T'emp.110 Degrees Maximum Boiler /Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 %z doors > 10% > 1000 s . ft. 3/< Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re uired Elevator O eration and Si a e /Shaft Sealed Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkin Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" Handicapped Ramp /Handrails Continuous/12 in. Beyond [Both sides] Active Listenin S stem and Si a e Assembl S ace Final Electrical Site Plan /Variance re uired Final Surve ,New Structure /Flood Plain certification, if re . As-built Se tic S stem La out Re uired or On File Buildin Number or Tenant Address on Buildin or Drivewa Water Fountain or Cooler Buildin Access All Sides b 20' / Driveable Surface 20' wide Oka To Issue Tem . or Permanent C/O Oka To Issue C/C COMMENTS: ~~~.i.l wo~t`'JGH ~rcl~ ~ Z~ ~e ~~~'~ ~ ~~ ` ' /~ c f ~ V e,,,, ~cc Pfr %~c+- ,g11 !? r~~~~ --~~ ~J~ L'l.d. l ~ ~ t ~ v/ ~ '~G/ ~h l L:\Building & Codes Forms\Building & Codes\Inspection Forms\Commercial Final Inspection Report.doc Date Inspe or~`request received: Arrive: _~,~' S u am/pm Depart: Inspector's Initials: '~ am/pm PERMIT #: G - • ~/ DATE: 23 I'7 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building & Code Enforcement Arrive: am/p~~~~ Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: _ PERMIT #: ~~~ ~ ~ LOCATION: e ~ DATE: COMMENTS: Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throw Roof 6" /Roof Com lete Exterior Finish. /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guardrails 42 in. Platform /Decks Interior /Exterior Ballisters 4 in. S acin Platform /Decks Stair Handrai134 in. - 38 in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 s . ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re wired Exits At Grade Or Platform 36 w x 44" 1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Re lator 18" Above Grade Floor Bathroom Waterti t /Other Floors Oka Relief Valve, Heat Trap /Water T'emp.110 Degrees Maximum r /Furnace Enclosure 1 hr. or Fire Extinguishing System il B o e Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 '/z doors > 10% > 1000 s . ft. 3/4 Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re wired Elevator O eration and Si a e /Shaft Sealed Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkin Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" Handicapped Ramp /Handrails Continuous/12 in. Beyond (Both sides] Active Listenin S stem and Si a e Assembl S ace Final Electrical Site Plan /Variance re wired Final Surve ,New Structure /Flood Plain certification, if re . As-built Septic System La out Re wired or On File Buildin Number or Tenant Address on Buildin or Unvewa Water Fountain or Cooler Buildin Access All Sides b 20' / Driveable Surface 20' wide (~kav To Issue ~ip,,,Qr Permanent C/O ~t/l /N f Pl' 2~iQJ~~ S` ^ ~ o ~T Oka To Iss e C/(: - L:\Building & o es Forms\Building & Codes\Inspection Forms\Commercial Final Inspection Report.doc HAWKSW©RTH, BIBB INC. 237 Commerce Street, Ste. 250 Williston, Vermont 05495 (802) 651-3095 Fax (802} 651-3097 24 May 2007 Mr. Stuart Wood ProSlidc Technology Inc. 2b50 Queensview Drive, Suite I50 t)ttawa, Untario, Canada K2B 8H6 Re: Tornado at Great Escape Project Number: 2006-150 Dear Stuart, ~~~t~ ~~ d ~. ~ _. `° Y TOW N v~ CODE gt)ILDING AND C)n the 23r`~ of May, 2007 I traveled to the site to observe the tower and ride support structures shown. on our drawings SI to S2, and STl to ST3. Based. on these observations and. on our review of the steel shop drawings it is our opinion that the structure has been fabricated and erected in general conformance to our drawings. Sincerely, FLawkscvorth, Bibb Inc hy: Andrew J. Bibb, I'.E. Vice President ~~ NEB ~~" ~~W .~, ~` pit .., t,. •p tQ 2 ~ Q' ~, ~ ~ ~. °'°~,c~~ass~o~'~~ C:c: Bah Culver, G Flags Great Escape (via e-mail} Inspection for Permit to Occupy ~. Fire Marshal's Office Town of Queensbury 742 Bay Road Queensbury, NY 12804 Phone: (518) 761-8206 Fax: (518) 745-4437 Request Rec' d Permit No. Scheduled Inspection Date: 4 ~ ^ ~ yl Time: Business Name: vn n19~ o ~ 1 ~~~. Location: ~-fi Q „~ a of Ins ecilon N A Yes No EXITS: Exit Access Exit Enclosure Exit Dischar e EVAC Plan AISLES: Main Aisle Width Secondar Aisle Width EXIT SIGNAGE Si n -normal Si n -batter EVAC §i ns in rooms TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Ins action of extin uisher H dro extin uisher FIRE ALARM SYSTEM Fan Shutdown Fire S rinkler S tam Fire Su ression -kitchen Fre Su ression -Gas Island Hood Installation Interior Finishes Stora e Com ressed Gas Clearance to S rinklers Clearance to Electrical Electric Wirin Enclosed Combustible Waste Vehicle im act Protection Flre Lane F.D. Si na e - Utilit Rooms ' No Smokin Si ns ' Maximum Occu anc Si n Emer enc Evacuation Pian COMMENTS ~ ~~~Q Approved (If no other approvals apply, the B & C Office will I ^ Denied ^ Call for Recheck Inspected lay: ~i~ of Occupancy) L:\FireMarshal\insptopermitta occupyform.doc Inspection for Permit to Occupy ' 61-0 / Fire Marshal's Office Request Rec'd-` ' l Perm' No. Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: Time: Phone: (518) 761-8206 Business Name: - Fax: (518) 745-4437 Location: Type of Inspection N/A Yes No EXITS: Exit Access COMMEW;, Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun inspection of extin uisher ouy) „�H dra extin uisher FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System J Fire Suppression-kitchen Fire Su pression-Gas Island Hood Installation Uic-`Ki C c Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Wasteu— Vehicle Impact Protection Fire Lane ,• �� 4rK(t1 F.D.Si na e-Utility Rooms 4-- No Smoking Signs Maximum occupancy Sign Emerqency Evacuation Plan ❑ Approved (If no other approvals apply,the B&C Office will issue the Certificate of ❑ Denied ❑ Call for Recheck Inspected By: _-_.__-. L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Horne of Natural Beauty ... A Good Place to Live " PLAN REVIEW Great Escape (Tornado Slide) 11/06/2006 I have reviewed the current drawing submission for the above and offer the following comments: 1) No site issues at this time Michael J Palmer 742 Bay Road Queensbury NY 12804 518 7618206 firemarshal@queensbury.net Fi r e M a r s h a l 's Off i c e • P It o n e: 518-7 61-8206 • F a x: 518-7 45-4437 {iremaa,slial@queensburil.net - ztnrnu.queensbury Tet Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspe do equest received: Queensbury Building & Code Enforcement Arrive: J am/p Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: ~ ~ /~~c< ~- own<<•lu ~~ PERMIT #: ~~~ G I~ LOCATION: ~- DATE: '~ Y COMMENTS: Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throu Roof 6" /Roof Com lete Exterior Finish /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guardrails 42 in. Platform /Decks Interior / Exterior Ballisters 4 in. S acin Platform /Decks Stair Handrail 34 in. - 38 in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 s . ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re uired Exits At Grade Or Platform 36 (w x 44" (1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Re lator 18" Above Grade Floor Bathroom Waterti t /Other Floors Oka Relief Valve, Heat Trap /Water Temp. 110 Degrees Mazlmum or Fire Extinguishing System /Furnace Enclosure 1 hr il B . er o Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 '/: doors > 10% > 1000 s . ft. 3/o Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re uired Elevator O eration and Si a e /Shaft Sealed Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkir- Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" Handicapped Ramp 1 Handrails Continuous/12 in. Beyond [Both sides] Active Listening System and Si a e Assembl S ace Final Electrical Site Plan /Variance re uired Final Survey, New Structure /Flood Plain certification, if re . As-built Se tic S stem La out Re uired or On File ~ ,~~'r~r~ Buildin Number or Tenant Address on Buildin or Drivewa Water Fountain or Cooler ~ S z ~ ~'~ ~ Buildin Access All Sides b 2 le Surface 20 wide Oka To Issue Tem . or rmanent C/ ev ~~` ~ Oka To Issue C/C L:\Building & Codes Forms\Building & Codes\Inspection Forms\Commercial Final Inspection Report.doc Ir+e,. (1L TOWN OF QUEENSBURY 742 Bayltoad, Queensbury, NY 128045902 (518) 761-8201 Community Development -Building & Codes (518) 761-8256 Inspections per Permit Permit # P20070041 Inspection Date Inspection Type Approved/Denied Comments PennitType Person Responsible 3/22/2007 12:0O:OOAM Footings /Piers Amusement Ride JOHN O'BRIEN Approved 2007-041 5/23/2007 12:0O:OOAM Final Inspection Amusement Ride DAVID HATIN Staff Denied 2007-041 insta113 x 6 platform & stairs with handrails 12" beyond top & bottom of new access door all paperwork for concrete & structural inspection need final electrical 5/24/2007 12:0O:OOAM Final Inspection Amusement Ride DAVID HATIN Staff Denied 2007-041 recieved compaction and soil test paperwork 5/25/2007 12:0O:OOAM Fire Marshal Inspection Amusement Ride MIKE PALMER Staff Approved 2007-041 5/25/2007 12:0O:OOAM Approved Final Inspection 2007-041 recieved engineer sign off Amusement Ride DAVID HATIN Staff a r~:~ Commercial Final Inspection Report Office No.: (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Road, Queensbury, NY 12804 NAME: ~1~~c~ LOCATION: GJ? 2 Date Inspection request received: Arrive: am/p Depart: am/pm Inspector's Initials: ~yvir- PERMIT #: ~ '' ~~ DATE: s~~ Acfive Listenin S and S' a Assembl S Final Ell J Flex Gas Pi ' Bonded Site Plan /Variance wired Final Surv ,New Structure J Flood Plain certiliraBon if As-built S La out R uin~d or On File Buildin Number or Tenant Address on Buikli or Dr'ivewa 4' Water Fountain or Cooler Bulk!' Access AR Sides 20' ! Drivaabia Sutdaca Zi)' wido Oka To Issue Tem . or Permanent CIO Oka To Issue C/C L:16uitding 8 Codes Forrns~Building & CodesunspeCtion Fgms~CommerCial Final Inspection Report.doc Revised January 7, 2008 Contract Drilling and Testing ^ CORPORATE/ BUFFALO OFFICE 5167 South Park Avenue Hamburg, NY 14075 Phone: (716) 649-8110 Fax: (716) 649-8051 L`S ALBANY OFFICE PO Box 2199 Ballston Spa, NY 12020 5 Knabner Road Mechanicvilie, NY 12118 Phone: (518) 899-7491 Fax: (518) 899-7496 ^ CORTL4ND OFFICE 60 Miller Street Cortland NY 13045 Phone: (607) 758-7182 Fax: (607) 758-7188 ^ ROCHESTER OFFICE 535 Summit Point Drive Henrietta, NY 14467 Phone: (585) 359-2730 Fax: (585) 359-9668 January 24, 2007 Mr. Bob Culver Great Escape Theme Parks, LLC P.O. Box 511 Lake George, New York 12845 Phone: (518) 792-3500 Fax: (518) 793-7237 Reference: Testing Services Tornado Waterslide The Great Escape Queensbury, New York SJB Services Proposal No Dear Mr. Culver: RECEIVE ~ i~' 1 ~- , TOVvIV Vr ..tuc..Civ~rs~JRY BUILDING AND CODE PA-07-005 As per your request, SJB Services, inc. (SJB) is hereby submitting this proposal to perform soil, concrete and structural steel testing and inspection services for the above referenced project. We have attached a unit rate fee schedule for the testing services outlined above. The cost for our services will be invoiced based on the attached unit rates. If this proposal is acceptable, please sign below as your formal acceptance and authorization to proceed and return one (1) copy to our office. This proposal shall constitute our agreement for these services. We look forward to working with you on this project. If you have any ~ueS110115 Ot w1S11 t0 lll`scn~s this ~1'J~iOSrdi, ~l~aSti: d~~ liUl JLsat~tE~ t0 cu~tact our office at any time. Thank you for considering SJB Services, Inc. for this work. Sincerely, SJB SERVICES, INC. ~~~~~~` /~ Herv Glavota Testing Services Manager PROPOSAL ACCEPTED BY: Il DATE: ~ L~ `~ HAWKSWORTH, BIBB INC. 237 Commerce Street, Ste. 250 Williston, Vermont 05495 (802) 651-3095 Fax (802) 651-3097 29 January 2007 Mr. Bob Culver Six Flags Great Escape 1172 State Route 9 Queensbury, NY 12804 Re: Tornado at Great Escape Project Number: 2006-150 Dear Mr. Culver, Please find attached one set of stamped structural calculations for the above captioned project. These calculations show the environmental loads we used for the design, but for simplicity I'll summarize these below: Wind: Based on a 3 second gust velocity of 100 mph. excess of the code required 90 mph. This is the minimum value per ASTM F2376 and is in Snow: based on a ground snow load of 70 psf. Earthquake: Base shear V = .198W. This is based on Sds = 0.40, Shc = 0.10, Site Class D, SUG = I, Ie = 1.0. We will also welcome to the opportunity to observe the erection of the support structure periodically during the construction. Please feel free to contact ProSlide or myself to schedule these visits. Sincerely, Hawksworth, Bibb Inc. by: Andr w J. Bibb, P.E. Vice President Cc: Dan Horbal at Proslide (this letter only) HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 .,06 G r>~ar F~p~ SHEET NO. ~ ~ CALCULATED BY /~~ DATE CHECKED BY DATE SCALE T ELF a ~ CoN~ Gott a~ Lo9d,~ i-~ Yv~~ plane a,cl~E,, !1 ?~~5row. cl .svp~arfi .ZI ~.?6 R,~~E co (J•nnJ ~ ~ASepb~q ~ ~~'~~wv V _ 4~ ~ ~C~ R~-d~ol A•rM~ ~~ . eti ~, ~r co.,,,~.-~;~.s ~, - 93 ~ - / cw~r - cr ra r~~ 1.~,~ r~ew lue~t ~OI - ~ OVQ - St~O~ts, LA«~i;~s /rl~ - ils - i~;.,d ~,~d 3D A•~~w 1~1- X59 - (3„s~- p y{~a "''~~ ~{:~, 160 - ~~~ - Ga.,h <<-'Ei•+a ~ gl - 190 ~.tJA-I iCw9~ ~o/ - .Z~6 TO~n.g~,(o Fouti~g~~~ Sul ~ 3a,~ . O F NFL ~ ~~~tE W ~ ~ j~ # ~ ~ ~~ r_ ~ C7 in ~' ~~ ~~ ~~~ 69132 G``~ ~O'~E ~SIONP~'~~ 29 3pN ~} o ~ao~ucr 20~ HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 .,oe 6 - /S SHEET NO. ~ ~ CALCULATED BY-_ ~~ pA~ ~ / NO~+ ~ CHECKED BY DATE SCALE ~oJec'fi - ~tcrt' ~,SGyyG. ~ ~flv9c~s LOCA~ss, s ~, ykE GC~t ~ Ne., yo~ (~ LbA' S-t~~.d~«, : ~ScE ~ -off w -„d I ~gd : S g~-~~,,, b G- S ~3 UPe., bv.l.l`V ~ O"t~er St+'uc~.»e~c F(~F= Z~ G c.~ ,, ,~ ~. ~~ i el 6 -as t y 2, / YO Oo„i,SilGZ.~~~~y-~~k.1~~VsA~ +~~ 6-/~ ~..l.v T9S~c 6> G ~,-,~ o~- V- /aJ ~`fl' ~avr,~: AS-rn F.'t3~b = d. 93 T ~ f: 6 ~~.l.G. T ~. "i ir'7 I~. ,,~, Y r. n y '7w ~ ~. 6 3 G~ a. ~3 5~4,~ b.~`. H'. ~ FIAr~ ~~~° ~rl~Gwk~b~Q.°iQ~L~~.U~~flar'1~~~~r~#~ (C~.usl ~G~~~i.~D[r ~Sr 4a = C " '~ (/.oti) ( 1 ( )Z( 1 1 ( ) CFA ~,.su cr P°~ c~~ _ ~ , y (1.131 ~ ~ ~ \~ ~ 1 ~ ~ ~ CF = ~ 3.36 G~ fas~ Shaw ~oAd ~ S Gc+~eti s" P¢ = V.~ _Ca Gam- P,~,. PS - ~ o ps c NrYS F~ R 3 ai, ~ t s) Gr= l•~ T bk ~-'3 UnI~G~-~~ S-tprw~~~„ D PRODUCT20~ ~ A `A~y~. D ,,os G - / 6a HAWKSWORTH BI$$, INC. SHEET NO. a ~ 237 Commerce Street, Suite 250 Williston, Vermont 05495 cALCULATEDav- DATE a! him. o(, (802) 651-3095 CHECKED BY DATE SCALE !-Art~oa;~.a~ ~O~ ~ JGC~:W~ 9 R-~ G 4t =~. t i ~5.~ 4~.+~ ~pS 1, ~ O~~er ~'~~~ LheJG USe.. Sw.~i-sti -9,S' S-GI UC'+Hj".. ~.lAsd r~.. ~,q "~,~0<, 1L- I ~.lG !'.i Svc=? ~~{~ q,l.~ f,o 2~. - ;~.a ~ ~. ~. ~' 5~~.~/o Sb~ =.~J S, ~ .D s. ~ ~ ~~- ~ 213 (,1k~1 : ./6 a cl¢s,3., c9~ 'c' - l 6~ i.'.~.ia c~~i;S., G,9.~ 'c' -'j SE Ql.y..2, 6 /~Co.+ { 9S~1'. R<ti".a.$.i -4^at C~@5~., C>!'.~' 'C' Y ~t~tr~f ,' ~1rv~tr ~.~`~arr*1 '~+rr~. 'per`r!'s~•0 Cs . S ~, /{R121 et q. s.s. ~ -~ -, _,J 9 s w-' nom ~s~ ~~~9+ . 1M Sps= " , oS5" ~ D PRDDUCT207 11!119 ASWUl~ 1 i1 B~D ~ ill l.i. SHEET NO. ~ pF 237 Commerce Street, Suite 250 CALCULATED BY ~t~ DATE oZ ~ rlov o6 Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE (~;dE Dip _ F`r' IoP, Wa t ~,'6, fiS P ~+' wtatl, ~.vo Rr Itn~jt.~ 0 O~ ~ ~ a ~-t _ h e 9.00 ~" W~r SSPI~- C ~ perk L2 W~~ G4. Y'{cler I'~J !b Gtr' M+4~a _ - t1.So~ G r"t C ~r'G V .Z S.0 OFe- 1 t,ar C,~rv~. /$.o~ FE- va1~tJ. .moo a~(ya-ss).- 1~-jr, P~"i~` /36.aa PLS- 13.33' /6'~' /3.33."... ~Sp/f 12 t ~ot5 ti 6.uo ~ 9gg9~' ~ ~ ~~s D PRODUCT 207 Hawksworth, Bibb Inc Page: S 237 Commerce Street, Suite 250 - __ -.___ Williston, VT 05495 Job #: 6 -iSa BY= AJB _ Phoney (802) 6513095 - __ Date: Fax: (802)651-3097 Project: Great Escape Tornado - Basic Snow: 58.8 psf Location: Lake George - at 60 feet Basic Wind: 23.36 psf Flume 1 Flumes 7 Flmm~ Z C~~~..... ~ r~..~_ -- Ride Key ~ - ---- • •-~••~ ~ -- • ~M~~~o ~ ~wnw ~ - rwrne a rlume y Flume 10 _ I Ride Type PT108 PT144 - -~ -- __ ! Dead Load (plf) -'-- 86.85 136 -- Width (feet) ~ 7 13.33 - -- ~ Le (feet) 21 16 -- _ _ ~He' ht__ 19 (feet) 9 _ 13.33 -- - ---- ~-Water (plf] 85 85 -- # of Riders 12 _ 12 ~-- WgL t- each rider (pounds) 170 170 --- -- - Ctr of Mass (feet) 4.5 5 - -- C - - Ve locity 18 18 ___ r - - -- --- _ - Vert. Curve 25 56 --- --- - ! Hor. Curve ~- __._ -- 15 9 99 _ - - 'Snow Ccef. ~__ _- 1.00 .00 1 _Wind Ccef. _ _ - -_ 1.00 .0 - - -----~ - -- _ _ ~ ~ __ ~ ~ _ ~l -- I Basic Loan Cacac• ~ a! Vertical Loads ~ Dead (pounds) 1,824 2, -- - ~ - Live Static (pounds) 3,825 3 ~ - ~ rt - - _-- - -- - Live D namic ) y (pounds 1,540 , -- I 6 --- --- - --~ ------ -- -- --_ -- ~ Total Live (pounds) 5,365 4, 1 --_- I - -~ ---- _ --- Snow ounds 8,644 12, 1 _- -rt Horizontal Loads Live Dynamic (pounds) _ 2,566 -} - -- - Wind ounds) 4,415 4, 2 -- -- ~ Moment Loads Dynamic Live (ft-Ibs) 13,676 -- - -- ___ --- -- in (ft-Ibs) 23,532 37 2 Load Combinations Dead Vertical 1,824 2 Horizontal 0 0 - Moment 0 0 Dead + Live Vertical Horizontal .7,188 -- 2,566 18 -- 0 i _ -_ __ _ ---- -- __ I- -__~ _ - __ ! - ____ ~-_ - Moment 13,676 0 ~--- -- - -- 1-- Dead + Snow Vertical 10,467 ,71 Horizontal 0 0 -- - - Moment 0 0 - ----- Dead +.75(S+W) Vertical 8,307 1,58 Horizontal 3,311 3,737 __ - "-- Moment 17,649 8,006 -- Dead + Wind Vertical 1,824 2,176 Horizontal 4,415 4,982 Moment 23,532 37,342 - Dead + Live+.25W Vertical 7,188 6,187 Horizontal 3,670 1,246 _ - Moment 19,559 9,336 Hawksworth, Bibb Inc 237 Commerce Street, Suite 250 Page. 6 __ _-__-- Williston, VT 05495 Job #: 6 _iS~ BY~ AJB - Phone: (802) 651-3095 -.___.. Fax: (802) 651-3097 Date' Project: Great Escape Tornado Basic Snow: 58.8 psf ---- Location: Lake George - at 40 feet - --- _.__-_-___ Basic Wind: 2~.5 psf _-___- Flume 1 Fi11MP. 7 Flmm~ Z CL...... • r~..~_ .. ~~ _ _. Ide Key Ride Type _ Dead Load (plf) -- . ____ T108 86.85 --__ PT144 136 - ~~- • •-~^~ ~ ~ ~~~~~~ ~ - Hume ~ - rwme rs rlume 9 _ -- Flume 10 - -- Width. (feet) Length ------ (feet) 7 21 -- 13.33 16 _ --- - __ --- -- -- Height (feet) -._ -- __ 9 13.33 -- _ -- ----- ! Water (P~ __ # fo# Rlders 85 12 85 12 ----- - -- -----, Wgt. each rider (pounds 170 170 ~ Ctr of Mass _ (feet) ---- Velocity _ __ 4.5 18 5 18 -- - __ - -- - --- - _ Vert. Curve --.___.. _ ---.. 25 56 -- ~ i Hor. Curve _ --- 15 99 j Snow Ccef. __. 1.00 .00 - - Wind Ccef. -- -- - 1.00 --- - - - - -- ---- - ~-_- ; I Basic I nazi ('.aeee• Vertical Loads -- a (pounds 1,824 ----- 2, ~- - -- _ --- Live Static ) (pounds 3,825__ _ 3, -- __ _____ _. _ - _ t- - Live Dynamic (pounds) 1,540 6 - -~ --- ~ Total Live (pounds) 5,365 4, 1 ____ - _ ----- Snow ounds 8,644 12, 1 - - Horizontal Loads -~ Live Dynamic (pounds) 2,566 ~ --- -- - - - and (ounds 4,064 4, _ - - I -- Moment Loads Dynamic Live (ft-Ibs) 13,676 - - -- _ --- __. Ind (ft-Ibs) 21,658 34 8 . _ _. LOar1 Cnmhinalinnc ~ i Dead Vertical 1,824 2 Horizontal 0 0 - ~ - Moment 0 0 --- Dead + Live Vertical 7,188 18 ~ Horizontal _ 2,566 _ - - 0 __. _ -- __ -- ----- - _ - - -- t _ Moment 13,676 0 - ~ -- Dead + Snow Vertical 10,467 1 ,71 Horizontal 0 0 -- Moment 0 0 -- - Dead +.75(S+W) Vertical 8,307 1,58 Horizontal 3,048 ,439 _ Moment 16,244 5,776 -- Dead + Wind Vertical 1,824 2,176 Horizontal 4,064 4,586 ~ - ------ Moment 21,658 ,368 Dead + Live+.25W Vertical 7,188 6,187 Horizontal 3,582 1,146 - Moment 19,091 8,592 ------ Hawksworth, Bibb Inc Page: 237 Commerce Street, Suite 250 ----~---- - Williston, VT 05495 Job #: °-- BY= AJB Phone: (802) 651-3095 Date: Fax: (802)651-3097 Project: Great Escape Tornado Basic Snow: 58.8 psf Location: ..Lake George - at 20 feet Basic Wind: 18.6 psf Cl~~me 1 CI...... n r~...~_ n _Ride Key R, ide Type Dead Load (plf) Width (feet) Length (fe t - - PT108 86.85 7 - --•••- - PT144 136 13.33 • •-•••~ ~ • ,M.,~o ~ ~ ~~~~~a ~ nurrte o riume i riume 8 Flume 9 Flume 10 - _ e ) Height _ (feet) 21 9 18 13.33 _ Water (ptf) r---- - ~# of Riders 85 85 - - W t each rider 12 12 g . (pounds) 170 170 ~Ctr of Mass (feet) _ - - 4.5 _ 5 - - I Velocity _ Wert Curve 18 18 - i Hoc Curve 25 56 - _ _ _ 8now Ccef. __ Wi 15 99999 .00 1.00 - --- - - -- nd Ccef. 00 1.00 Basic I Hari ('acwc• ~ t Vertical Loads ---- -_ - - -- Dead (pounds) 1, 2 2,176 -- - - Live Static (pounds) _ 3, 3,400 I - Live Dynamic (pounds) 1, 611 t - -- Total Live (pounds) 5, 5 4,011 - -~ -- - Snow ounds 8, 12,541 Horizontal Loads Live Dynamic (pounds) 2, 0 ~ _ _ ~ - Wind ounds) 3, 5 3,967 - - Moment Loads -- ~ -- Dynamic Live (ft-Ibs) 13, 6 _._ .2'0 -- _ _ Wind (ft-Ibs 18, 7 29,733 _ I Hari [~nmhina4innc f Dead Vertical 1, 2 2,176 ' Horizontal 0 _ Moment 0 0 ~ -- Dead + Live ~ 7 18 _ 6,187 - __ ~ 1 , Horizontal Sfi o ..- -__ - --- Moment 1 ,67 2 - Dead + Snow Vertical 1 ,46 14,717 __ Horizontal 0 0 - Moment 0 0 - - Dead +.75(S+W) Vertical ,307 11,582 Horizontal ,637 2,975 --- Moment 4,053 22,300 Dead + Wind Vertical ,824 2,176 Horizontal 3,515 3,967 Moment 8,737 29,733 Dead + Live+.25W Vertical 7,188 _6,187 Horizontal 3,445 992 - - Moment 18,360 7,435 roe _6-1/6 1101 Yr A~7WU1~~ D~B~ ~JC. SHEET NO. ~/ OF 237 Commerce Street, Suite 250 CALCULATED BY ASS DArE ~) /.) ew O C Williston, Vermont 05495 (802) 651-3095 CHECKED BV DATE SCAT, E YokE ~ i~-k GJct~ PT7oa weld ce~fuo q'- s'' ~ p~~t N= ~a.s3~` ~ yoLt resalv4i r.~.,e.t iK"b ~,,,l,k Tv b''~ 3 n ~ ~r ~ . 9 L3 `/,,,. rT1 ~!~ v~g = yyla /,Z(2)3 ' . 3 63 kph ,f - ~~ ,2 t~,,si tai- 3~l` ~,!(c-t ~ .9.Z11t31= .'~.~ 11h 7 .9r~ k~,`. I~~3~. 8- 3 y~sa te,~ky ,~~r.c3~) .acs (~j P~9k." •6(~4Z&'° * •bC34)S .?'f1}'.lL'!: .'Yl~ a/,~/ pT1~y M: ~~, X33 ~' 3'6~- Weld C¢•,~U 9=~~'~ gpjr-f. ~= L = ~'1, ~.i3/ 9.33 - 31 ~ ~ ~~ ~ ~ D ~ooucT zoo ,,oe 6 - /Su xAwxswoRTx BBB, nvc. SHEET -~. a ~ 237 Commerce Street, Spite 250 CALCULATED BY ~'~ a"2 s N~.-- ob W1llIStOII, Vermont 05495 DATE (802) 651-3095 CHECKED BY DATE SCALE v _ y-ta$. ba _ ~ .Sa.! q,,-~~~~ y_Y6 u,ra~r T/ P' et, 43q.~ ~~- LlO/l Mme' G V~ r p D PFDDUCT2W ~A((..NN D ~~TT .,oe /~ -LSD il.L1rrASWOR~ B~B, iI~IC. SHEET NO. a2. ~ 237 Commerce Street, Suite 250 ~ VYI DATE ~ "~-,~ -t Williston, Vermont 05495 CALCULATED BV (802) 651-3095 CHECKED BY ~/~ f * ~ /~ ~~ DANE/' SCALE I ~ y I `~ ~-1 ~7 L d 1 ~ • 5 o t ~. BLS--~ r,.rG = 3 ®o o ~s F ~ivb~-~ s c ~ ~-- ~a~-r = «v r ~-~ S DLl~ An1Qt~ = LD' • ~r,r6,Q-o y~ ~i prc- 9- ____._ ~ ~~ ~ R-A-Ob D 6'Prtf~ . l . o ` -~ u 5 ~ 4~ (m ~K ~ Fo ,~- ~ s r 'P ~ E~^I~-~ tf -~'t Q l+-T - '~ 4fo ~ - 4~ 3 . (e Z Z . 3 $ ~ s o i t~ o ,/'C~- A t b~: v S ~ ~` ~s = l L, S~(~ - ~ S ~a ~~ - $o~--ram l ~ - ~ ~ s~+o~-~- - Bo rrow- L ~- *k S s t4~o~--r - T+9 P .. P ~ Ems- = ~" gs w / t 2 - ~' (o ~-r, #- 3 7t6S L- l Z`~e -~ , D PRODUCT 207 Company Hawksworth, Bibb, Inc. 2 3 Designer :Scott Milne January 9, 2007 Job Number : 2006-150 PT1-4 Checked By: L.s_ L a D 13.33 ft 13.33 ft Bottom Rebar Plan A D' 13.33 ft X Dir. Steel: 3.07 inZ (min)(10 #5) Z Dir. Steel: 1.23 in2 (4 #5) Top Rebar Plan Geometry, Materials and Criteria B W N d' r C B Z - +~ w _ ~ - ~ - ~r C R C f. .~ d' C •.i D ~~ C 9 in #3 a~12 in T ~ a I ~ .~ a c ~~ ~ ~ 'D ~^ C '~ #57.14 in Footing Elevation 21.27 in #5r~17 in ~------~ a ~ 12#6 .~ N ri ~ .~ N--~ ~~ X5@16.67 in ~ Pedestal Rebar Plan Length Width :13.33 ft eX : 0 in Net Allowable Bearing :3000 psf Steel fy : 60 ksi Thickness :4.75 ft :14 in eZ : 0 in pX :21 27 in Concrete Weight Concrete f :145 pcf Minimum Steel :.0018 Height : 48 in . pZ :21.27 in c Design Code : 3 ksi Maximum Steel :.0075 : AC1318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure : 0 9 Footing Bottom Bar Cover Pedestal Longitudinal Bar Cover : 3.5 in :1 5 i Coefficient of Friction P : 0.3 Phi for Shear . :0.75 . n assive Resistance of Soil : 0 k Phi for Bearing :0.65 RISAFoot Version 2.0 [C:\Documents and SettingsWll Users\DocumentsV-IBI Risa Files1200612006-150 6 Fla~~erhadolPT~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne Job Number :2006-150 p ~y January 9, 2007 71-4 Checked By: P (k) DL ~ 2.176 Vx k) Vz k) Mx (k-ft) Mz (k-ft) Overburden LL 12.541 _~ WL i __ 3.97 29 73 +P ...~+Vx .,._,+Vz ~~ ix . +Mz +Over t A D D C D C A D Soil Bearin Description Categories and Factors Gross Allow.(osf) Max Bearinn incfl --i- ASCE 2 4 1-2 1DL+1 LL 3616.11 650.48 A .18 . . ASCE 2 4 1 3a 1 DL+1 WL 3616.11 848.545 A .235 . . - 3616.11 1783 19 A 493 j_ _ ASCE 2.4.1-3b 1 DL-1 WL 1 DL+,7EL 3616.11 3616 11 . 1783.19 C 650 . _ .493 ~ r ASCE 2.4.1-3c ~----- 1DL+.75LL+.75WL . 3616.11 .48 A 1550.75 A .18 429 ASCE 2.4.1-3d 1 DL+.75LL-.75WL 1DL+ 75LL+ 7EL 3616.11 1550.75 C . .429 ' ASCE 2:4.1 ~4 ~- . , .6DL+1 WL _ 3616.11 3616.11 799.029 A 3614.66 A .221 _ 1 --- - - .6DL-1 WL 3616.11 3614 66 C 1 ASCE 2 4 1-5 _______ 6DL+ 7E . ~ _ _ . . . . L _ 3616.11 i 390.288 A .108 _Footin Flexure Design (Bottom Bars) Description Categories and Factors Mu-XX (k-ft) Z DirAs linZl Mu-77 !k_ftl X n~~ n~ r.,Z ~ '~ Aci y-7 - '_ 1.4DL+1.7LL ~ 98.931 2.262 -- 18 427 . ` r. 403 ACI 9-2 __ __ _ f 1.05DL+1.275LL+1.275WL 74.198 1.675 . 29.505 . 647 _.___ 1.05DL+1.275LL-1.275WL 74.198 1.675 29.505 . 647 j ACI 9-3 .9DL+1.3WL _. . -- - 46.431 1.034 32.62 . 715 ------ i IBC 16-5 .9DL-1.3WL __ ~ - 1.2DL+1LL +1EL 46.431 77 617-~ __ 1.034 _ _ 32.62 ~ . .715 ~ _ IBC 16-6 _ .9DL+1 EL _ ______ __ . __ 46.431 1.756 1.034 14.457 --- 8.648 316 .189 Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Design (Top Bars) Description Categories and Factors _ Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) __ X Dir As (inT ) SW+OVER 1SW+1OVER _ 1.882 .041 8.999 I .197 -? Footing Shear Check Two Way (Punching) Vc: 280.849 k One Way (X Dir. Cut) Vc 63.611 k One Way (Z Dir. Cut) Vc: 178.513 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/~\/c Vufkl Vu/c,1/c u~,rk~ u~~~„u~ _ ACI9-2 .4DL+1.7LL 1.OSDL+1.275LL+1.275WL 70.409 53 129 .334 252 29.209 21 907 .612 _ 10.638 .079 1.05DL+1.275LL-1.275WL . _ 53.129 . .252 . 21.907 .459 .459 17.921 17.921 .134_i 134 ~_ AC19-3 .9DL+1.3WL 35.774 .17 13.709 .287 21.306 . .159 _.9DL-1.3WL 35.774 .17 13.709 .287 21.306 159 IBC 16-5 ~ ---.. 1.2DL+1 LL+1 EL __ 55.24 .262 22.916 .48 8.346 . 062 IBC 16-6 ~ --- - - - - ----- .9DL+1EL __ ___ 33.045 .157 13.709 .287 4.993 . .037 J Note: Overburden and footing self weight are included in the DL load case. Max/Allowable Ratio RISAFoot Version 2.0 [C:\Documents and SettmgslAll Users\Documents\HBI Risa Files\2006\2006-150 6 FIa~Jef~adolPT~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne Job Number : 2006-150 PT1 ~5 January 9, 2007 -4 Checked By: Shear Check Results (Envelope): Shear Along X Direction Vc: 44.317 k Shear Along Z Direction Vc: 44.317 k Shear Bars: ft3 atrD 12 in Bending Check Results (Envelope): Unity Check:.283 Pn: 0 k Pu :0 k Mux:O k-ft Mnoz : NA Phi:.9 Longitudinal Bars: 12#6 Compression Development Length Pea Lreq.: 16.432 in Lpro.: 8.5 in Vs: 21.007 k Vu: 5.161 k Vs: 21.007 k Vu: 0 k Mnx: NA Muz: 59.293 k-ft Parme Beta: ,65 !estal Bars (Envelope): Lreq./Lpro.: 1.933 Vu1,es Vn:.105 ~+ :.75 Vu/c~ Vn: 0 Mnz: 232.975 k-ft Mnox:NA Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 2307.31 k Descri tion Cat ories and Factors Bearin Bu k) B ~ ACI9-1 1.4DL+1.7LL 78.981 eann Bu/~Bc 053 ACf 9-2 --- 1.05DL+1.275LL+1.275WL 59.236 , .039 1.05DL+1.275LL-1.275WL 59.236 _ .039 ACI 9-3 .9DL+1.3WL --- 37.068 - - - .025 I~ BC 16~ .9DL-1.3WL 1 2DL+1 LL __ 37.068 .025 -___ ____ . +1 EL 61.965 041 tBC 16-6 .9DL+1EL ______ _ 37.068 - . -- --- 025 Note: Overburden and footing self weight are included in the DL load case. _ Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ftl Ms-ZZ (k-ftl nSF_xx nct_~~ - -- ;_ Ao~t L.4.7-7 ' ~ 1DL ~ _ 0 274.51 0 97.819 ~ NA v NA ~ ASCE 2.4.1-2 1 DL+1 LL 0 358.095 0 127.603 NA _ _ NA -' ASCE 42 1 3a 1DL+1WL _____ 0 274.51 50.242 97 819 NA 1 947 1 DL 1 WL . . ASCE 2 4 1 3b - ___ _ ___ 0 274.51 50.242 97.819 NA 1.947 . . - ASCE 2.4. 1-3c 1 DL+.7EL 1DL+,75LL+.75WL 0 0 274.51 337 199 0 37 681 97.819 _ NA __ _ NA _ ' D1 L+ 75LL 7 . . 120.157 NA 3.189 ~.. _ __ ____ _ -. 5WL 0 337.199 37.681 120.157 NA 3 189 ASCE 2.4.1-3d 1 ASCE 2 4 1 4 1 DL+.75LL+.7EL 6DL+1 WL 0 __ 337.199 ____ 0 120.157 NA . NA . . - __ . 6DL 1 WL 0 164.706 50.242 58,691 NA 1.168 --- - - ASCE 2.41-5 i . - .6DL+ 7EL 0 _ 0 164.706 50.242 58.691 NA _ __, 1.168 _ _ - - _ . __ - ~ __ _-_ --- --1 164.706 ~ ------- ---1 0 _~ --- _ 58.691 NA I NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX 2Lo.~ ~ `o ~ RISAFoot Version 2.0 [C:\Documents and SettingslAll Users\Documents\HBI Risa Files12006\2006-150 6 Fla§~~e~adolPT~ o7te Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 9, 2007 Job Number :2006-150 PT1-4 Checked By: _ Description __ ' _ Categories and Factors Va-XX (k) ASCE 2.4.1-1 2 1DL 0 - AS EC 41-2 __ 1DL+1LL ~ 0 ASCE 2.4.1-3a -- _ _-- 1DL+1WL 3.97 1 DL-1 WL 3.97 ;ASCE 2.4.1-3b 1DL+.7EL 0 ASCE 2.4,1-3c 1DL+,75LL+.75WL 2,978 1 DL+,75LL-.75WL 2.978 ASCE 2.4.1-3d 1DL+,75LL+,7EL 0 __ASCE 2.4.1-4 ' .6DL+1WL 3.97 _.6DL-1 WL 3.97 ASCE 2.4.1-5 .6DL+,7EL 0 Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX Vr-XX k Va-ZZ (k Vr-ZZ (k) SR-XX SR-ZZ 12.356 0 12.356 NA NA 16.118 0 16.118 NA NA 12.356 0 12.356 3.112 NA 12.356 0 12.356 3.112 NA 12.356 0 12.356 NA NA 15.178 0 15.178 5.097 NA 15.178 0 15.178 5.097 NA 15.178 0 15.178 NA NA 7.414 0 7.414 1.867 NA 7.414 0 7.414 1.867 NA 7.414 0 7.414 NA NA RISAFoot Version 2.0 [C.1Documents and SettingslAll Users~DocumentsW61 Risa Files1200612006-150 6 FIa~Je~ado~PT~ cos 6 -/So x.AwxswoRTx slsB, nvc. SHEET NO. __ 4~ 237 Commerce Street, Suite 250 ca~cuuTED Bv_ ~~ DATE oil New 0 6 Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE o ~Jn.w _ _. ~~ - ~ ~ Y ~ pri-y ~6.~ 3~b,sz 465.5 ~.~ t~ N~ ~. a3 y " ~ ,~ ~/o w9rr S asc ~ fq tE ~a'~~ x 13~~ -~~. Pie,- _ RQ -~{ ~ ~-,~ 4 s o ~ucr ~~ 42 Hawksworth, Bibb Inc. 237 Commerce Street, Ste, 250 Williston, Vermont 05495 (Summer Condition ((Summer Condition Winter Condition (802) 651-3095 SUBJECT: Ride support column loads BY----AJB---- DATE: ~~~*~***~~ ....iii.... ANALYSIS OF COLUMN SUPPORT ARM LOADS & MOMENTS " " " " " "'~~~ Column Location/YD ##: Column PC1 [1] Dead Loads: C2] Live Loads: Riders In Slide= Water In Slide= Snaw Loading Value Wind Loading: Height Above Grade 40 feet to 97.14 plf 85.00 plf 58.80 psf Fiberglass Weight= 86.85 plf. Support Arm Units= 30.00 plf. Assumed Col, Dia.= -14.00 inches Assumed Col. Wgt.= 54.62 plf. Vel Prs d0 ft. 21.50 ~ 60 ft. 23.56 ** Slide Type & Description ** [3] Water Slide Type: 8 1= GCR 5= MxTK 2= GT b= PKTWR 3= PT32 7= MR10 4= PT54 8= PT108 Controlling Season: Winter Note: Col. Cp value ~** Support Arm Values & Summary Calc. ~~~ is assumed as 1.0 Numbe Height Reach Axial Dead Live Wind Shear Arm Mom. Moments Oead in Column Live at the Wind Joint Sum r ______ X _______ Y _________ (ft) ______ (ft) ____ (kip) (kip) (kip) ft-kip Column 76.770 326,520 17.72 __ -- _____ 0.97 ____V__ ______ 0.44 __~+_--- ---------- -- --_______ -- ________ -- ________ ptl-9 76.760 326.520 17.57 0.01 1.$2 8.b4 4.06 0.1 0.02 0.09 4 00 0 10 0.000 0.000 0.00 0,00 0.00 4,00 0.00 0.0 0,00 0.00 . 0.00 . 0 00 0.000 0.000 0.00 0,00 0.00 0.00 0.00 0.0 0.40 0.00 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.00 D.00 0.0 0.00 0.00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 . 0 00 . 0 00 0.400 0.000 0.00 4.00 0.00 0.00 0.00 0.0 0.04 0.00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 . 0 00 . 00 0 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.00 0,00 0.0 0.00 0 00 . 0 00 . 00 0 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.0 0.00 . 0 00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.0 0.00 . 0 00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 4.00 0.00 0.0 0,00 , 0 00 . 0 00 . 0 00 0.000 0.000 0.00 0.00 0.00 0.40 0.00 0.0 0.00 . 0.00 . 0 00 . 0 00 0.000 0.040 0.00 0.00 0.00 0.00 0.00 4.0 0.00 0.00 . 0 00 . 0 00 0.000 0.040 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 00 . 00 0 . 00 0 0.000 0.000 0.04 0..00 0.40 0.40 0.00 0.0 0.00 . 0 00 . 0 00 . 0 00 0.000 0.000 0.04 0.00 fl.04 0.00 0.00 0.0 0.00 . 0.00 . 00 0 . 4 00 0.000 4.000 0.00 0.00 0.00 0.40 0.00 0.0 0.00 0 00 . 0 00 . 0 00 4.aoo 0.004 0.04 0.00 0.04 O.oo o.oo o.o o.o0 . 0 40 . 0 00 . o oa -- ---- 0.004 ------- 0.000 ^ 4.40 0.00 0.00 4.40 4.00 0.0 0.40 . o.a4 . 0.40 . 0.00 Loads on Base-Plate: 2.79- 8.64- 4.51- _---- -=0.02 = =0.09= -75.27 --75.37 Cp Resulting Pressure l.o - 21.so #/sf 1.0 - 23,56 #/sf PT108 Project: Location: EFFECTIVE SLIDE __________ Width = ___________ 7.40 Feet Length = 21.00 Feet Height = 9.00 Feet Resultant Vertical Force on Support Yoke =10467.45 lbs. ¢3 Hawksworth,.Bibb Inc. 237 Commerce Street, Ste. 250 Williston, Vermont OSd95 Project: Location: (802) 651-3095 SUBJECT: Ride support column loads Y : AJB _____..____________.. DATE: ~*~:***~~~~ 1111111111 DESIGN OF COLUMNS 1 1 1 1 1 1 1 1 1( 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .r_"""_"'_'~___^-~------`----..-.~.......,~,~....., ,.. ,,, ,,. ,,,. ,,. _,. ,,,_.., i 1 I 1 I 1 1 1 1 1 1 1 1 1 11 Column Location/ID ##: Column PC1 ~~ Column Section Properties ~~~ 0.0. = id inches 356 mm. I.D. = 13.25 inches 337 mm ~ A = S = 16.05 53 25 i~n"'2 in°3 r = d.82 in. . t. = 0.3750 inches 9.5 mm. I = . 372.8 in~4 w t = 54.62 lf. ~ _ y 36 k E = 29000 ksi. si. *~ Column Loads and Deflections ~~ Joint Height Axial Mom Mom Design. P/A M/S Unity Deflections at OL+LL Top Number- ^(ft)-~ -OL+LL~ OL+LL Wind Moment LDF (ksi) (ksi} Check Absolute Cumm. Wind Co umn 17.72 -- - ~ ptl`9 17.57 0 00 10.5 0 0 0.1 0 0 0 0 0 0 0 1 0 1.00 O.bS 0-02 0,048 0.003 0.003 0.048 1.174 . o.oo . 0.4 . 0.0 . 0.0 .0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.000 o.aoo 0.000 o ooo 0.000 a oao 0.000 o ooo 0.40 0,00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0o 0.00 a.ao 0.00 o.oo 0.00 o.ooo 0.000 . o.ooo 0.000 . o.ooo 0 000 . o.ooo 0 000 0.00 0.00 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0,00 0.00 0.00 0.000 0.000 0.000 0.040 . 0.400 0 000 . 0.000 0 000 o.ao o.oo a.o o.o o.o o.o o.a o.o O.o o.o o.oo o.o0 o,oo 0.04 o.o0 o.oa 0.400 o.oo0 0.000 0.004 . 0.004 O ooo . o.aoo a ooo o,oo a.oo o.o o.o o.o a.o a.o o.o 4.0 o.o 0.00 o.oa 0.00 o.oo 0.0o o,oo a.ooo o.oo0 o.ooo 0 000 . 0.000 0 000 . 0.000 o ooa a.4o o.oo O.o o.o 0.4 o.o 0.0 a.o 0.4 0.0 0.00 0.00 o.oa o.ao a.4o o.oo o.4oa o.ooo . o.ooo o.oao . o.ooo o ooo . o.ooo o ooo 4.00 o,oo o.a o.o 4.0 o.o 0.0 a.o 4.0 o.o 0.00 o.o0 0.00 0.00 o,ao 0.00 a,ooo 0.000 0.04o 4.oao . a.ooo o ooo . o.ooo o ooo 4.00 0.0 0.0 4.0 0.0 0.00 0.00 0.00 0.000 4,000 . 0.000 . 0 000 o.oo o.o o.o o.o o.o o.oo o.oo o.oo 0.004 o,ooa o aao . o ooa o.oo o.o o.o o.o o.a 4.00 0.00 0.00 4,000 0.000 . 0 000 . 0 000 o.oa o.o a.a o.o o.o o.oo o.o0 4.00 0.000 o.4ao . 0 040 . 0 000 0.04 4.0 0.0 0.0 0.0 0.00 0.00 o.ao o.0oa o.ooo . a.ooo . o.ooa Loads a t Base: 11.4 0.1 75.27 75.37 1.33 0.71 16.98 0.575 - 0.003 1.223 Deflection at Column top - 1.225 inches Def. = L / 172 ** Column Allowable Stresses ~* _____________________________________________ AISC 9th edition chapter E (columns 81 compression} kl/r = 912x8 < Cc = 126.1 ; AISC Eqn. E2-1 Governs; Fa = 13,98 ksi Sec B5h 33000% Fyapt91,67(b>amdia%d f137u331;mFbbe23~76 ksi (.bb Fy} Summary of allowable loads and Unity checks fa/Fa= 0.05 < 0.15 AISC equation H1`3 governs unity check Maximum unity check = 0.575 < 1.00, allowable stresses are OK Hawksworth, Bibb Inc. Project: ~ - /3 a 237 Commerce Street, Ste. 250 Williston, VT 05495 Location: .lob # Qa yy Phone (802) 651-3095 Fax (802) 651-3097 By : AJB Date: 21-Nov-06 Analysis of Round Base Plates under High Moments Base Plate Geometry and Loads: Column Diameter = Base Plate Diameter = Number of bolts = Diameter of bolts = Dim. edge plate to bolt = Analysis Results Compressive stress fc = 1.265 ksi Tension stress ft = 17.04 ksi 14 inches Diameter to CL bolts = 22 inches Edge col. to CL bolt = 8 Modular Ratio n = 1.250 inches Applied Moment = 2.000 inches Applied Axial Force = Finished Plate Wgt. _ Raw Plate Weight = 18.00 inches 2.000 inches 9 75.37 ft kip 2.79 kip 107.79 Ib/in 137.25 Ibrn Maximum compressive stress under base plate Maximum tension stress in bolts Compressive force Pc = 65.9 kip Maximum compressive force under base plate Tension force Pt = 63.1 kip Maximum tension force in bolts Compressive Mom.Mc = 42.05 ft. kip Moment of compressive force about CL of Base plate Tension Moment Mt = 33.32 ft. kip Moment of tension force about CL of Base plate Dist to centroid of comp Dist. to centroid of ten. Dist to zero stress Analysis Checks Sum of the moments Sum of the Forces Strain Compatibility N u m e ri ca I l n teg rat io n Stress in Welds 7.66 inches Dimension from CL plate to centroid of compressive force 6.34 inches Dimension from CL plate to centroid of tension force 2.99 inches Dimension from CL plate to point of zero stress L q1~~j ~~~ l~ 0.00% percent dill. btwn. moments from base plate forces and applied moment 0.00% percent diff. btwn. sum of base plate forces and applied axial load 0.00% percent dill. btwn calculated k and that last assumed in iteration 0.85% Number at left is the maximum deviation from values calculated above and an independent numerical integration check performed in hidden spread sheets. I weld = 3712.23 S weld = 337.476 Force in weld = 2.680 kip per inch ~ Plate Thickness re uir_ed _ I 4 Compression side 1.08 inches +' Tension Side 1.30 inches Plate yield strength 36.00 ksi Load Duration factor 1.00 Estimated Pier and Bolt Design Criteria Estimated Pier Dia. = 30.50 inches (based on 5 dia edge distance) =~ 36 k~ ~ ie2 Spacing btwn bolts = 7.07 inches Spacing btwn bolts = 5.65 bolt diameters ~s Description: 36 "diameter pier Moment 75.37 ft.kip Axial 2.79 kip Number of Bolts = g Bolt Diameter = 1.25 inches Bolt Length = 36 inches Max Bolt Stress = 17.04 ksi Pier Diameter = 36 inches Concrete Strength fc = 3,000 psi Steel Strength Fy = 60,000 psi Ultimate Factor = 1.3 Factored Tension T = 217.48 kip Pier Capacity = 144.95 kip Minimum Steel at 1 % = 10.18 square inches Steel for T = 4.03 square inches Design Area = 10.18 square inches Pier Verticals Extend 24 inches past assumed failure plane Effective Reinforcing Area of bar eff = 0.548 square inches Area of bar eff = 0.785 square inches Area Used = 0.548 square inches Number of bars for T = 8 bars Number of Bars used 18 bars Area for Min Steel = 0.565 square inches Bar size used = 7 Area used = 0.600 ~ Max. Spacing #3 ties 14.00 Inches Max. Spacing #4 ties 14.00 Inches HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 JOB SHEET NO. 4L OF CALCULATED BY ~ ~ DATE ~ -S^~~° CHECKED BY DATE SCALE - c-oL v n1 n/ Pc-- ~ ~ c Y~R- t~-bL B11+T = F4-~tZ , 3 3 ` - 44 !~ ~ ~ _ < < 8 3 ~ +k-; ev,~ s o c ~ + ~` ~ ro P c ~- Feon~c (083 PD = z,~q~- ~ ~ - `d . GP~E-~- ~o -.oZ-~ WL~ - . 04`` VYI. of = Z S, Z7 ~ .. $ `- 3 ~- S`- 3 ~ t `- Z. ~t~- = 3lQ~~gS ~w = 4. SL K D PRODUCT 207 Company Hawksworth, Bibb, Inc. 4 ~ Designer :Scott Milne January 8, 2007 Job Number :2006-150 Column PC1 Checked By: ..._ . 2.796 ft X w A ~---~ B N A p ` -- - -~ C 8.25 ft Bottom Rebar Plan A g #5(c~15.33 in X15.33 in --__~C D ; -- 8.25 ft X Dir. Steel: 2.15 in2 (min)(7 #5) Z Dir. Steel: 2.15 inZ (min)(7 #5) Top Rebar Plan D ~-----------~ C 8.25 ft .~1 W N m B i i i _ _. ~ - '-`-- #515.33 in Z w N W #5@18.4 in x #3@12 in LS 'i ~~ C '~ R ~ •'1 G •.i ~ ~ -j- .,~ ~n ~ -~_ ~ D C ~' Footing Elevation 31.9 in a i ~ 24#6 .~ a, I I r-i ~ a I ~~ Pedestal Rebar Plan RISAFoot Version 2.0 [C.1Documents and Sett~ngslAll UserslDocuments\HBI Risa Files1200612006-150 6 Fla~la~erhado~PC~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne ~~ January 8, 2007 Job Number :2006-150 Column PC1 Checked By: Geometry, Materials and Criteria Length : 8.25 ft eX : 0 in Net Allowable Bearing :3000 psf Steel fy : 60 ksi Width : 8.25 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel : 0018 Thickness :14 in pX :31.9 in Concrete fc : 3 ksi . Maximum Steel : 0075 Height : 82 in pZ :31.9 in Design Code :ACI 318-02 . Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure : 0 9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 . Phi for Shear :0 75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k . Phi for Bearing :0.65 Loads P k DL ~ -- Vx (k) Vz k) Mx (k-ft) Mz k-ft Overburden sf) 2.79 __.--- LL 8.64 .02 550 .09 WL I _ ------------ -- --- 4.51 _ ---- 75.27 +P ~+Vx _ +uz fir„±INx ,~.~~~Z ___--J +iisiui _ - A D D C D C AA D Soil Bearing Descri tion _ _Categories and Factors Gross Allow.(psf) Max Bearin sf) Ma_x/_Allowable Ratin ASCE 2.4.1-1 1DL ________ 3764.94 806.143 A .214 ' -ASCE 2.4.1-2 1 DL+1 LL 3764.94 934.048 A _ , .248 ;,_,_...ASCE 2.4.1-3a ' i DL+1 WL - 3764.94 2116.12 ~ _ ~ .562 1 1 - ---- ~ ASCE 2.4.1-3b 1 DL-1 WL 1 DL+.7EL 3764.94 - --- 3764 94 2115.39 C - 806 .56~ ASCE 2.4.1-3c ~ ~ ---- -- 1DL+.75LL+.75WL . 3764.94 ____ .143 (A 1794.43 A .214 _~ - ---- 477 1DL+.75LL-.75WL - 3764 94 - 1792 6 C . ----- - ---- . ~ .5 .476 ,_ ASCEZ41-3d ! ASCE 2.4.1-4 -- l 1DL+,75LL+.7EL ._------------- 6DL+1WL ' 3764.94 -- 3764 94 _____ _ fi 902.07 A 3587 3 (A) - --- .24 _--- --~ 953 - -- --- -- -- . . ~ i_ __ .6DL-1 WL ASCE 2 ~ 3764.94 ~ ___-- 3583.78 (C) , - : 928 ~ _ _ 41-5 .6DL+.6DL+ 7EL _ _ _ -- ~- - -- 3764.94 ~ 483.686_~A) i i Footing Flexure Desi_an (Bottom Bars) Description - Categories and Factors Mu-XX (k-ft) Z Dir As (inz) Mu-ZZ (k-ft) X Dir As line 1 _-_'.-_ ~- -- +1.7LL __ -- -- 43.339 - T--- - .956 43.387 --- ---- ~ - - - 957 ACI 9-2 1.05DL+1.275LL+1.275WL --- --- - 32.504 - .715 - 73.878 . ~ 1.643 ! r------- - __ -- CI 3 1.05DL+1.275LL-1.275WL - 32.504 .715 _ 73.761 _ __ 1.64 ~ i ;_A 9- _ .9DL+1.3WL _____ _- 23.388 .513 79.768 ---_ 1.777 i --- - a IBC 16 5 .9DL-1.3WL -- _-- + 23.388 . __-__ ~ - - 513 _' ~ 79.737 - - 1.776 ,' --- - 1.2DL+1LL+1EL 35 277 ! 777 35 307 _ -___ ~ IBC_16-6 ~ - .9DL+1 EL - _ - -~ I . - 23.388 j . .513 _ . 23.392 I _ .777 _ -, .513 Note: Overburden and footing self weight are included in the DL load case. Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Desivn (Top Bars) uescn tion Cate~c ories_and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As (inZ ) SW+OVER _ 1SW+1OVER __0 Z -- 0 23.189 .509 KISAFOOt Version 2.0 [C:~Documents and SettingsWll Users~DocumentsW61 Risa Files~2006~2006-150 6 Fla§~~'e8~ado\PC• Company Hawksworth, Bibb, Inc. Designer :Scott Milne Job Number :2006-150 49 January 8, 2007 Column PC1 Checked By: Footing Shear Check Two Way (Punching) Vc: 375.752 k One Way (X Dir. Cut) Vc 110.482 k Punching Description Cat ories and Factors Vu(k) Vu/ ~Uc One Way (Z Dir. Cut) Vc: 110.482 k X Dir. Cut Z Dir. Cut ACI9-2 _ 1.05DL+1 275LL+1 275WL _74.949_ 57 .266 21.589 .261 21.612 - .261 . . 1 05 DL+1 275LL .636 .205 16.191 .195 __ 36.509 .441 ' _ ACI9-3 . _ . -1.275WL 9DL+1 3WL 57.615 .204 16.191 .195 36.452 .44 ,' i IBC 16-5 . . .9DL-1.3WL ~ - ____ 1.2DL+1LL+1EL 46.983 46.977 61 0 .167 .167 11.65 11.65 .141 .141 39.112 39.097 _ .472 ~ .472 _ IBC 16-6 9DL+1EL -------- . 06 - .216 17.572 .212 17.587 .212 . ____ 40.446 ,144 11.65 .141 _-11_.653 .141 Note: overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc:103.611 k Vs: 32.747 k Vu: 5.863 k Vu/,o Vn:.057 c~ :.75 Shear Along Z Direction Vc: 103.611 k Vs: 32.747 k Vu: 0 k Vu/,~ Vn: 0 Shear Bars: #3 ~ 12 in Bending Check Results (Envelope): Unity Check:.21 Pn: 0 k Mnx: NA Mnz: 731.499 k-ft Pu : 0 k Mux:O k-ft Muz: 137.933 k-ft Mnox:NA Mnoz : NA Phi:.9 Parme Beta: .65 Longitudinal Bars: 24 #6 Compression Development Length Pedestal Bars (Envelope): Lreq.: 16.432 in Lpro.: 8.5 in Lreq./Lpro.: 1.933 Concrete Bearingr Check (Vertical Loads Only) Bearing Bc : 5189.81 k Description Categories and Factors Bearing Bu (k) Bearing Bu/nBc r ____--__-__ ~~ AGI 9-7 _ _ _ __ _ __-~._1.4DL+1.7LL _ _.__ 91.483 .027 _ --- ~ ACI 9-2 _ ~ 1.05DL+1.275LL+1.275WL - _ _ -- __-__ 68.612 .02 _1.05DL+1.275LL-1.275WL -- - - ---- ---- 68.612 .02 _______ '; ACI9-3 9DL+1.3WL - ~- -- - -' -- ------- ---------- ' ___ -- 49.368 -------- .015 - __ -__ ...9DL-1.3WL _ ____ --- IBC 16-5 1.2DL+1LL+1EL ---- -- 49.368 74 4 -_ _- .015 . 64 .022 IBC 16-6 ~ .9DL+1 EL _ __ ____ I --- -49.368 015 I Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [C.1Documents and SettingslAll UserslDocuments1H61 Risa Files~200612006-150 6 FIa~Je~ado\PC~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne Job Number :2006_150 S~ January 8, 2007 Column PC1 Checked By: Overtumin_a Check (Service) Description _ _ Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Mc_» r~_e~ ncc_Y,r n~~ ~~ .,J~.C L.4 ~-7 ~ lUL _--_-___ ASCE 2.4.1-2 1 DL+1 LL --- ~ 0 0 226.271 261 911 - .02 - - - ~.• ••~ 226.271 .,... -.... NA __ w. -cL. NA ASCE 2 4 1 3a 1DL+1 . .11 261.911 NA NA ;_ . . - ~ WL ____ 1 DL-1 WL _ 0 0 226.271 226.271 111.37 111 35 226.271 226 291 NA__ NA 2.032 ASCE 2.4.1-3b 'ASCE 2.4.1-3c 1DL+.7EL 1DL+.75LL+ 75WL ~ 0 0 226.271 . .02 . 226.271 NA 2.032 __ NA ' . 1 DL+.75LL-.75WL 0 253.001 253 001 83.6 83 513 253.001 NA 3.026 ASCE 2.4.1-3d __ 1DL+.75LL+.7EL 0 . 253 001 . 253.088 NA 3.031 __ ASCE_2.4.1•~ .6DL+1WL __-___ 6DL-1 WL 0 _ . 135.762 .087 111.362 253.001 135.762 NA NA NA __ 1.219 ASCE 2.4.1-5_ .6DL+.7EL 0 _ 0 135.762 111.35 135.774 _ NA 1.219 _ __ __ 135.762 .012 135.762 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX ~(©~ ~t_o Sliding Check (Service) _ Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k1 v~_~~ r~~ eR_YY ~o ~~ w nw~ w ~------- 'ASCE 2.4.1-2 1 DL+1 LL ~ _ 0 - 0 16.456 0 ----- 16.456 NA --- _ _ I NA ____ _ - - --- ! ASCE 2.4.1-3a ~ 1 DL+1 WL ----- _ _ 19.048 0 - - 19.048 NA NA I i 1 DL-1 WL __ _ ___ -- ~_--- _ ASCE 2 41 3b _4.51 _ ~ 16.456 ~ - 16.456 3.649 -- NA -I . 1 DL+.7EL -~__..__ ASCE 2.41 3c 1 DL+.75LL+.75WL -- ~ 0 --- -- 3 382 16.456 ~ 18 4 0 ---- _ 16.456 - ', ' I NA __ ~_ _ NA _ ; _ - i___ 1DL+.75LL-.75WL ' ASCE 2.4.1-3d 1 DL+ 75LL+ 7EL . -- _ ~ 3.382 ~ ~ . __ 18.4 0 0 18.4 _ 18.4 5.44 NA ~ rt_____-~ --- 5.44 NA . . - --- --- ASCE 2 41-4 6DL+1 WL - - 0 ---- - ~ 18.4 , - _ - _ 0 _ - --_ 18.4 _ _ __ I NA i NA . - -- I 4.51 9.874 0 9 874 i - __ __. _ ~ 6DL-1 WL - 4.51 ~ - ~ 9.874 } _ _ 0 . 874 _ t 9 2189 NA 2 189 j NA ASCE 2.41 .6DL+.7EL __ . - - - - --- - - ----- -- 9.874 I 0 . _ 9.874 . NA Ne ' Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [C.\Documents and SettmgsWll Users\Documents\HBI Risa Files\2006\2006-150 6 Fla~~e~ado\PC~ vA`,~N 7-p ~T ,,DB 6 - /so rl.L~ r~' ASWUR~ 81D8~ i1tlC. SHEET NO. ~ I A OF 237 Commerce Street, Suite 250 CALCULATED BY A-58 DATE o~ I NOU- O{ Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE 4t8~ -~~ P~= ls~~~~ ---------- Pi= 53GS~S hoc 13i 6iL ~ Vas a5(r4 Ps: '~yy`~ /H~,r= ~3, 53.1 ~ /w ° yy/S poW.. W.,,~ ,.~.~. a : rs~~/,~ ~ ~1~ri D-+~- ~J9ati-rs3ssj~~ ~~,t~c j~rc~- 65~3!< piw= 9~~L+ ~3,531/`~GZ = 59s`r is Orix h _ (gx3+ ~s,s31:f(a)ty4~~ c ~~+>3, dS 3 ~ ~c yy D w j d5~..a) - ~ t~, rt h ~ ~ '* 13„'S3s`Y,t=3= ~~ ~ ~!5 9 ~var~ ~.«. - ~~ 6~6~3~~ S=13.9 MfS- I~(rs.SL) ~13,q~ /5.9Tka~ .~ Wald 6 L.a a 61J o c~~ ~ ,a °' t. !~= a ~ V~g: ~/yrS/o2~ : ./5~ k~iti d ~ ~ r- - :~ 3 s 32 ~ / = 41 Lt ~' awa, d~~. 7 M- r`-,5~t, ~/~36~a ~ 5--6tk'lt ~'1~3=6`i.3 Hls-1~(~3.s3:1~61.3.'4.o~s'~~~ i6 .Net _. 9~P t5)1- y.6Y~i., nn use Cyr 6r 3/g Cc-o~, bR+~ W e l o t ~"}1;,er 4 t~cf¢~ or oZ i~„,t, ~~ !I =i ,y arr9~ ~ II ,.J '~ I, IOht. ~ti 3~ t~:~ / i/ S ,, = 3 (rS)i- ~5 ~ 64.3 /. D PRODUCT 207 11A ~'~' 1~S ~ • Ulm 1 it B~B, 11tl1~. SHEET NO. ~•~ OF 237 Commerce Street, Suite 250 CALCULATED sv_ A~ DATE ~ t3 N ~ ~+- c L Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE A;w DG,,~ 7-~ ~oad,~ o.~ _ S ~oeto ~!-~ god t'~.e Crss6~fr c~e.,y~., ah Pa ~t a use z~C +~i~:,,.~ os~;sti ~At~-~ ~ 6 qs~ ~., mac. r~lc ~~vc ~~•,, tk pr~sl:~lc c~es;., b•~ k- _. rf J h by ~J !o ysec-vq^E~.E .~. Z}C u p psr Armes a•. 't1+,a ride '>~4t e.~'C b Pqc e~ Much C~ostr- ~5~~`~er Z~,~, V ~ C~as4fh bwk ~1~. -~r~.. ~1ScE ~r ~'(j ~-3 ~n! . ~ t1esS2 Stn~w.- Jti Ctti~{er x/.13 ir• I l Vrr7A;. ~O~ P''1..4) i~°~' °'+ ~ ~ f}a we9- rn tie clQSr3K G.~ ~, t PSI.- ).yam k Ps.- y fig k Pry ~ 3 ~~.5a"' ~I. S "" Settoc&- c~a..., 13 ``- 1- 1~ a~.~s 6,5 ur 16 F.- t-I~ 16.5 y.S of l~.oy D PRODUCT 207 Hawksworth Bibb Inc , page. ~3 237 Commerce Street, Suite 250 Job #: G -r5o Williston, VT 05495 By: AJB Phone: (802)651-3095 Date: /!-Z g - ~ Fax: (802) 651-3097 ----- --- ------- Project: Great Escape Tornado Basic Snow: 58.8 psf Location: Actual for upper arms Basic Wind: 23.36 psf Flume 1 Flnme 7 Gh~mn ~ C6,...e• w ri......, a r~..~_ n_ -- ~Ride Key - - - ----- - - ._..._ _ ......~ .. ..... .... . .w nc ., ~ wn~c a r1ulnC I V Ride Type - ---- PT108 DeadLoad (plf) 86.85 --_- -- -_______-- Width (feet) 4.17 - - Length.--..-...------ (feet) __ -.. _ 17 ---- -- Height (feet) 9 -- - ~ Water (plf) 85 -- -- # of Riders r---- --- -------- ~Wgt each nder (pounds) -- --- Ctr of Mass -- (feet)- -- e ocity _ _- _ 12 170 -- 4.5 18 __ ~ -- ____._ - -" -- _- Wert. Curve _-. _ -_.. __-- ~ _- 25.__ .__.___ ___-_- -- Hoc Curve 15 - -- Snow Coef. 1.00 ---- - --- - - ~ Wind Coef.--- --------------- 1_00 ------ -------- Basic. I Dart Cacpc• Vertical Loads Dead (Pounds) 1,476 -- - ----- --------- ~ ----- - ------ - -- Live Static (pounds) 3,485 -- _ .---- - -- '-- -- T- 1---- - - -- ~, Live Dynamic (pounds) Total Live (pounds) F 1,403 ' 4,888 ~ - ---~ ~ - ---- Snow founds 4,168 Horizontal Loads ~ ~ Live Dynamic (pounds) 2,338 I - Wind pounds 3,574 Moment Loads ~ ~ Dynamic Live (ft-Ibs) 12,460 ~ Wind ft-Ibs 19,050 Lnad Cnmhinatinnc Dead Vertical 1,476 --- - - - - -- - Horizontal 0 - Moment 0 ~ Dead + Live Vertical 6,364 ~ Horizontal oment 2,338 12,460 -. ~ - ~ -- - _ -_-- -- - I_ -- i - - - _ -- r Dead + Snow Vertical 5,645 Horizontal 0 Moment 0 Dead +.75(S+yy) Vertical 4,603 Horizontal 2,681 Moment 14,287 ----- Dead + Wind Vertical 1,476 Horizontal Moment 3,574 19,050 Dead + Live+.25W Vertical 6,364_ ____ Horizontal 3,231 - --- ...Moment 17,223 --- ----- ----- ----- ---- .-oB 6 - /s o illy YY l~SWUR 1 i1 D~B~ ~Jl~. SHEET NO. _ ~~f ~ 237 Commerce Street, Suite 250 CALCULATED BY ~~ Williston, Vermont 05495 DATE ~ ~ r~t~,.-oc (802) 651-3095 CHECKED BY DATE SCALE 4•~" J /y M ~V rt f 13 t i~3~~ a~~ _ ~.1~~ A ~a~' 731 ~ ~~ e,t cA.. ~' C~~w~ W~~ ~ti1 P~dC~ tJJG ~/s.M:Q ~r. ~~`{ ~1y/~/.QS C?f a DL~. •~Tg Ss~l~)~4(3.y~ LL= ,41" uver~mgo r.vperaEi~ ayt3j ~.4t~=.~ay I~~r ~'' ~S- ~? Lv = .33 ~~~ ur ~~2 A'~H 6 ~ Cr ~``! bf9~ D PRODUCT 207 RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. 1 Wentworth Drive Job C-~ Williston, VT 05495-9733 Page: 75 Date: 11/28/06 Radial Arm's - PT108 large setback File: ARMIUP 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf Units.. .......... US Standard Steel Code... AISC 9 Allowable Stress Increase Factor.. 1.333 th Edition ASD Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign.. ....... Yes P-Delta Analysis Tolerance........ 0.50 ___________________________< Joint Coordinates >______________________----- Joint X Y ______ - -No- -------Coordinate Coordinate Temperature ft------------ft------------OF----------- 1 ----------------- 0.000 0.000 0.00 2 22.500 0.000 3 23.250 0.00 4 0.000 0.00 13.000 0.000 0.00 5 0.000 4.875 0.00 __________________________<-Boundary Conditions >___________________________ Joint +----- Translation + No X Y Rotation -----K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 5 Reaction Reaction __< Materials (General) >____________________________ Material Young's Shear Poisson's Thermal Weight Yield Label --Modulus Modulus Ratio Coef. Density Stress -------- Ksi--------- -- -Ksi----------------1p"5°F----K/ft3-------Ksi------ A500 29000.00 11154.00 0.3000 0.65000 0.490 46.00 ________________________________ ----< Sections >________________________________ Section Database Material As As Label Sha e I I T P Label Area 0,2 1,3 1 3 0,2 C ------------ _ ----------in~2------- ARM TU12X8X8 A500 18.40 1.2 1.2-----in 4----------in~4-------- BRACE TU6X6X4 A500 188.00 353.00 5.59 1.2 1.2 30.30 30.30 -------------------------------- --------------------------------< Members >_______________________________- Memb Joints Rotate Section Releases -No_ I J 90° Set I:AVM J:AVM I_EOdffseJSEnd LabelcjivLength 1 1 4 -------------------in-------in---------------ft---- 2 2 3 ARAM 13.00 3 4 2 A~ 0.75 4 5 4 BRACE PIN 9.50 13.88 - RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. Job `-~~° 1 Wentworth Drive Williston, VT 05495-9733 Page: 76 Date: 11/28/06 Radial Arm's - PT108 large setback File: ARMIUP 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf __________________________< AISC,NDS Parameters >___________________________ Section Length Lb-out Lb-in Lcomp K K Member Set le-out le-in le-bend out in CH Cm Cb,B Sway ---------------ft------ft------ft------ft------------------------ 1 ARM 13.00 22.50 --------0-1 2 ARM 0.75 22.50 3 ARM 9.50 22.50 4 BRACE 13.88 _____________°____________< Basic Load Case Data >_______________-______________ BLC Basic Load Case Load T No. Description YPe Totals ----- - Nodal Point Dist. --------------- 1 -------------------------- dead 2 live away from col 3 3 live towards col 3 4 snow 1 5 wind 2 _______________ --< Joint Loads/Enforced Displacements, BLC 1 >________________ Joint Is this a Load or Direction Number -----a-Displacement? (X,Y,Mz) Magnitude -----L--------------------- 2 -------------K,K-ft,in,rad--------- Y -1.476 _______________< Joint Loads/Enforced Displacements, BLC 2 >________________ Joint Is this a Load or Direction Number - - a-Displacement? (X,Y,Mz) Magnitude -----L------------------ 2 ----------------K,K-ft,in,rad--------- 2 Y -4.888 L X 2.388 2 L Mz -12.460 _______________< Joint Loads/Enforced Displacements, BLC 3 >________________ Joint Is this a Load or Direction P ~ Number a Dis lacement. (X,Y,Mz) Magnitude ----------------------------------Y- 2 -------------K,K-ft,in,rad--------- L -4.888 2 2 L Mz 0.000 0.000 _______________< Joint Loads/Enforced Displacements, BLC 4 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------L-------------------Y 2 --------------K,K-ft,in,rad--------- -4.168 RISA-2D (R) Version 4 01 Hawksworth , Bibb , Inc . . ~ ~~ S' 1 Wentworth Drive Job Williston, VT 05 495-9733 Page: 77 Date: 11/28/06 Radial Arm's - PT1 08 large setback File: ARMlUP 100 mph wind, exp C, I = 1.0, h = 60', Groun d snow = 70 psf ---------------< Joint Loads/Enforced Displacements, BLC 5 >________________ Joint Is this a Load or Direction Number a Dis lacement. (X,Y,Mz) -----------------p--------? Magnitude 2 - ---------------- ----------K,K-ft,in,rad-- ------- 2 L 3.574 Mz -19.050 _______________ _____________< Load Combinations >____________________________ No. Description BLC Fac BLC Fac BLC ----------------- - Fac BLC Fac BLC Fac SSdv 1 dead ------- Y -1 1 1 ------------------ ------- ------ 2 live --> 2 1 3 live <-- 3 1 4 snow 4 1 5 wind 5 1 6 7 dead L1 1 8 dead+live r L1 1 L2 1 9 dead+live 1 L1 1 L3 1 Y 10 dead+snow L1 1 L4 1 Y 11 dead+wind L1 1 L5 1 Y 12 dead+.75(s+w) L1 1 L4 .75 L5 75 Y 13 dead+live+.25w L1 1 L2 1 L5 . 25 Y 14 dead-wind L1 1 L5 -1 . Y 15 dead+.75(s-w) L1 1 L4 .75 L5 - 75 Y 16 dead+live-.25w L1 1 L3 1 L5 . -.25 Y Y _______________________< Envelope AISC Unity Checks >_________________ _ Unity Loc Shear Loc _____ Memb Chk lc -------------- Chk lc Fa ----- Fb Cb Cm ASD Eqn. 1 0.610 5 13 - -----------Ksi------ 0 036 5 13 -Ksi--------------------- ------ 2 0.000 1 8 . 17.30 0 000 1 8 30.36 1.00 0.85 H1-2 3 0.605 1 13 . 17.30 0 038 1 8 30.36 1.00 0.85 H1-2 4 0.271 3 13 . 17.30 0 003 5 8 27.60 1.00 0.85 H2-1 . 19.49 30.36 1.00 1.00 H2-1 ___________________________< Envelope Reactions >______________________ Joint +---- _____ -------- Forces -------------+ X -- lc Y lc Moment lc ----------K------- lU --- -------K----------------K-ft------------------------- 33.45 13 0.54 14 0 00 8 L 10.30 ~~ 14 -5.82 13 . 0 00 8 5U -6.73 14 13.91 13 . 0 00 8 L -36.73 Tot:9U 13 2.66 14 . 0.00 8 .57 14 g,Og g L -3.57 11 3.20 14 HAWKSWORTH BIBB, IlVC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 SHEET ~. ~ ~ OF CALCULATED BY " J+~ pA~ eC ~ ~V~V V' 6 CHECKED BY DATE SCALE 0 PF~DUCT 2W RISA-2D (R} Version 4.01 Hawksworth, Bibb, Inc. Job 2006-150 1 Wentworth. .Drive Page: 79 Williston, VT 05495-9733 Date: 11/28/06 Radial Arm's - PT108 small setback File: ARM2UP 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf Units ............................. Steel Code ............. Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P-Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50 _____________________ -__< Joint Coordinates >____________________________ Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------0 F---------------------------- 1 0.000 0.000 0.00 2 15.410 0.000 0.00 3 16.160 0.000 0.00 4 10.900 0.000 0.00 5 0.000 4.090 0.00 __________________________< Boundary Conditions >___________________________ Joint +----- Translation -----+ No X Y Rotation ------------K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 5 Reaction Reaction __________________________< Materials (General} >___________________________ Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi----------Ksi----------------105°F----K/ft3-------Ksi------ A500 29000.00 11154.00 0.3000 0.65000 0.490 46.00 _______________ _______________________< Sections >________________________________ Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------in"'2----------------in"'4----------in"'4-------- ARM TU8X8X8 ~ A500 14.40 1.2 1.2 131.00 131.00 BRACE TU6X6X4 A500 5.59 1.2 1.2 30.30 30.30 ________________________________< Members >_________________________________ Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I-End J-End Label 1 Length --------------------------------------------in-------in---------------ft---- 1 1 4 ARM 10.90 2 2 3 ARM 0.75 3 4 2 ARM 4.51 4 5 4 BRACE PIN 11.64 RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. Job 2006-150 1 Wentworth Drive Page: 80 Williston, VT 05495-9733 Date: 11/28/06 Radial Arm's - PT108 small setback File: ARM2UP 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf __________________________< AISC,NDS Parameters >____________-_________-___ Section M Length Lb-out _ Lb-in Lcomp K K Cm Cb B Sway ember Set le-out le-in le-bend out , in CH ------------- --ft------ft------ ft------ft--------- -- o i ---------------------- 1 ARM 10.90 15.41 -- 2 ARM 0.75 15.41 3 ARM 4.51 15.41 4 BRACE 11.64 _______°_____ _____________< Bas ic Load Case Data >__________________________ BLC Basic Load Case Load Type Totals No. Description ---- Nodal - Point Dist. 1 dead ------ -------------- 1 ------------------------ 2 live away from col 3 3 live towards col 3 4 snow 1 5 wind 2 _______________< Joint Loads/Enforced Displacements, BLC 1 >________________ Joint Is this a Load or Direction Number a --------- Displacement? (X,Y,Mz) Magnitude ---- 2 ------------------ --------------------- --K,K-ft,in,rad--------- L ~' -1.476 __________< Joint Loads/Enforced Displacements, BLC 2 >________________ Joint Is this a Load or Direction Number a --- Displacement? (X,Y,Mz) Magnitude ----------- ------------------ -------------------- --K,K-ft,in,rad--------- 2 L Y -4.888 2 L X 2.388 2 L Mz -12.460 _______________< Joint Loads/Enforced Displacements, BLC 3 >________________ Joint Is this a Load or Direction Number a ------- Displacement? (X,Y,Mz) Magnitude ------- -------------- ----------- -- - --K,K-ft,in,rad--------- 2 L Y -4.888 2 L X 0.000 2 L Mz 0.000 _______________< Joint Loads/Enforced Displacements, BLC 4 >________________ Joint Is this a Load or Direction Number a -------- Dis lacement. p (X,Y,Mz) Magnitude ------ 2 --- --- ----------- ----------------------K,K-ft,in,rad--------- L ~' -4.168 RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. Job : 2006-150 1 Wentworth Drive Page: 81 Williston, VT 05495-9733 Date: 11/28/06 Radial Arm's - PT108 small setback File: ARM2UP 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf _______________< Joint Loads/Enforced Displacements, BLC 5 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------X 2 --------------K,K-ft,in,rad--------- L 3.574 2 L Mz -19.050 ___________________________< Load Combinations >____________________________ No. Description BLC Fac BLC Fac BLC --------- Fac BLC Fac BLC Fac SSdv 1 dead Y -1 -------- 1 1 ----------- ----- ---------------- 2 live --> 2 1 3 live <-- 3 1 4 snow 4 1 5 wind 5 1 6 7 dead Ll 1 8 dead+live r L1 1 L2 1 y 9 dead+live 1 L1 1 L3 1 y 10 dead+snow L1 1 L4 1 y 11 dead+wind L1 1 L5 1 y 12 dead+.75(s+w) L1 1 L4 .75 L5 75 y 13 dead+live+.25w L1 1 L2 1 L5 . 25 y 14 dead-wind L1 1 L5 -1 . y 15 dead+.75(s-w) Ll 1 L4 .75 L5 - 75 y 16 dead+live-.25w L1 1 L3 1 L5 . - 25 y . y ___ ____________________< Enve lope AISC Unity Checks >_______________________ Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ------------- ------ ---- -------Ksi------ -Ksi------ ------ --------------- 1 0.630'5 13 0.037 5 13 21.09 30.36 1.00 0.85 H1-2 2 0.000 1 7 0.000 1 7 21.09 30.36 1.00 0.85 Hl-2 3 0.571 1 13 0.054 1 8 21.09 30.36 1.00 0.85 H2-1 4 0.220 3 13 0.002 1 7 21.28 30.36 1.00 1.00 H2-1 ___ ___- -_______< Envelope Reactions >______ ______ _______________ Joi nt +------------ Forces -- -----------+ X lc Y lc Moment lc --- ---------K------ ---------- -K-------------- --K-ft---------- --------------- 1U 26.77 13 1.34 14 0.00 7 -_L 6 34 14 -4 O1 13 0.00 7 5U -2.76 14 11.39 13 0.00 7 L -30.05 13 1.15 14 0.00 7 Tot :9U 3.57 14 7,38 g L -3.57 11 2.49 11 RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. 1 Wentworth Drive Williston, VT 05495-9733 Job 2006-150 Page: 82 Date: 11/28/06 File: ARM3DN Radial Arm's - PT108 small setback brace down 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf Units ............................. Steel Code ................... ... Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P-Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50 ___________________________< Joint Coordinates >____________________________ Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 17.500 0.000 0.00 3 18.250 0.000 0.00 4 13.000 0.000 0.00 5 0.000 -4.875 0.00 __________________________< Boundary Conditions >___________________________ Joint +----- Translation -----+ No X Y Rotation ------------K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 5 Reaction Reaction __________________________< Materials (General) >___________________________ Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi----------Ksi----------------105°F----K/ft3-------Ksi------ A500 29000.00 11154.00 0.3000 0.65000 0.490 46.00 ________________________________< Sections >________________________ Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------- ---------- -in~2------- ----- ----in~4-------- --in~4-------- ARM TU8X8X8 A500 14.40 1.2 1.2 131.00 131.00 BRACE TU6X6X4 A500 5.59 1.2 1.2 30.30 30.30 ________________________________< Members >_________________________________ Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I-End J-End Label 1 Length ----- ------- ------- -------------------------in-------in-------.--------ft---- 1 1 4 ARM 13.00 2 2 3 ARM 0.75 3 4 2 ARM 4.50 4 5 4 BRACE PIN 13.88 RISA-2D (R) Version 4.01 Hawksworth, Bibb, Inc. Job 2006-150 1 Wentworth Drive Page: 83 Williston, VT 05495-9733 Date: 11/28/06 File: ARM3DN Radial Arm's - PT108 small setback brace down 100 mph wind, exp C, I = 1.0, h = 60', Ground snow = 70 psf __________________________< AISC,NDS Parameters >___________________________ Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 ARM 13.00 18.25 2 ARM 0.75 18.25 3 ARM 4.50 18.25 4 BRACE 13.88 __________________________< Basic Load Case Data >__________________________ BLC Basic Load Case Load Type Totals No. Description ---------- Nodal -------------------- Point Dist. ----------------------- -------- 1 ------ dead --------- 1 2 live away from col 3 3 live towards col 3 4 snow 1 5 wind 2 _______________< Joint Loads/Enforced Displacements, BLC 1 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude -------- ------ ------------------- ---------------------K,K-ft,in,rad--------- 2 L y -1.476 _______________< Joint Loads/Enforced Displacements, BLC 2 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz} Magnitude -------- ------ ------------------- ------------------- --K,K-ft,in,rad--------- 2 L y -4.888 2 L X 2.388 2 L Mz -12.460 _______________< Joint Loads/Enforced Displacements, BLC 3 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------- ------ -------------------- ------------------- --K.K-ft,in,rad--------- 2 L y -4.888 2 L X 0.000 2 L Mz 0.000 _______________< Joint Loads/Enforced Displacements, BLC 4 >________________ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude --- ------ ------------------- -------------------- --K,K-ft,in,rad--------- ---- 2 L y -4.168 HAWKSWORTH BIBB, INC. SHEETNp. Qf ~ 237 Commerce Street, Suite 250 CALCUUTED BY /`f'~ pA~ oZ ~ ~/,*y ~ Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE 4 3 ~~ ~ 4 /" b.I-t ~<Z~;~e~ 1/y ,EO ~' S~,l9fe4 cdJ4,~ ~y F_p ~ G•"s ~t add ~] w~ oZ'~ ~y I ~ bd It r~l „;.,~, ~ Sys F-o ~, n •. ,, - ~ '~,, ,. 7 use 3» ~2~ i`'~ bolt,: ~ ~16.5~ = 33.vk't' Q~Ar~w~ c~ ~ 4P~0~ ~1~6.1~: ~7~~`~~e tr+~n '~ nafw,h .. well ~ ~p4-ka (•9~8yti~~l-'~`~ ~ 1f~,.,~ a.~/off-11.3"'~ pb~ ~ Arm = ~,pl,o-is, ~ (.9~.s y ~) ~ l~•'-3~) ~s~~, ~ /~3.t'` • Q.pyo~ar /-~~•~ - b~9~e c~ova '=-~ 9,~ ~~ ,, (~l i at- e o rt= 33 - ~,P E ~~! ~ i9t -6 br.~cc - ~}ssu.•t 4 ``::. k ~` ~,~ _ .9~8 (ti) ['7 ~~" `~/ s•dg] (,ri. ~~~ : SS.59 4y' Q ~9~~ ~ Ge ~ !, i'~ eJ I.~t t,,.e IQ ~,L isar ~ ~ -t. c>[ 7 M G i r~ t3e1-r ~~ 3~ ~.., -iq.~ caf ¢y wef9 ~;tif Q;A~,o~gl R;w. ~nsi~ C~ ~ ,~ (3.S r~ 1 ~_ + ` 1 ~ (ll (6.S) ~ (6.S)° ~-a°° (13.9''` V~e.~~ -~•,,.. ~~ 1. br.}~ C.~+~ fon~~Cc.-tiay illy r71~a7 r• OR 1 it D~B ~ 11tlC. SHEET NO. ~~ OF 237 Commerce Street, $llite 250 CALCULATED BY /g~ DATE aZ ~ 1`~~ 06 Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE 1~ bo~ . ~ wet //__ 1 ~ , F -E.j sf gt N ~7' 'C. ~ S ~t ~1 1,IE 1 RJ V!r o ~I~ golf., L qty (N~~ = [ys1- `i.37 ~Y;J` , -~~ = ~o.i~ka~ ~ H= y (-•S) ''(>'.~;1: 36.Sk"' V 2~~ PIa 1C- ~;.~ tj*4~ n (.9.Z~~~t~CW4~''°fS~dalll ~~' 3C3~•6d~~ G~orl P 1'~~ -~° `°~ J y Ate= ~.s(`~)~ ~c:-= ya" t1 ~ ~ E+ (y''~h.) t (?a ("S/rte • a ~ i '' H l L K :r_ `5;, l~ P 1,~ k = . L I3c~ • i _ ?. ~ ~ ~a~, ~ J ~ ` ~ ~,z t,z ! = ~.~ a i~, ~ ~ ~-..v ~= c3L+°•dk ~. /`ti~~Y ~. ~~itc~fJ ~°t° ~I~k wtlQ J ~r ~F•~Q~a: , U i ~A [~A~N~~+ ~T roa 6 - /5 ° ilA rr 1~a7WOR~ BIBB, INC. SHEET NO. 9 3 OF 237 Commerce Street, S111te.250 CALCULATED BY ''`~~+ DATE a ~ iJ.u-OG Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE H'rM I~CHG.~il~+S _ Nor .. _ Arm A.i- e.llow- 1-~rla.4~ Q rA~ Hor (aYl~ \~eck ~asG\ `~srt Sa1L, 1Ar~ $e.•~~4 ~p 33.5" vk 33.0 (t~~-) 3G,~3 3ca Ccr ~u,,.io!~~ 13.91 13.Gq (I ~ n,.~ SMq+~ s~+ba.,r~ ~ ~ calk 33.0 ,.- 3.~,~ 36.5 r ) ~.3q 13.61 r SDK s<~bs..tc ct,, 3r. 6`r 33.a / ~S.ti 3~.~ / /u. ~~ 13,q ./ D PRODUCT 207 xAwxswoRTx Bps, nvc. 237 Commerce Street'$uite 250 Williston, Vermont 05495 ' (802) 651-3095 JOB ~ " / Sy SHEET NO. ~ J ~ OF CALCULATED BY 1~ DATE ~~ N~'rV CHECKED BY SCALE DATE D~cki MG L " r' r't t~s ~ e'~t~ G/}- tral~r. ~p•w~ses~tt ~'~OOr deck ~ /~ G 11a~R.: U:e ~o..,Pos.~x a~ec,~(~ ~~t //~rttv~c~~ ('tiM?erc.~ {{ {+ Ci}rr~ $.~~at, 'o9c1 r7- COrrO,S,ay S~OM~CI ca..e~o ai ~'~C.,,,r lv ~'Q c a n cretG ~f w,..~ ~._. o'~ Go..cec~e. ~~~r clacE yell S'pA4 6-~' ~5~~4) ~ 7'3+ (ds~d~~ Arc/ a~f( S~-~e,.~ S~Ar`~ .'?oa~s"'( ye -jys T-ay Sp~ti- o C~esgq RE~+,'lo~un /~SS~.~E, S`~ts.~ +~S c~CS~LIc~,~ 'GA ~a'Neyq, c-( V.c~aS ~he~ ;'~~ a ,~a.., t~sf } e;~~~~., a„ M t o h/ a will V Q ~c ~ ec'E c-Yy4 a~.,~4 o v ~r S ~ ~p ~ tsI'~. 5 . • 1oAOs a~ ~a~k S E~-t .. ~~~ 4o psf 4S~s~' (~. ~t 1 = 6 3 Ns~ L~~ [„ate /~~~ { 1.7J~ I?+aFas~ lwS psf~ 0~1 3b pa ~ ss' .23~ FE t Ft t 1~~ _ ~ (61~ 233 .- i~ ~ a s ' ~. ~r . /fo ;hi/~~ ~... tax I.Z rx ,Z a, Go G.`t.. f oinpot~~, lrloor c.~c~~ w/rZ~,Z~ co+,c, ~tl~ ~. c 4 ~,-E.g, ~ ~~,~~-€. W,,~ (~,~ 6 - tv S.~ ~ W 5.S ~/ w C rt•,~ ~1~~~ ,s~.~., - ~ ~, 6 -o ~ A ~~~~+~~T Dr~+~~ D ~T~+ .,oe 6 -/So ilA ~~ 1~~7 ~• Ulm 111 B~D~ ll~ll.~. SHEET NO. ~ ~ pF 237 Commerce Street, Suite 250 CALCULATED BY Rte' DATE ~ 1 Nom.. o t Williston, Vermont 05495 (802) 651-3095 CHECKED BV DATE SCALE G 14,.,d t3~A.,~ (!SL J~a I Sr C~C9~ 'G'o 0.CC.s~nt ~+~' .SCI U+"~~ Wd- so (4~= ~~ ply ba' ply wi~iy '= P~ ~ Is.~s 3 ~6 ... .. 3 ~ 1 °. ~~ /y. 9 .~- ? ~ . 6 oa ~ ~S.a s~~/ b7•Yy ~ 33. oa ,,, ~ o `/ ~~ w~af iy R- y_6" I hs ~ a'tah D PRODUCT 207 ,ioe 6 - Isti HAWKSWORTH BIBB, INC. SHEET Ho. ~ 03 of 237 Commerce Street, Suite 250 CALCULATED BY A~ DnTE ~/ Nov- 06 Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE CAnt~Le~.er e 1 ie9~- '~ __ a r- l t , j5af ,7t.t3 3.~Y ~ ~~ ~' ~ ~ 5~ ~3~ ~~ ~Sv ab ~r is .~ /oy w I~f rR cA„taa„~. I CAn~~~¢.tr At' O~irCc W _ 5°(1.51 = ~5 pig I- loo ~ } = /sA Pty esi~ o~ R ~;n~ Lag- Qa - -- f i t ~ i I ~ rj~_~ ~JY v - o ~ may' ~ J¢.la b If.xa ~-13 b ~- Pp, = /os~- ~ X339 ~' I i° ~5~ t l~s;_ 13~~ Sa f ~33s=o? K~a~s s'~.r~'1Sxr ~~J _ S l+ fly ~-~ '~- PS ~O3 W r~,~ a 6 Its ra ~ r °~ - r77 t n,S pat~-a+, C W l~X ~'i S ti u~+~U +..vor k R. 9aa } F--~~~ Bea., o rROOUCr ~~ nnriowtn vc.~ - ~i av i ~r oernn vea Fyn Licensed to: Hawksworth Bibb .Job: Great Escape Steel Code: AISC 9th Ed. SPAN INFORMATION: cantilever at rear Beam Size (User Selected) = W12X19 ~ Fy = 36.0 ksi Total Beam-:Length (ft) = 22.13 Cantilever on right (ft> = 6.88 Top Flange Braced By Decking LOADS: Self Weight = 0.019 k/ft Point Loads (kips): Flange Bracing Dist DL Pre DL lL Top Bottom 22.13 0.25 > 0.00 0.50' Yes Yes Line Loads (k/ft>: Dist1 Oist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 15.25 0.095 . 0.095 - 0.000 0.000 0.150 - 0.150 ` 15.25 22.13 0.095 ~ 0.095 ~ 0.000 0.000 0.150 - 0.150 SHEAR: Max V (kips) = 2.76 fv (ksi) = 0.97 Fv = 14.40 MOMENTS: Span Cond Moment a Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 5.6 6.5 0.0 1.00 3.17- 24.00 3.17 24.00 Max - -11.4 - 15.3 13.1 1.75 6.43 21.60 6.43 15.35 Right Max - -11.4 - 15.3 6.9 1.00 6.43 21.60 6.43 18.24 Controlling -11.4 ~ 15.3 13.1 1.75 --- --- 6.43 15.35 REACTIONS (kips): Left Right DL reaction 0.58 2.19 Max + LL reaction 1.14 3.14 Max - LL reaction -0.46 0.00 Max + total reaction 1.T2 5.33 DEFLECTIONS: Center span: Dead load (in) at 7.09 ft = -0.008 L/D = 22967 Live load (in) at 7.09 ft = -0.048 L/D = 3802 Total load (in) at 7.09 ft = -0.056 L/D = 3262 Right cantilever: Dead load (iN = -0.045 L/D = 3688 Pos Live load (in) _ -0.156 L/D = 1056 Neg Live load (in) = 0.070 L/D = 2362 Pos Total load (in) _ -0.201 L/D = 821 Neg Total toad (in) = 0.025 L/D = 6570 rwnaornn vc.u - ~rav~~y Dean uearyn Licensed to: Hawksworth Bibb ~ w Job: Great Escape Steel Code: AISC 9th Ed. SPAN INFORMATION: .cantilever on B line Beam Size (User Selected) = W12X26 Fy = 36.0 ksi Total Beam length (ft) = 22.13 Cantilever on right (ft> = 6.88 Top Flange Braced By Decking LOADS: Self Weight = 0.026 k/ft Point loads (kips): Flange Bracing Dist DL Pre DL LL Top Bottom 16.30 1.06 0.00 2.34 ~ Yes Yes 22.13 1.31 0.00 2.84 ' Yes Yes Line Loads (k/ft): Distt Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 15.25 0.152 0.152 0.000 0.000 0.304 0.304 15.25 22.13 0.075 0.075 0.000 0.000 0.150 0.150 , SHEAR: Max V (kips) = 9.2T fv (ksi) = 3.30 Fv = 14.40 MOMENTS: Span Cond Moment a Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 8.5 5.9 0.0 1.00 3.04 24.00 3.04 24.00 Max - -38.0 15.3 15.3 1.75 13.67 21.60 13.67 21 60 Right Max - -38.0 15.3 1.0 1.00 13.67 24.00 13.67 . 24 00 Controlling -38.0 15.3 15.3 1.75 13.67 21.60 --- . --- REACTIONS (kips): Left Right DL reaction 0.54 5.24 Max + LL reaction 2.32 10.20 Max - LL reaction -1.68 0.00 Max + total reaction 2.86 15.44 Max - total reaction -1.14 5.24 DEFLECTIONS: Center span: Dead load (in) at 9.15 ft = 0.019 L/D = 9414 Live load (in) at 9.15 ft = 0.111 L/D = 1648 Total load (in) at 9.15 ft = 0.130 l/D = 1402 Right cantilever: Dead load (in) _ -0.126 L/D = 1315 Pos Live load (in) _ -0.366 L/D = 451 Neg Live toad (in) = 0.090 L/D = 1829 Pos Tota( load (in> _ -0.491 L/D = 336 ~ 1~•rASW~R~ B~82 ilVl.+. SHEET NO. 106 ~~~-(t'~~ OF 237 Commerce Sheet, Suite 250 CALCULATED BYE DATE ~ 1 !`r o ~r o 6 Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE Cgti-~cleur a h 4 1:~,~ slftl~`l ~ __ ~y ~.~•~ o l5.2s L~ ~ So ~ ~ ~ -f' 3O ~!o! t1f' 1 7.3~D ~~.xtiq t3 ~. ~,- Iw( ) ~e3 pi~f ~ ~~ ~ o a 308 ~~.os eSa,t `,q,,, w I~x 3s s ~ 3 t /cam ~ ~ ~ ' Q/c. b r~%'f' GF1h~ite,$r ~7~-. 3 ~1hC Gevre-}~-~ sA~c As c.~c., I,.r, ~ 4~r D / ~G3 L C~-f~i.c Sr~1r, ~ Sit ~,y ~,~er ~ (o w q-t a.C. D PRODUCT 207 KnMJtlt/1M vc.u - gravity iyeam assign Licensed to: Hawksworth Bibb Job: Great Escape / Steel Code: RISC 9th Ed. SPAN INFORMATION: cantilever on 4 line Bearn Size (User Selected) = W12X35 Fy = 36.0 ksi Total-Beam Length (ft) = 23.08 Cantilever on right (f t) = 6.00 Top Flange Braced By Decking LOADS: Self Weight = 0.035 k/ft Point Loads (kips): Flange Bracing Dist DL Pre DL LL Top Bottom 23.08 2.19 '~ 0.00 3.14 ~ Yes Yes Line loads (k/ft): Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0,00 17.08 0.401 0.401 0.000. 0.000 0.763 0.763 17.08 23.08 0.554 0.554 0.000 0.000 1.109 1.109 SHEAR: Max V (kips) = 15.52 fv (ksi) = 4.14 Fv = 14.40 MOMENTS: Span Cond Moment fit Lb Cb Tension Flange Camp Flange kip-ft ft ft fb Fb fb Fb Center Max + 32.7 7.4 0.0 1.00 8.59 24.00 8.59 24.00 Max - -62.5 17.1 17.1 1.75 16.46 21.60 16.46 21 60 Right Max - -62.5 17.1 6.0 1.00 16.46 24.00 16.46 . 24.00 Controlling -62.5 1T.1 17.1 1.75 16.46 21.60 --- --- REACTIONS (kips>: Left Right DL reaction 2.33 10.84 Max + LL reaction 6.52 18.58 Max - LL reaction -2.27 0.00 Max + total reaction 8.85 29.42 DEFLECTIONS: Center span: Dead load (in) at 8.03 ft = -0.012 L/D = 16787 Live load (in> at 8.03 ft = -0.176 L/D = 1164 Total load (in) at 8.03 ft = -0.188 L/D = 1089 Right cantilever: Dead load (in) _ -0.109 L/D = 1322 Pos Live load (in) _ -0.362 L/D = 398 Neg Live load (in) = 0.199 L/D = 725 Pos Total load (in> _ -0.471 L/D = 306 Neg Total load (in) = 0.090 l/D = 1604 ~ tJ'rf- rwnaornn vc.u - arav~~y wean ue~~yn Licensed to: Nawksvarth Bibb Job: Great Escape Steel Code: AISC 9th Ed. SPAN INFORMATION: cantilever on 3 line Beam Size (User Selected) = W12X26 Fy = 36,0 ksi Total- i3eam Length ( f t) = 23.08- -~ Cantilever on right (ft> = 6.00 Top Flange Braced By Decking LOADS: Self Weight = 0.026 k/ft Point Loads (kips): Flange Bracing Dist DL Pre DL LL Top Bottom 23.08 0.58 ' 0.00 1.14 ~ Yes Yes Line Loads (k/ft): Dist1 Dist2 DL1 OL2 Pre DL1 Pre DL2 LL1 LL2 0.00 17.08 0.401 ~ 0.401 0.000 0.000 0.763 - 0.763 ' 17.08 23.08 0.401 - 0.401 0.000 0.000 0.763- 0.763 SHEAR: Max V (kips) = 12.02 fv (ksi) = 4.28 Fv = 14.40 MOMENTS: Span Coed Moment a Lb Cb Tension Flange Camp Flange kip-ft ft ft fb Fb fb Fb Center Max + 38.0 8.0 0.0 1.00 13.65 24.00 13.65 24.00 Max - -31.7 17.1 8.T 1.75 11.40 21.60 11.40 21.60 Right Max - -31.7 17.1 6.0 1.00 11.40 24.00 11.40 24.00 Controlling 38.0 8.0 0.0 1.00 13.65 24.00 --- --- REACTIONS (kips): Left Right DL reaction 2.99 7.44 Max + LL reaction 6.52 13.44 Max - LL reaction -1.20 0.00 Max + total reaction 9.51 20.88 DEFLECTIONS: Center span: Dead load (in) at 8.37 ft = -0.079 L/D = 2591 Live load tin) at 8.37 ft = -0.247 L/D = 830 Total load (in) at 8.37 ft = -0.326 L/D = 629 Right cantilever: Dead load (in) = 0.012 L/D = 12462 Pos Live load (inI = -0.265 L/D = 543 Neg live load (in> = 0.278 L/D = 519 Pos Total load (in) _ -0.254 L/D = 567 Neg Total load (in) = 0.289 L/D = 498 ~ /08 Hawksworth, Bibb Inc 237 Commerce Street, Suite 250 Williston; VT 05495 Phone: (802)651-3095 Fax: (802)651-3097 Date: a J r(a.- 0 6 Project : ~ -/SO --_ _ Sheet : ~~-__ Steel Stair Stringer Analysis Stair Width = 5.67 feet Stringer: MC12x10.6 Riser Height = 7.00 inches weight = 10.60 plf Tread Depth = 11.00 inches I = 55.40 in^4 Tread thickness 2.00 inches S = 9.23 in^3 Tread Density 145.00 pcf E = 29000 ksi Dead Load : Note: treads 74.74 plf -horizontal Horizontal indicates that the load is pans 16.51 plf -horizontal taken on the horizontal projection of the stair. stringer 10.6 plf -slope Slope indicates that the load is applied ro the sloping guard 20 plf -Slope length of the stringer Live Load: 283.5 plf -horizontal H~ 1~, t~.G v~ ~~ a n st.:~ w, Analysis Results for Various Rise and Run combinations Total f ~ Num. of Total Angle -~ Stringer - i toad --- - ~ --- -- Moment I Fb Def. --- Def. ~ - ~nger React - - - ions ~ T eads ' Run _ ~ feet it Risers - Rise ~ feet radians length feet perp. plf - i ft. kip ksi - ;inches ~ Ratio U - i Dead pounds - ~_--- Live pounds - 1 0 92 ~ 2 1.17 0.9048 1.48 161.9 0.04 X0_06 0.000 1619885 64.5 _ 129.9 +_ 2 1 83 a _ __._ ~ 3 - _ ~ 1 75 -_ - 7621 0 2 53 218 2 -- ~ 18 0 23 ~- 0 -- - ---- - _ . 3 x 2.75 I 4 ~ . 2 33 . 0.7036 _ . 3.61 _ . 241.2 . . 4_ 0.39 I 0.51 _0.0 0 0.001 241181 75723 5 122.4 180 6 259.9 389 8 _ L _4 3.67 4.58 _ ~ 5 ! 6_ . ' 2.92 3.50 0.6720 0.6522 4.69 5.77 -- 253.5 261.0 _ i 0.70 t 0.90 1.09 1 41 0.002 0 004 . 32869 17115 . 239.0 297 3 . ---- 519.8 7 649 i -- - . . -- . . - 6 I 5.50 7 4.08 0.6386 6.85 266.2 1.56 2.03 0.008 10016 355.7 779.6 _ 7 __x__6.42 ~ 8 ~ 4.67 0.6288 7.93 269.9 2.12 2.76 0.015 6357 414.2 909.6 8 I 7.33_ ~ --- --- 9 5.25 0.6213 9.02 272.6 2.77 3.60 0.025 4284 472.6 1039.5 ± I 9 8.25 r-- -- -,-- -- 10 f - --~ 5.83 - 0.6155 10.10 274.8 3.51 4.56 0.040 3023 __ 531.0 1169.4 10 ~ 9.17 -- -~ ----1 11 .-_.. 6.42 0.6107 11.19 276.6 4.33 5.63 0.061 2211 589.4 1299.4 11 110.08 12 7.00 0.6068 12.27 278.0 5.24 6.81 0.088 1666 647.9 --- 1429.3 '` -~ 12 11 00 13 7 58 0 6036 13 36 279 2 ; 23 ~ 6 10 ~ 8 0 125 1287 706 3 1 559 3 . - ; 11.92 ' 13 14--~ . 8 17 ~ . _ 0_6008 . 14.45 . _ 280.2 . 7.31 + . 9.50 1 . 0_171 1014 _ . ~ 764 7 . . _ 1689.2 ~I __ _ _ 14 i 12.83 15 13.75 15 16 _ 8.75_ 9.33 0.5984 0.5963 15.53 16.62 281.1 281.9 _ 8.48 9.73 _ 11.0 12.65 2229 0.301 813 662 _ _ 823.2 881.6 1819.1 1949.1 - 16 14 67 -..- 17 9 92 0 5945 17 70 282 5 11 7 ~ - . _ . . . . .0 14.39 0.389 _547 940.0 2079.0 ~- ~ 17 -, 15.58 18 10_50 0.5929 _18.79 283.1 12.50 16.25 0.494 456 998.5 2208.9 ---~-j 18 ! 16.50 19 11.08 0.5915 19.88 283.6 14.01 18.21 ~ 0.620 385 1056.9 2338.9 r-- 19 ~ 17.42 I--- -~ - - -- __ 20 ~-- 11.67 -- 0.5902 20.96 284.1 -- 15.61 20.29 0.768 327 1115.4 2468.8 20 18.33 I-- -. ~._ - _.~ 21 --- 12.25 - 0.5891 22.05 284.5 - 17.29 22.48 - 0.942 -- 281 1173.8 2598.8 -~ q14 M~ti uy ?° w r^9r ,, . T~- Note: Verify maximum stair rise Note: Stringer reactions are the ver8cal most codes limit to 12' between landings reactions at the end of EACH stringer HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 .,oB 6-/ So SHEET NO. !I•~ OF CALCULATED 8Y A"T8 DATE ~ I NJ a J V (j CHECKED BY DATE SCALE ~A~~,nrs5 ~~~ ~,3«~ • Corner `~ d ,oag ~.~, ~ ~3 era i ,os~- j] ~~ Aim ii • T2c.ME~t!r df9ns _ 1K~f.~Y /~! Ok ~7y ~~~De.rF1v+~ • Oca }~ -.Iw Cv~i~e~ t..J I~x cy ~. 6.92/.2 co~y~~ y. L'9~ ( G.q2 = P~ ~ }Z(c5~) y I"~96iK (~=l.~'FG jSv.}~1~5~.~+>se~lf3E==, o9y? L~6~3/ 88.6 Mart lti 6eq„.,1 N~~ Sr_ • QQ4~s Sw ~> ~E S~ ~' p'E Q : Gl..".1 (~,~ - 'l . ~o -ts= la (n•~9c1 ~~ti, f - ~, ( k.,` r ~'= 3.5'tk p_3.~q (9.8v1313~8~tit3~r U: 1.~9ee , M- Y (1.~~)3.s$= u.~9'k _ vNa"- ~~?his ~53~ , • Qr,r,~-~ beg»S E.~ ~T ~o-r = 33f7~ ?~9G+ t~qb" ~`l L'q~y 0 '~ ~j11 ~1 ~ l r tLMtxv ,.. ,`~-/Q~8£'t Sv~Nx Y la,e t~ QM «} _ 334~(i•l~ w 355 . 6+ct( ~I _.-. 3.So,~ x .~ 6c Cv /o~` assn' s i9vc ~Ss~~c.ay~ 1~,6w6° 1•ifi - w - h, b sc s,, y~ : ~ ss~" _ _ /~~s 3.5"x' ,~ • ~ ie Tv ~ 3344+646'1- ~ss3 a~.~~,~ D PRODUCT 207 HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 ,>oB G -ism SHEET NO. / / `~ OF CALCULATED BY ~~ DATE a ~ N ~w ob CHECKED BY DATE SCALE ti/~ I " ~33.t~' ~'Z33~ • l Griht~~ D~> •• ~All~K1`/ Ok b~r ~ys'ec~~~n CJ _ ~6 p IS59 1 S9 Jc- _ ~ 6 9 F+ / S p, .~ (6.9s~sts'a~ ~~o6r/.S'S'/jl ~~ I ~. ~ = y~139a `/ H= `~! ~°t(yti4(_ a~~. `gay, arc =- (~. ~~I.~1/ /K.4 - /~~ kc; / /~- 4.tiy~5e.~)z(SB.~.Se'.~~/3cZ•.~33 = ~~~5z~ t.~uxry Sw- t~ NE F.1t v~eld~ /kC~ D~ r~, N w ~ S E Q- R.$att f< P- ?.s;° U = H.ky, fit. ~ ~t~.sc! 4./~- ~u~'k .Ir~~" ~"~law/ 39s ~ 6 3A I ~ ~~~ 1~•~''` `Ib31 (~~ I°'~~ ---~i 6„- I x,_!49 ~ ~ ~,~ ~: 33'FS+ 9031-1o~~ea -~?t~3~` t„J I~x1y Nw ~ S~ Pfn . foSG~ ~334r 339;~' D PRODUCT 207 ~ ~ - i s~ HAWKSWORTH BIBB, INC.... SHEET NO. r~`I of 237 Commerce Street, Suite 250 CALCULATED BY DATE ~'~ ~'r°" °` Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE W ,4 ~ ~u/9y c Sup~rt ~3T .5~9ir p~a CGS: P..= Icr~ r a~ ~ A. W 0 I S.Gxf ~ x.346 ~, ~. PS lIT 4.vlxw+`z ~~ .~~ ~Oyc be..~.j D PRODUCT 207 RAMSBEAM VL.U - gravity seam assign Licensed to: Hawksworth Bibb Job: Great Escape Tornado SPAN INFORMATION: Walkway beam Beam Size (User Selected) = W12X14 Total Beam length (f t) = 18.38 Cantilever on right (ft) = 2.75 Top flange Braced By Decking LOADS: Self Weight = 0.014 k/ft Steel Code: AISC 9th Ed. Fy = 36.0 ksi Point Loads (kips): flange Bracing Dist DL Pre OL LL Top Bottan 18.37 0.76 0.00 1.69 Yes Yes Line Loads (k/ft): Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 15.62 0.172 0.172 0.000 0.000 0.304 0.304 15.63 18.37 0.172 0.172 0.000 0.000 0.304 0.304 SHEAR: Max V (kips) = 4. 38 fv (ksi) = 1.84 Fv = 14.40 MOMENTS: Span Cond Moment a Lb Cb Tension Flange Camp Flange kip-ft ft ft fb Fb fb Fb Center Max + 13.6 7.4 0.0 1.00 10.94 24.00 10.94 24.00 Max - -8.6 15.6 5.9 1.T5 6.92 21.60 6.92 21.60 Right Max - -8.6 15.6 2.7 1.00 6.92 24.00 6.92 24.00 Controlling 13.6 7.4 0.0 1.00 10.94 24.00 --- --- REACTIONS (kips): Left Right DL reaction 1.27 2.91 Max + LL reaction 2.37 5.27 Max - LL reaction -0.37 0.00 Max + total reaction 3.65 8.18 DEFLECTIONS: Center span: Dead load (in) at 7.66 ft = -0.069 L/D = 2735 Live load (in) at 7.66 ft = -0.159 L/D = .1182 Total load (in) at 7.66 ft = -0.227 L/D = 825 Right cantilever: Dead load (in) = 0.023 L/D = 2837 Pos Live load (in) _ -0.065 U D = 1015 Neg Live load (in) = 0.089 L!D = 739 Pos Total load (in) _ -0.042 L/D = 1580 Neg Total load (in) = 0.113 L/D = 586 l (y HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 ~B ~ -~s~ SHEET NO. ~ ~' ~ ~ CALCULATED BY ~~ DATE ~ ~ Tr~~ rX CHECKED BY DATE SCALE LvApS ~lc.t ~eoy .. ~ s /~ vC • Top clec~ ~~~4~.~~~ 3 ~ Si»w t,,rt ~ So ~s c 4_ w ~•,~{ k S L _ Ss= t~ psT UU V !t= ~~~~ ~,69)=195x~~ .. y (6.4z-` fw= Sl of Sn~~. ~R99 rt ~ ~ ~..;r,.fl ~ l9NrJ,ti~ ~~/ l ih b•fL cl ~C ~ y d`~I-) C7 1,., ass a (. Gq ~ ~ -S~~Y d~,~. ~ 3 oboe' ~~ ~ss~(~.)c.3~}- y646 S r,,,,,,r 6 ra 5 ~' - ihwgcA e khG~ brs~e l~, ~ s~ A;. cl 1 = ."23 h ~ ~L' ~ 1 ` S~ o~ /s SL 3J 6 a /s • Atn,g ~~~°'"+ l v~pF~. 83~~ 5wu '-k,t~- a r;b dE9W 1i~.C Sn~,.. PT ~-~3 13 113 ~r~s ?~Sf! p r-r. t3 f~r34 ~6'r5"~ Hi65i i_is 1~ 13a3' ~~'~S 36~,~° r-fz. ~ ~t3f !~~ 3r~~ D PRODUCT 207 HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 ,,oe 6 -~s ~ SHEET -vo. 1O~"'Z CALCULATED BY ~~ CHECKED BY SCALE OF DATE ~ s N~ dt DATE _ v ~ te, or lc ; ~ s~ grr A~ o N -ts~, ~Je~k i s-a.~1i -~~` i>peM Arun: 1°is-i~•~. imp 3.5 ('r,~ Cjrrosy aeea'^ tfl5 ' 4 ~.1 ~~~~/~ yq + /.'2 `' S' alcd ~ res _ ~3~ -~! 3~ ' 3 eu "i/F¢ ...._. G,F- 2.~~ (.~/.~?3.36s ~.as~ ~ ~n~` ll~pl} T`P d<<k 9 Top rf,~~ ~.?I.S° >f- ~-2S~ ( ~ ~ ~ ol, N4i- off. Q~^c! S-~9ir,~ ~ ~9~d~ti~.i Oti -}gct ~' S~(v, It_hr .13.3C~r /.2)' ~31~' Ts j3 dam, 6 ( ~ (ass ~ t-2- . bs ~a Tv8 o„ rte.,.. J r,e..,be,a ~~' Col ~ .6~ i~l.f) (.9- - J~-yPlt 5° west= .~~_(, _ ) (_ .~ ~ ~•_o (~f~-_ D PRODUCT 207 G -/jJ ~~ AA ttAANN~c. ~~TT~~++ roe 11ArriWWOR~ B~B~ iltll.. SHEE7N0. - 1~3 of 237 Commerce Street, Suite 250 cALCULATSD ar ~~ DATE .2 S Na.•- v~ Williston, Vermont 05495 (SO2) G51-3095 CHECKED BY DATE SCALE (.~ ~h.~ Y el~h t,~ . ii.~ p ~~ _ .. _ e ~~ -~In.k _ _ _ _ _ _ I~,~n; / i Pi= jiu ~jLo~z' ~ ~b•SZ~1 i= 1.o~k pg , ~ (+~Ilt _~33 t I d~(.19,~~) ~ .- 2. S~k Py= ~Uwj-r (i~az* i3_..l% {i-~1 _ ~.3~1` p71- ~3 //~` (~3.c>rro1 (4~'1 = 7.336 - iS l6 ~ = 3. 39 t r~e~,S~,. (,~D~ e~ h,.94 'F.o pb.. rr '' ~t1 . h p~ d, {~ (,~= ~iJ pry ~ -~~~ d~.k j'+. 93-~ ~c ~ ~j3it ~I/ol)f 13 (y,~( Jol). 2.2`~s' __. pT I-~3 IMF` ~J3.c:l~ (91 = ~:iJ -~i ~~` ~~ ~ - l.~l '` . ~•~'~ a ~ jai . = ?.I~-. rs _ 3 _ ti ~ 6az -IZ ..3 -~ S ` G3Z -t rne.~~ ~~~~ ~ 1J9 4 9.v1~ D PRODUCT 207 f~'? Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Global Dls Ia 5ections for Member Calcs 15 Include Shear Deformation Yes Area Load Mesh m^2~ 144 '"' }Y Y t> \ k .i.. l.fw .~. may. .. P-Delta Analysis Tolerance 0 50% ~_ _~ _ _. oncrete Stress Block Rectangular T - Bad Framin~Wamm s No T:.- -~ ~r -.-_ - ~~l}n[~sed~orce ~~ ~_ ,~ General Material Properties Imo- c3NW ~ qen Con -4 J 3155 "' 1372 T ~~ 15 I 1 11 t\IL.V 1 ~ 6 VGIIOII~N II Jj I 145 -l ~ _ _ -_ gen Conc3LW 2085 906 15 6 11 I _ _ _ - '`_ ___gen Alum I _ 10600_ 1 __ 4077 ~ 3 __x____ .1.29 I __:173 ------' Hot Rolled Steel Properties ~ _ A36 _ 29000 11154 .3 _ _ A5b0 ~ ,- ~- ~ _ 'f 11'54 + :3 =' __ a53 _ I 29000 I 11154 I 36 I - I -- 35 _;• General Section Sets Label T. Shap~__ Design List __~e Material D si n Rules A in2 I in4 Izz in4 __ J in4L i GEN1A i RE4X4 ~ None I Beam~en Conc3N... No Redesign ~ 16 21 333 21 333 36.053 Hot Rolled Steel Section Sets Number of Shear K~_ e~ion_s 14 ~ _ ,.,,,, -~--- ~- ~ _ r ~ ~,~ Biaxial Column Method Fxart Intanratinn RISA-3D Version 5.0 (P:\current projects\2006-150 great escape 07 (proslide)ltower.r3d] Page 124 ~~ Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Hot Rolled Steel Section Sets (Continued) ~ 1214 I W12X14 wide Flange I $eam I A36 I T 'cal I 4.16 I 2.36 I 88.6_ I ,07 f -- •--~ - Member Primary Data '= ...+_•.35A~. ~ ~~• - ~ - ~ - Sri i M3 ~ N16 N20 col8xx WF 14 Column a53 T ical ~ ~' , II' i~ 1 _1 ik~~~' lA ~ ~ ~~ ~ I M5 TC3 N11 col8xx WF 14 Column a53 T ical~ _ i M7 N15 N19 col8xx WF 14 Column a53 T ical i ~ _ I M9 TC1 N9 col8 WF 14 (Column a53 Ti ical y~ M11 N13 N17 _ _ col8 WF 14 tColumn a53 T ical ~" '~' ~ i i I- ~ -1 .~~ ~ U4 ~~~ ~_T ..~ t~~. ...ntFY!t~.... ~: ~r ~ ~'~.i ~•`T" ._ __. M~~t ~-`~~~~' _ 1~N10~ , '~`~- ;--'~~ c ~4 _` Column ~ T ical .- , ,y~M].,1~5sq~. N14_ N18 _ _ col8 WF 14 _ Column a53 Typical _ _ j I M17 N12 N10 T _;..'t hor _.P~ '„~ Be~~1 .'a53.,_' ~y M19 N9 N11 ,~~ _ ~ -hor r j Pie wy. Beam a_53 _ T_ypical__ >~~ - ~. I~0 ~ ,~..~~~'''~~ ~~~~ - _ __ 4t _.hor _ y_~_„~ ~ ~~- _ . ~_ . _~ I M21 _ _N16 N14 hor Pie _ Beam _ a53 _. Typical hA22 I M1~ _i ~ '_' _ ^~'.~. ~` '~ ` ~~ _ . Y T~'~-:~'-sue ~. »fi . _ _ ~ ~~_ I M23 N13 N15 _ _} hor _ Pike Beam a53 - Typical _ M25 N20 N18 hor Pie ,_ Beam a53 Ty~i_cal JN~6 - ~, ~ y~~ :~~`7 ~~ ~ ~:«~ '=.~s~+~ i_ .- p `' ` 136r' ~.h' -: fi? - G` ~ ~'. Y'~trr~ ' '#,# I ^~MYr.2~~aa7 *N~~1tt7t N19 _ _ hor .(Pipe Beam _a53 . _ , _TyV~ical I ~ ~_.., _ - I _ __ 2~ _ TC4, _yN10~ ~~ ~ ~V ,;^ diaq ~-_ Pi e sn Column7 a53 Typical _I M N130 i (~ ('~N1~ ~..~ I ~: ~~ ~9 ~i- =_ --_. 7y~Ca1 I M31 _ N16 N18 diaq Pie Column _a53. Typical I M3~ ~ Aii~~"''~~~~'t~~-~~`_~ ~ ~= ~ ~'~`' .~.~~ -~,°.'~-~_` ~"~`3~ i Tye .. M33 T_C2 N9 _ _ T diaq Pike Column a53_ _ Typical ~ [M34 j N~` ~~'- ~ ,~: ~.:'i'~ `~ I ~_-?}_' Typt~2i1- M35 N14 - N17 _ - _1 _diaq Pike _ Column a53 Typical _~°uG _ ; ~t.17~ _~__~~,~~. ...:- _~-. cir~~_.___~. ~~`-_~ ~ 4_~4i~-~: a53 Typical i ~_M~3jp7 TC1 _ N11 ' _yf di_a {T'- Pie _ Column _ a53 _ Typical) j ~, M39 N13 N19s ~dia Pi Column a53 ~ Typical __ j -~ ~- i_ ~ -t`~t~t1 ° -~~-~~~s~,-_ ~,.° ~.., ~ ~ 1~ ~-~.~:._r+ j .ti - ~~a~3 _ _ ~1 ~caf ~ M42 N12 N15 dia Pie Column a53 Typical I M45 PT1-12 I N20 arm Tube Beam A500 _T ical C _M47 PT1-23 N29 arm_ Tube Beam A500 _Typical _~ ~ M49 PT1-18 Y N30 arm Tube Bearn A500 T~ical ~~~~-~ P~~~~ ~ ~ .~ ~ ~. ~~~ _ '~ '.arm _ ~ ~~ ~.° ~_ . _ J~, .._._~_ TY~catF= I M51 ; N32 N31 arm_brace_ Tube _ _ Beam A500 _ Typical _) RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (proslide)\tower.r3d] Page 125 X26 Company Hawksworth, Bibb, tnc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Member Primary Data (Continued) M53 N35 I N2g ~M55 H~N23 T~' N24 ~, .r j I __ ~armbrace Tube Beam 90 1226 Wide Flan a Beam t , ~ ~,A5 0 Ta ical ; A36 ~ T ical ~,..-„~ _ M57 N21 N22 90 ~ 1226 Wide Flan a Beam A36 __ T_y~ical ~. ~»~ .~~ M65 N40 '~ N43 90 1214 Wide Flan a Beam A36 T ical J ~ . , ` Q; ~~ ~ M67 N42 N45 90 1214 Wide Flan a Beam A36 T ical I _ M_67A N22 N48 _ 90 1226 Wide Fian a Beam , A36 _~pical i ~_ M69 N47 N48A ~ 90 _1214 Wide Flan e Beam A36 T ical _i M70 ~_ ~_-- N49 r .~ r- . N21 _ dia . _ _~ :. ~, .~ v . ~ Nom, - Pie ~ . Column e. a53 T ical I -- ~ ,- ~, . ~ , _ ~~ - ~_ N49 ~ N24 ~ diag I P'~e I Column _ a53 _~_ Typical . _.J Joint Coordinates and Temaeratures _ _ Label `~ N9 _ X [ft] ~ -0.0012066 ~ Y [ft] 15.25 Z jft] Tema fFl Detach From Diaph.,_ 461.247 I 0 N1~ I _ _LY _ _ ~ _ :. - . I N11 I 0 0 461.247 0 _ ~ _ _ _ ~, 2 u _s N 13 -0.001206 15 25 472.327 0 _ T. r - ` _ _ _ _ _ _ _ - _ N 15 0 0 472.327 '~ 0 _ - - - __ - _ --- ... -r-- ... ~ - _~ _ --- ~ -; nr- - -- ~ N 17 -0.001206 15.25 482 244 ~ ~ 0 _ _ -- - ~ - -~. - _ _ T __ ~ r __ _ _ N 19 0 0 482.244 0 ' ___ - - - - _ ., _ _ I N21 -0.001206 15.25 493.324 0 ~ ~ N23 0 0 493.324 0 I ~ N26 7~089286 1 0 486.394 0 N27 _ - _ _ ~ ~4~ ~ _i~__ - 1$737505 , i_~ : ~~._-_~_ . _:0 . _ - - I N28 0 0 492 0 _ _ ~y _ _ ~ ~ N30 0 0 485.994 0 I ,~ ,~ . ~ ,. -, ,. ,° ~ N32 -12.269278 4.212671 _ 488.74103 _ _ _ 0 f _ ~~ T -~ ~w _ _ _ ~. ~__ _ N34 _ -12.865345 -1.656633 485.994 0 _I ~`_ ~ -_...s..:'-_~,..~' ~`_ '~r, r, u~..:j, .; $,~~`'~ ~,t "y~e ;,4 ~~ 1~ F~ ~°'~y ,u_.`~c ~. - l N36_ ~. 23.08808 15.25 493.324 0 _ i_ .. _, ~~~ .,fir ti'?~w _ ?~_~...~~: _~_- ~~~~~?~~` •~~~_~ .._.__ _ `. _ _ _ ~ _ _ ~~N+µ39 23 08808 22.17 ~ .493.324 _ 0 _ N41 8.544643 0 _ 493.324 ty ~"C~~ 0 _ JI ~^_' _1+Yh"`~1-1'.~ ~ ~ '~" !" ~.-'".'A'" .^ 1 ~rviii~^~°'G `~,~i~Al. ~i~ t..l`.L y3~. ~9t T_~z~__ __.~ RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)ltower.r3d] Page 126 12~'" Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Joint Coordinates and Temperatures (Continued) N43 271115 1 52 5 493.324 0 I ~ j~ ~ ~ _. ~ 5 ` ,-. ~ ~S~ ~~ , ~~.~~:> .'_ .r ~ ~ ~ ~ - - _ ~ j N4 I 5 12.815758 15.25 0 493.324 I N47 20.08808 15.25 I 493. 24 0 __ _ N48A -- 20.08808 22.17 493.324 0 - a , --- -- - ~ _ t _:~ ~ ~ ~ - . ~ ~ _ ~ PT115 2.790972 -15.169162 485.994 0 ~~ ,~ - ~,_ PT 1-21 -22.287552 -2.869903 485.994 0 l ~ ~__._ - ~.._ N I TC1 -0.001206 15.25 452.667 0 ~ ~~ --. ~ '_~ :; ..,. ~z~: - rte. ~` .$~,.~ a TiK~` .. -_ ~';. 4--,.. TC3 I ~ 0 0 452.667 0 f -_ . _ ,_ ~y/~ _ - ~ _ L N49 . .._ i N51 0 0 0 0 ~ 487.784 ._~ 465.497 ..,. _ 0 - 0 - ~ ~ - __ _~_ ~ ~~ ~ -- _;~ Joint Boundary Conditions Joint Label ~ X~k/inl Y fkfin] Z Win X Rot.[k-ff/r_ad_L_~_ Y~Rot.[k-ft/rad~ Z Rot.[k-ft/rad] __ ~ TC1 - I Reaction I Reaction I Reaction _ I T I - ,. .. ~ _. _ .~ r TC3 Reaction Reaction Reaction i ~ Tom. ~'-' ]~' T - ,- _ ~;°_ ~ ...=.~r - ~ , Hot Rolled Steel Design Parameters M1 col8xx ~ 8.58 ~ ~ - _ M2 ~ _r._of~c~c ~~t~.~8~ - ~ ~, 1 _ ~ . - - s _ - ~:. ~--- ~ ~.--- T---- =~ ~ ; .:-~ ~.. ~ -- - - - ~ T- - --- - - - - t M3 col8xx 9.917 ~ --T-r ,: _ -- - - - 1+A4 _ ~ cdl8x~c~11. $ -~ _, -- -~-- r~-, --~---_ ---- r- --t- :_ ~ , ! _:~1_- _ i M5 col8xx 8 58 1 _ 311 £t!B ~ ?~ ~ _ _ ~ _ _ __ .~ ~ - ~ ~:~~ ~ ' - . M7 col8xx 9-917 I _ _ _ __ _ -__ _ . I _ v _ µ 4 J i M9 col8 8.58 - - ,. ~~~. "~; ~~ - rte. _ o18 8 58 i M 13 c ~' _ ~p _ _ ~r RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d] Page 127 ~„2 ~ Company Hawksworth, Bibb, inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Hot Rolled Stee! Design Parameters (Continued) _ Label ~hap~ -Len th ft Lb ~ft~ Lcom~toofftlLcom_„~ bot~ Kyy~_ Kzz Cm~Cm zz Cb ~swa r~z swaY_ - ~ M39 M~41~~- u x ~-~ - { ~ ,l S Q'' ~r _~~ ~~~ ....ch.._y.:::.z.:~~.:~ ~ .._. _:.. I M47 arm 17.472 ~~~ ~/ - ~ ~~ ~I _ _ _ ~, I M49 r -- - M~fl . arm 22 272 ~_ _ _. - -- ~ - _ , arrrt ~. ~ ~2- " _ ,- _ ._- ,- ~, - -~- ~ . _ _ _ j M51 armbrace 13.866 MSS. ,~ ~~~ ~ ~ ~ ~ -°r _ _ 1 _ _ _ ~~~~`~'.~,,~~-;~~ -:~~ _f. f.. ,.r., M53 armbrace 16.877 _ _ ~ M55 12 26 17.089 2 . __ _ _ s _ - ~ _ _ M57 1226 17 089 2 - _ _: ~ ~ ~- ~ _ _ ~. _: - T-- ~ ~ _ ~ f ~ M59 1 226 15.25 2 ( _ ~ `_ _ { 3 - --- {i .T~ ~_ _ -- ._ M62 1219 15 25 2 _ _ _ __ . _ _. - 1_,~,,,, __ 111{[77 ---- ~ ~1'•L I:J ~~ ~3«r~~' r ~ .~ ~~-r:.~ 9. ,n~. :'~~ .!_... f ~~~~ .~~9~w ~'.~'~".'pv's~7 k..~.. ,~.} S..' I M65 1 214 15 25 2 _ _ M66 . 1214 ~'~~~ ~-~...~-" - ~ - ' ~ 2- a. _,_ _ _ _ _ 1" ~~..~_ .~. s _<Y':~-~ __ ~ ~ 1 M67 I 1 214 15 25 2 -_ _ M68 ;: _ .1,2'14 - _ ~ %,~ _ ,;,~ .r i -L ' ___ i ... ~ _ _ - ~ _ ~ ~ ~._-{ 3 i M67 A 22 6 1 6 92 _ - I ~ _. ~ . pp~ .- ~ {~( ~" - :, y {r~. _~~"~-~.F~~~~ -.-, ,;.:,,~ 1>,;,.. 3 ~,.-.--- w, I M69 1214 6 92 _ _ _ M69A _ .. diag - -. 116.22a ~ ,- _ i 7 - --i _ ~ ~ ~- M70 -diag 16 225 - - _ __ w _ , _ _ - M71 I _ diaa . p 117.9651 ~ I _ r _ :: I 1 '~ I I I _~_L~L--.~ Joint Loads and Enforced Displacements _ ». ~_ PT1 18 L Z _~ ,.'`y. T^ 1 4747 . `A-.P~1'~1J ~.~'_ R'_. _i~l `~_.1~wS' ~~`3. c_. a _ '.:4`~_-'M ~-1~ ~ _~ ~ ~ •"!Y~ _ PT1-12 ~L ~ _ Z s 1.131_ _ _ ` - ~ -~ ~N~ ~ ,;~ ~ ~ ~~~ ~ It ~~'' ~" z° _ _ ~ - °. ' - N15 ~._ , _. ~ I, ,_L i}' Z - I , : -2.351 ~ RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d] Page 128 !~a Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Joint Loads and Enforced Disalacements (Continued) _ _ _ Joint lak~ei _,. N 15 ~N97 ~II N12 4 r~..# _ f~~_~.~~>e.. -..-Y. S~'=.~ ' fig" :~ "+, e ~4"r.'g?~ I X -2.348 I ___ -- - N50 '~"' ~: _ . ~~s ,~,;~, 4 „fT, Member Point Loads Member Label Direction Macnftude(k,k-ft] Locationfft.%1 [ No Data to Print ... _J Member Distributed Loads Member Label _ Direction Start Magnitude[k/ft.d... End Magnitudeflclft.degj Start Locationfft.~°1 End L lion ft °, /°]__, ____ No Data to Print ... _ Basic Load Cases dead I D_L _ I I I __ I 20 I I 4 ___ j .snow _ SL 20 ~ 6 _; _ ___wind ~ WLY I _ I ~ 9~_ ~ 42 I ~ J Load Combinations __- __ RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (proslide)\tower.r3d] Page 129 ~- dead ' I I pL 1 1 I I ~ I l i ~ I I I _ snow _ - SL 1 __ s windy WLY 1 - - _-__ i .. t _~ Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: 7.275e-5 ~~, 13 _,f -~~~~- 2.763e-5 i 13 I N1.8 max -.01 7 7 -.01 7 .029 13 4.741e-4 13 1 073e~ 13 2.3 -4 3 8 8 _ _, _ ~ ~ V~ T ~T ~_ N19 max .028 9 .014 11 X01 7 6.449e-4 13 9 6.049e-5 13 I 6 863e-4 _ ___ t ttun`~- _ 1(~4; (90~"` ;'~~1 .~ ~~ ~ _ -fly - ~'97~I^~a :- . '; ~ 9' _ ~„ ~ -! f~'~{l~ ~.36e-~4 T`11 _ N20 max 0 14 .009 i .005 10 1 847e-3 17 -2 037e~ 13 2 823e-5 13 _ - ~. -- __ ~= m~`~ _ _ _ .-.1t1~"'~.~b .. ~ } ~~_._ ~~. ~--. ~,?--~~`~`#1~"` 2.0. ~1'f { . __ N21 max 025 7 .004 10 X013 13 3.292e-4 17 5 531 e 3 8 3 352e-5 13 i ~. T ~ " . _ _ 1 ~ x,17•. ` ~ T _ _ _ _ ~ _'~ ~ 1 ~: _ __ __ __ _ _ _ 'fxx~G~~3 ~x1~~~ T ~O'{~-~4_ ~ 11 I _ _N22 _ max thin ,~ 025 7 -.015 _ 7 .028 16 3.292e-4 17 1 722e 3 _9 3 352e-5 13 _ -.'I~t ~~:'~= ~ ~ ~ ~'=-~ . , _. _ ~ ~-~- ~- 4 ~'~ ''~,1 I N_23 max _ 028 13 004 1 0 - 0 1 2 i 2.312e-4 13 5.651e-3 8 3. 3 2 -5 13 5 e _ _~ .. y~ ~ ~~ .-// ~ _ y ~ / ~ ~ ~:} N24 _ __max 028 13 -.015 7 005 10 ~ 2.312e~ 13 -1 966e 3 7 3 352e-5 13 '! N26 max .015 13 - 035 7 005 10 1.154e 3 9 -2 559e-4 13 3.021 e-5 13 ~ __ 1 _ E'' ~: _ i _ , -~ '' .1'a_ ~~'~~- ~~, ~~ ~ _ . _ ! ~~-9 ~ 2~ ~11 [ N27 - max _ - -- - 039 i 005 8 - 089 7 4.095e-3 9 3.074e~ 13 2.684e-4 7 r } ~1- -_ ~ j 11``f ~»~2f~ ,~.' ~ '~ _ _ 1 - ~ $4 ;~ ~'„~ ~_ ~_'~ - _ _ ~-'"l.~e~-~~ ~ ~ ~:~48_e-4~ ~ 9 ~_ N28 max 13 0 032 10 -.012 7 9 799e-5 13 4 941 e-4 9 3 867e-5 13 ~ _T -.~ trit~~_ _ __ ~ T __ _ __ . ~ ~~. ! 91 ~":, -"'~~:' °` ~tI~B`° ~-~ T~- ---~ .~~5 . '~-1; ,$934 4 [, .11 ~ N29 max 021 13 .007 10 - 012 7 1.31e-3 14 ! -6 361 e-4 13 5 134e 5 13 I _ ~~~~ I_ N30 .__ - ~ . _ 0 - 6 3~ 5 487e-4 13 _5.682e-5 13 ___! mui- 21. ~~ : -,256 ~ 1~ ~ _ I ~ ` -A - 04 ~ t ' 1Q' ! i -2e-3 '_ 9 -1.477e-4 ', 11 _ N31 max 4 1 0 9 .025 11 -.01 7 7.769e-4.13 5 13 5.949e-5 9 5 . 8 9 3 e- t r ~ 'T.~•.3"^... ~ ~ y ~'( p ~s?i~CKi.~'>r 1 .~ .^-~i"a`. ~. ~~"t d ..~a r:. p ~~ ~,. t'`S.~~~Y.e. _ _ 7 ~ /'~ ~ '~h J '{ ~ '~ ~ ~..~V I`~.-.1 .'^"T~4^~_'~2. 1~._.` N32 max -.04 13 -.212 10 -.078 13 7.143e-4 1 i e-3 13 6.643e-3 9 _ ~ , ~ r _ - -- N33 max 622 9 14 5 9 - 042 7 3.353e-3 9 ~.235e-4 7 4.7e-3 9 I . ~ _ ___ N34 'max _ 0 9 .208 9 -.111 7 1.424e-3 14 1.636e-3 13 -2.912e-4 7 ! _ N 35 max 304 9 075 10 146 7 4.015e-3 9 -1.523e 3 13 2.376e-3 ' 9 _ 3{ XM1 ~ N36 max 025 7 018 7 423 18 2.32e-4 13 7,009e-4 9 3 352e-5 13 _ _ ~ ~ N37 max .028 13 -.018 7 42 12 2 312e~ 13 3 352e-5 13 -1.966e-3 7 _ .. ~, n --- _ _ ~-.. _ . ~~ '1 :i ..~; ~.~ ~ .~ ~ ~~ ~ . - ~ -'r - --~ - - - __ _ ~ ~ "'I ~ { =7.901 " x 11 - ~3` _. RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d] Page 130 Envelope Joint Displacements Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: .. ~., Envelope Joint Displacements (Continued) .mint X tint Ir. Y finl Ic Z tint Ic X Rotation f.__ Ic Y Rotation f... Ic Z Rotation (r... Ic N39 max .022 7 7 -.018 .426 - 18 -- 2.3 13 _ -7.009e~ 9 3.352e-5 13 ~,~ ~ s_ ~~ ~' ~ .. ~ ._ ~a N40 max -.028 13 ~ -.003 ! 10 - 102 7 2.312e-4 13 3.837e-3 8 ~ 3.352e-5 13 _ - ~v- K.^ 4 ~ -.-..-,r.~a~~-ry ~' N41 max -.028 13 -.01 10 i -.136 10 2.312e-4 13 -5.163e-5 7 3.352e-5 13 N42 max -.028 13 -.013 7 -.093 10 2.312e-4 13 -1.373e-3 7 3.352e-5 13 ~ ~ _ ,~ ,_ _ N43 max -.025 7 -.003 10 -.075 13 3.292e-4 17 3.796e-3 8 3.352e-5 ' 13 .< __ 025 N44 ~ max - 7 - 01 10 ~ -.108 13 3.292e-4 17 -4.801e- 7 3.352e-5 13 . ~~f . ~~ - 025 N45 7 -.013 ~ 13 7 ~ 068 .292e-4 17 -1. 5e-3 7 ~ 3.352e-5 13 '~ _ -..-tom s~_ + __ _ N46 028 max - 13 -.016 i 7 208 12 2.312e-4 13 I -1.966e-3 7 3.352e-5 13 I 3 ~_ _ ; ~ N47 max ' -.025 7 -.016 7 .21 ! 18 2.26 13 -8.979e-4 9 3.352e-5.13 __J _ _ 1 N48 max ,022 7 -.015 7 .046 13 2.209e-4 13 -1.722e-3 9 3.352e-5 13 N48A __ max - 022 + 7 = 7l~ rr= -.1~ ~~` - 016 ~~- ~ 7 .212 18 ~"'13~ ~- {I?I~''-~- J'' 2.265e-4 13 4 . ~~ 7.934e-4 '~ 9 '~f~_ 3.352e-5 13 __ '~1. ->~~~1- PJ1. 12 .016 _- 161 . _ 7 5.138e-3 9 -3.764e-4 13 -2.684e~ 7_ . __ - t - max _~-~5~7_~ _. $__ 9 f _~. ~ ~~ ~ T 9 - 095_ 10 4 574e-3 9 . 3.646e-~3 _7 4.7e-3 _ 9 _ PT1 15 max_ 872 9- 191 _. ~ '_~ ''.'~ _ .~'- r~ ~.. •f 1~ f . ~~7`~= - ~ 9--.: 9~~~1~~ I ~~, i 'f _~?'~~3_~ 7 ~ PT1_18 max _ _ 42 9 113 10 - 342 _ 7 5.84e-3~ 9 -2.125e 3 13 t 2,3,t7.76yre-3/ +F9 '~ } ~`~'~_ ~~~' '~t ~C"~~ ~-~ ~., f ~s ., ~ ~y_~.. ~i'f I'Y _.1- ~ ! _7 / 1 ~^~l~.L {~3 t ~ '~ I PT1 21 ___ max - 009 7 338 9 - 396 T 7 1.885e-3 14 -2.786e-3 13 -2.912e-4 7 _ '~ _ ___ PT1 23 max_ 048 13 =137 13 4.292e-4 14 1.392e-3 _13 6..643e= 3 _ 9 -_ I _ ~~ I_ TC1 `_ mm~~, 0 8 0 9 _ __0 13 4.919e-4 13 7.41e-5 13 3.306e-5 13_ i - ~ ~, TC2 ,max... 0 .F 8 0 ~ 7 0 1~ ~ 5.994e-4 13 3.59e 5 13 2.68e;4__ 8__ , i _;,~ mtn4 i_ ~~~_:,~ ~~ ~ L ~ Q ~~- I `~~~ -- ~ ~. ~ $ ,~:<F [;:# ~ ' 3:.f~-~ j 10 LTC3 _max 0 8 0 _ 13 0 _ 7 4.875e-4 13. 1 585e-4 14 7 757e-5_ 13 t : ~ ~ _ .~ ~.. _ mrn:} ~ : _~ a f~`_~~ ~: o L ~~-~ ~ ~ . _ , ~, ~;~ x:10 1 s.s5~~-~ , ~~ ~ TC4 _ max ~ 0 8_ µ0 7 ~ 0 X10 ~ 7 591e-4 113 2.787e-4 8 2 275e 5 13 I .: - ~ , N49 max -.013 13 _012 12 __ 011 7 11.406e-3 14 7.538e-4 13 5T507e 5 13 __ ~ ii'1trl `'~,.'r'~'`--=~~ ~' ~13 ' =.tl#~'~ ~'~7 ~~ °~ _~'t.5`..~~.-"~ 1'f N50 _ max ; '0_44 8 ,011 .-10 ~-014 (13 9 441ev4 13_ 3 797e-4 8 3_904e-5.13 ,,1 13 1 ttik~ : r; ~ ~ ~,. ~ i~~ . - _._-. i_ ~~:. - ~~ : _ i 1~~: ~,~~.: ~'~ ~ - ~9 a r -1-~Se-~4 i -13 __ N51 max 061. _ 8 029 12 - 005 __ 7 S.502e~ 13 5 931 e-6 9 7 554e-5_ 13 __ I -- -- _ -~~ ~ Envelope Joint Reactions I TC2 max 8. I TC3 .. max 12 10 18.146 13 I 33.76 12 0 7 1 0 7 ~ 0 1 7 10 .148 ~Y^,.13 - 286 8 _ /0 7 00~~t~~ 7 _ 0 7 :t 1'"7~-~u ~ ~~ir..~l7 ~ ~'t av 1- ~ ~?CJ. -#e' ^~j ~~1. ~ - !~ ~.4. .- 10 815 ~ 12 , 87 476 , 17 , 0 7__ 0 7 _ __ 0 - __ ? _.- RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d~ Page 131 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Enve/oye Joint Reactions (Continued o+n T X jk]_ 1 _ ~ -~- Y k Ic Z k ~Ic BMX k-ft~ ~ -a _ MY k ~ Icy _ MZ [k ft~ Ic Totals max 20.89 10 41.457 13 104.912 18 _ _ ~" ~. _ _ ~+ 1i+i~ax}( J'-F 4JL 14 .L3 iu_ ~5y ~t5 uU_5 1U 1.613 +y1~(8~ ~-4.338 7p_ ~ ~ 5 max 34.432 14 .225 18 .264 ' 18 .005 10 2.174 18 ' -.451 7 } I M2 1 ,- max 28.074 13 .279 9 -.125 7 .007 10 2.174 18 -.451 7 ~ ~ ~ ~~ ~ r 2 _ _ ., max 28 074 13 .279 9 i 125 7 .007 10 1.185 8 - 543 ' _ 4. -` 4 ..` ~ 1~ . ~ _ . 007 1,0 ~23 8 ~ 024 13 . - _ r _ . T _ _ 9 _ 089 10 007 10 323 7 895 13 _ , } 1.. ` 7 T, X : ,,, 7 ;, _ ___ 5 ~ - max 28 074 13 279 9 054 10 007 10 -.67 7 1 913 1 3 i . _ _ . . _ _ ~ _ M3 1 max 6 555. 14 133 13_ _ 1 022 9 _ _ .008 10 -.682 7 _1.911 13 „ I _ 2, max 6 555 14 101 13 .. 1 022 9 ~ 17 .008 10 2~3 9 2 378 _ , ~.T _ . 3 _ max _6_5 5 5 14 _ 069 13 1 022 9 .008 1 0 2.806 9 7 424 9 1 _ ~~, 7 p ~ # . . F__ _ },,~ _ 4 .- 'T maxi 6.555 14 7]~~ .037 13 }. t'KN~~'~~1.;;~~~''~~s 1 0-}22 ~f~'. q9 ~ l-_~ .008 1!',10 5yN3+~4 9 tf 1y~2 987 _ ~(9 I J,G4 ~~-. Y:!R~~ ~~+ ;T ~1~ I_ f _5 rmax 6.555T., 14 ~ 005 13 -- ~. ~4--578 _~>~F1~-~,~F4~:n'~. 9 ~:.- _ 1 022 - ~ .g79 9 ~ ;.. 7 "r , _ -_- 008 10 7.873 9 18.55 _ 9 _ ~ -- tD ?~ x'13 - ~_ '~ ~ $~s i ~ ~ M4 1 max 12 119 9 1 1 547 9 837 7 , . : _ ; . ~ , 002 10 7.898 9 19 049 9 I .: _ _ ~ 2 max ~ 12 119 9 11 547 9 837 7 -.002 10 _ -.176 13 -3 406 7: _i 3 ~~ max 7.126 14 -1.093 7 ' .771 ~ 9 --002 10 -1.072 13 -6.057 7 ~ ~__ _~__ ~ tx~in~. _ .1_.901 _.,r,10 ~ __-~~~~$~. g_L .:193.. _~ ~3_' --.055,:.. ~ 8 I ~~9-_~- 9_ ; -23.079 _9.-, ~ I_ __~_4 :max, _ 7 126_ X14 ~-1,093 7___ _.771 9 -.002 10 -.536 13 -3.028 7 I ~_tr ,~' ~F 5 max I t:~z n~; M5 1 max - ~ ,-~ ,~ ~~ 2 max 3 max _ ~T ,._ 4 max I~ 5 max 7.126 14 i -1.093 7 771 9 35.569 17 .815 ~12i _113 i13: 85._569 117 I .815 ; 12 I -.113 17' 815 i12 113 '13 17 .815 12 ~ -.113 13 569 17 .815 12 -.097 )02 10 0 7 0 7 _ _ _J 0 13 ~ 0 7 X022 12 i 0 13~ -.243 13 .312 13 r3 - 0 13 -.485 13 563 13 _ ~ 0 ~ 13 -.728 13 -.755 13 -.97 _,r-_ , 7 .13_ RISA-3D Version 5.0 [P:1cun'ent projects\2006-150 great escape 07 (proslide)\tower.r3d] Page 132 Envelove Member Section Forces Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Enveloae Member Section Forces (Continued) _- --~r: t~~.. I~ _ 3 ~ .~ -zw { _ i 4 17' -1.163 1 2.895 18 ! -.955 . 10 I _042 4.35 18 ! .042 ' 8 ' 7 8 -.991 I10I .042 8 1 10.29 -1 _ _ 2 'max' _46.299 ' 17 _ _- 105 ' 11 .728 ' 18 ' 105 ' 9 ' -1.786 10 -1.474 10,~f ~, 3 max 46.299 17 105 11 734 18 .105 9 -1.138 10 17 13 _ 4 max 46.299 17 's H~.105 11 741 12 .105 W 9 -.41 10 2.216 13 .~ .- - . T ~ ~: 5 max 46.299 17 -.105 11 749 ' 12 ~ .105 9 .397 ~ 10 4.341 13 - - - fir- -.rt- __ __ _ _ .102 9 395 M8 ~1 ~ ~ _~4 ~~~`=~~, "T~,,, 13 18 684 9 V_~~= 10 4 294 13_~ 2 ,max . _41 212_ _ 9 .665 r 13 4 109 9__ .102 9 32.535 9 18 417 __ 9 '~, ~.!--_~_~:~'~ ~~ ~~ , _417`' .}.1Q~-~~fi7 ~:10 I - 3_t~5_ ~+ 13 , 3 1~~~. ~~. f~ ~,~~ 16.827, ~ -6,144 16 31 12 -.252 _ 10 _ _ = 251 _ 10 _ I 4 max 28.62 T 9 _ 7 244 _9 797 10 .31 -7.71 __ 7 _4 26 _ 10_ _ ~ 12 k _ ~ ~~ ~ 8.1' _- :~'~~ ~ ` TF~~~, ~ ~ti:.;g ~ ~~,~3~=~~~7 _ ~ 9 ~ -16.33 t g 5 _ .max 9 748 _ 12 -5.298 10 25.742 .31 12 _ 0 ,.: I - .. - ~ - 0 - 7 - ~_ __ M9 _ r 1 _ max _ 33 15 12 174. 18_ .099 18_ 003 _ 16 ~ .057_ 8 0 t 7_ ruin #~ _ ~ ~ D ~ ~ f . ~$ '~ ~ { 16 0 _ ~ 7 - '~ ~' ~ - .mss ~, ~~' ~~ ~ ~ ~ ~~ L _ _ 111 7 I `, 2 .max 33 15~ 12 ~ 169 18 104 18 -.003 _1.6 -.27_2 _ _ 18 - _ ~ ; ~nit~. =~4 ~~ ~' ~.'(::~~~~ '~;$ ~ ~~~ ~ t~.,~' : i~'3~'` . i-10 ~~ ~-:38~;~ ~ 18' _ ~ 3 ,max 33 15 12 X168 12 ~ 109 18~ -.003 X16 x,.501 18 - 222__ T 7_ _ ~, ritm.~ -14.9~~ ~y~'~ _ ~1~~ ~ ~? ~ ~~ ~ .;L_~ _~. ~_ -~~ _'~~ 10 ~ -.4 ~ #8 ~_ _ 4 ' max 33.15 12 ~ 168 12_~ .126 ~ 17 - 003 16 .74 _18_ - 304_ 13 ` _ max 33 1.5 12 ~ .168 12 146 17 -.003 16 _99 _ 1.8 r - 287 13 _ ~ C M10 ___ 1 _ma_x_ 31.081__ 12 - 174__ 13 154 7 ;0 16 1,034__ 18 _ _ - 334 13_~ '1 .1~ 1 f ! mina -'t~.5~ ~~ ~ -~~23 ~1~'~_-.5.18 ~18`-`~ `~=:i~` ~ $ ~ =:3t3?>~°. _ ~ 7 i _ ,.. ~- _ 2 max 31.081 12 _ -_ 194 7 -.154 7 0 16 .046 13 _228 1$ _ _ r,- ~~ ~i71m~ ~'~5 r~1'--~__ ~~_ :507 ~..18;~ -:4~' ~8 ~. -:~31~: ~ 8 _ - flf~.. 1fl ~_ y _ 3 max 31 081 _ 12 194 7 154 7 0_ 16 -.518 _ _13_ _1 966___ 18.. ~ _ 4 max 31 081 12 -.194_, r' ~ 124 10 0 16 975 7 3 722 _ 18 f ;_ ~ __ ~1., 10 5 495 18 ~ ~= r max ' 43.1 081 12 ~ 194 7 ~~-10 0 11 ~# , M 11 1 ma~~8 12 5.352 18 ~ 5.235 18 .004 16 1.341 10 5548 18 r_ ~ }max 31 738 12 5.346 18 _ 5 235 8' _ .004 16 8.309. 8 = 2 177 13 ___~ ., # ~~~ 3 max ~ 16 626 12 ~ - 548 13 .685 13 .004 16 7.093 8 -2 049 10 _ ~ 14 I max I 16.626 112 -.58 113 I -.677 116 I .004 116 I 1.338 1 8 1 -.331 17 RISA-3D Version 5.0 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d] Page 133 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Envelope Member Section Forces (Continued) Member _ Sec Axial k Ic Shear(kl Ic_ 5 ^' max 16.626 12r-~~-r~r~~--6- 1~(2~ 13 ~ M 12 _ 1 max 5.426 12 38__ 8 FFF~$ `~:~~ f .` . Ic ~~z~-,,z~~ Momen Ic_ 16 4 391 8 ~~~ ~~--+ 16 I 4 215 8 I 38 8 3 max 5.426 112 ~ .397 8 .069 9 -.632 13 2.108 _~ •8 ~~ 14 rte' .. ~.t~;:;, i ; M13 1_ Amax - 195 8 069_ 17 ;027 ______ _ _, 2_ max -.195 8 05 17 _027 w~_ t ~- 0 7 ' 13 .017 117 0 7 034 _ _ _17__ _ . r~~~° - "7 ~~ - ~' .`""''~ _~_:~~ .039'. _• l ~`_ i 13 .017 ~17 059 13 - 02 7 _ "rte _ `._'~ .,-' 3 max -.195 8 043 12_' 028 16 _ ~~v~ ~ < ..~ ~ ~~~ ~ ~ .017 17 .118 13 - 048 7 i y~ ' ~ ~ ~: ~~' V ~~~~ .18 _ _~ ~ ~. ~ ~ ~ i "(±~ =7 , . 4 max -.195 8 _ .043 12 .048 16 :017 17 X177 ' 13 - 077 _ 7 _~ 5 max 195 8 043 12 067 16 .017 17 241 16 -.038_.. 13 __I ~. ~ t ~ ~ ~.,- _ 4 f ~. . f - ~-$~ „ ~~` 449_. - 13~ -.d~~' 1-~ ,~_~ ~ ::-21$ 18- -.3~4 (12 M 14 1 max 4 096 8 04 13 07 i 8 01 14 .256 13 03 13 _ _ 2 max 4 096 _ 8 005. 13 07 8 _01 14 .176 13 - 069 7 ~ 3 4 096, ~ 8 012 7 072 12 01 ' 14 .199 8 __ 03 __ 10 _~ I 4 _ max 4.096 8 . 012___ 7 081_ 12 .01 14 .402 12 106 17 :~ -- ~ 4 5 max 4.096 _ 8 012__ 7 102 10 01 14 .639 ~ 12 _352 _ 17 ~ [, M15 1 max 6947_ 8 133 13 _ _ _ _ 012 13 .019 12 .643 12 ____395 ___ 17 ~ I~ . _,~.~ z~ .. ~ ,:. ~ 13'.~.~..;._. 1 .7 _, ~#~`~`~'~'~ ,}~~ ` } ~ ; .045_ -_ i 7 _ __ 2 .max 6 947 8 101 13 012 13 .019 12 406 12 154__ 11 -i . _ ~~ '3:~_~>~a~_ 1 7 1. ,~ - ~ 11~.~~"~~~.~._ ~-~3 ~ ,037 i 7 i 3 ,max __6947 8 069__ 13T 012 13 ~ .019 12 -__,203_ _ 8 111 _ 11 ~ _- -$ , , .:_~_ ...~~ 1~1y` . ~'._~:F ~3 - ~ 7 ~ ~-4 ~". ~ ~. LS~~'~~ir~ ~ 46 ::_~-.17-~ - t ~~-- I ___ 4 max 6 947 _ 8 041_ _ 17 012_ 3 .019 12 _ .033 __ 13 .086 _ 9 __ ~ _ _ 5 ~t~ ~.-919506:~.~~ ~ ~fliQ3 _ ~ 7 J_ .~~8.~ ~ 8t~ -. - I ~3 t ' ~~.,: 1 9 -,356 1 13 ~ 92183 9 04 13 .057 8 .336 8 -.084 13 _096 9~I M16 1 max ~ _ '~~3'= ~_ _ 2 max 12 183 9 .009 9 057 8 _ .336 8 -.063 13 _ .072 9 I ,, _~ 3 max 12 183 _ 9 .009 9 -~ 1 . = 057 12 336 8 042 ~ __ . _ .,, , , ~- .~ . ~ y ,, .009 9 - .. T ~~ C'. / 4 max, 12.183 9 066 .12 .336 8 -.021 13 .024 9 ,,~ --w ~F,. ~;~~ ',-r. 5~-maxiy~.~~~3 9 ~~009~~ 9 .089 10, ^336 8 0 7 0 7 M17 1 max -2.27 10 0 7 0 i 7 X004 14 0 7 0 _ 7_~ _ ~._ ~~ 2 _ max -2 27 10 0 _ 7 0 _ 7 .004 14 0 7 .,.196. 10 RISA-3D Version 5.0 [P:lcurrent prolects\2006-150 great escape 07 (proslide)\tower.r3d] Page 134 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower , _ Checked By: i 13 I ,,.:vim ~, _ ~~~~.: I M18 1 ~ 2 max .337 3max~ .337 - - -- ._ . __ _-- .004 14 14 13 0 1 7 3 '10 ~__ ~ 7 _. 0 7 0 7 L 4 f- ,. ~~ max 337 ~ ~.~.~ _ ' 10 Q ~ ~ ~ ::: r 7 0 7 005 7 0 ' 7 ~"^~i~~~_ 0 7_ 5 _. max .337 .. - 10 0 7 0 7 ,,, ,~ -- ~ ~~, .005 7 0 :. ~ ~ ~ ' ~ 7 M 19 ,---_; 1 .max .103 h 13 0 7 0 _ 7 044 ~ 8 ~ _ . Y,1 2 max 103 -~ 13 0 _'~ `~ -~-~ 7 0 7 .~ ~ ~ 044 `~rti~r ,- T ~ - _ ~~... ~ : ,~ ~LL~°-~ 7~t '- ~ ,. . 8 0 _:'~- . ~~ . _~ ~t Lam- ~ ~~~R~..~-~fl ~~t3 7 ":7'+-~ 196 _ 10 _ ~ ":~ 1 ~-s 7 3 max ,103 13 0_ _ 7 __ 0 . - 7 _ 044 8 0 7 f _< ~ ,,262 10 ~_ 4 max .103 13 034_ 10 0 7 _ .044 8 0 7 ..196_ - 10 ~ 5 max i 03 13 069 10 0 7 r .044 8_ 0 ~ 7 0_ ; I M20 1 max 4.815 - .,~_ 8 077 _ _ 13 0 7 ~ ~ _ ~. ~1:3~ - -.008 13 0 _.~ 7 7 _: _ Q_ _ _i 7 0 I -_ _ _ ~.. ~ _ _ 7 2 max 4.815 - 8 038_ 13 . _ 0 7 ,~ t -,= # '- - `~ ~ ?~ i -x'46 13 i r 3 max 4.815 ..: _. 8 0 7-- 0_ l i -.008 13 0 .~ 7 0 7 I _ _ 4 max 4.815 - - t:~ .-~ ~ --~~ 8 0 7 0 i J ~~^ ~g3$ ° .i '13_~.~ ~ _~:- ~ 7~~ 008 1.3_ 0 _ ,;.f ~1~ i -- ~ _ _7 ~~7 ~ _0 . -_ 7 _ ~ `~~£ J ~3 -~ ~ _ _~„ __. 5 max 4.815 - ~ _ ~ ~ , .~,_~ 8 0 r _ - i - - _ _ 0 _ ~ __ -~?~r"~T4~~7 ._J 13 ' 0 ~ 7 i _ _ - 008 13 0 - ~ 32 4 ~ ~} - 7 7 ~ - 0 7 _i 0 __ f M21 1 max .493 13 0 7 0 7 . .. - ~ _ = .013 9 0 .: - 7 ~~ , ~_7 `l 0 7 2 max .493 13 0 7 ~.~ ~. _ 0 7 - ~ .3 ~ ~ '~ 013 9 0 ~_ J 0 ~_7 7 .196 _ 10 _ I . ~~. ~ _ max .493 i _ rrtM ©X 5 13 0 7 0 7 ,~ - ~ '7 013 9 0 _ 7 .262 10 -_ _ ~ , I ! 0 i 7 _ 0 17 ,DO.1 _ (1 D ' 0 7 _ 0 ~ _ ~ _ 4 max _ .493 13 0jµ34_ 10 0 _7 _ ~ 5 max 493 13 - 01.3_ tT-9_'(( 0 _ 7 ~ 7 1 1.96 10 ~ 7 ~ ~ . t ~... ~.~ .r .u~ a _. r .069 ~ 10 0 7 .~ .._. ~- y .. . „~„ p .013 . 9 p - r 7 0 - I 7 ~ ~ ~ M22 1 max 5.7.25 - ~ f, . ~ JG .". - I i .-:~~T ___ 8 077 13 .b ~, 0~ 7 ; ~ i A .053 1 8 ,. 00 r . . ~ f 1 ~ ~ ~ - - - (~ ~ 2 max 5.725 .- 1 Y 8 .038 13 0 7 .053 1 8 y a VlY,A _ 0 ~. / ...Llf.. J _ 7 -_V .~.~_ ~_~_J 0 7 i ~ ~ ~ ``~ y ~ J' - , _ 3 max 5.725 8 0 7 0 7 .053 1 ,,. 8 ~V 0 7 0 7 max 5.725 - r K ~ 8 0 7 0 7 ~ .053 1 8 _ 0 7 0 7 ~~~ +~i ~~_13 _ 5 max 5.725 8 0 7 0 7 053 1 8 0 7 0 7 7 v~.~ I ~7 RISA-3D Version 5.0 [P:~CUrrent projects12006-150 great escape 07 (proslide)ltower.r3d) Page 135 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked ay: 0 7 .~ ~_ 7 .039 9 ~ __~ 7 _~ 0 7 _~~ -~ ~+~ ., „~,.,, v r ~ /~ .UPS , 9 0 7 0 7~ __ , ~ _ M25 1 max 1 922 9 0 7 0 7 - 004 ~ 16 ~ 0 7 0 7 I -- I~ _ 2 max 1 922 9 0 7 0 7 -.004 X16 0 7 .196 10 _ 3 max 1 922 9 r 0 7 0 7 -.004 r 16 0 7 .262- _ 10_ _I ~ 4 max 1 922 9 034 ~ 10 0 7 * _ . 04 16 1 . ~, T ~ _.~. _ - _ 0 7 _196 10 _ ~ ~ _, 5 max _1. 922 9 069 10. 0 7 - 004 16 0 7 0 7 I { _ I M26 1 max .222 10 077 13 0 7_ -.008 13 _ -0 7 0 7 I -= - .222 10 ~ L •_ 2 +, _ 038 _ 13 ~ 0_ 7 .008 13 0 7 0 7 I .222 10 _ 0 7 0_ 7 008 13 0 7 0 7 C . _ ., 3 max - ~*7 ~ ~T~~ ')~ 1 ..~.. _ ~ 7 -.329 - } 13 I 4 max -222_ _ 10 0 __ _ 7 __ 0 7 008 13 0 7 0 7 ~. .y ~-_; __'~y...,...~~ ~ -.246 _1 ~$_ 5 max .222 10 _ - 0 7 0 7 - 008 13 0 7 0 7 ~ .~; - ~ - - ~_ M27 1 max 9.991 13 __ 0 _ _ 7 0 7 .082 8 0 2 max 9.991 13 0 r 0 7 .082 8 0 7 .196 10 I min j .-1..Z~~ _{_~~_~-~-zD~ ~ #0. i_- ._Q_- ._ ~ ~.,:,.~:--1-10 ~ i ~ ,Q_ ~_ i 7 { ~__ ___ 3 _ max 9 _991 13 __^ 0 7 0 7 _ 082 _ 8 - 0 7 .262 - 10 _ 4 ,max 9 991 13 .034 10 T E0 7 .082 8 0 7 .196 10 I , 5 max 9.991 13 .069 10 0 7 082 8 } _ _ ~ - ~.~. ~ 0 7 0 7 _ _ { ~ ~ _ I M28 1 max 18.33 9 .077 13 0 7 ~- 047 13 0 ~ 7 0 7 _ 2 max 18 33 9_ _ 03813 0 7 04y~~(7 13 0 7 0 7 W ~ ~--R.ry'- s, _~~~~. Y ~ .1 ~ r ~~: t:. we_~II,^fi~ t' - ..A++.n~:_ ..,~ ~ k»>.~!1~_. Yr'' _ ... 3 max 18 33 9 0 7 0 7 7~- { ~; -~ - r- _ 047 13 0 ~ p 4 max 18.33 9 0 7 .. ~'~ - -.~ ,.329-~~~ _ _ .7 0 7 os,-~x~.. ~ >~ ~ j , 3;1-~_~ ~~ ;~~'~r 13 _~:~~."'~"` 7 ~ .047 13 - - ~ ;~- - _ - X46 ..... ... - - ~_ RISA 3D Version 5.0 [P.\current pro~ects12006-150 great escape 07 (prosl~de)\tower.r3d) Page 136 Member Sec _Axial k ~ Shea k I_c z S_I I _ 2 ..max -1.324 7 0 7 x~ I 3 mw _1 27.11 7 n ~ Enve/oae Member Section Forces (Continued) Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Envelope Member Section Forces (Continued) ~Ac..,L,er C..., w__._m_. ._ ... _. _ _ _ ~:„ ~ .max ~ ts.s3 1 9 1 0 1 7 1 0 7 -.047 . 1...~ ~...c" -;.-fry ~ j(' 13 0_ 7 .023 14 0 ~ 7 _"_ 0~ ~~ ~.13„~ 0 7 .023 X14 _ 0 17 0 ~~~a„ GJ.JJJ ~~ v i ~ u 7 .023 14 ___-_ ,. 4 max ,25.898 13 0 __ 7 .039 10 .023 14 0 7 l $ ~ 3` M30 1 max - 215 8 0 7 .031 9 _ _ ~,..,;, 05 13 .. ....... ,. ~ „~.; 0~ 7~ . 0 7 ,max -.215 8_ ~ _ 025 - 13 F 0 ~ 7 .031 9 0 7 0 ? ,~; ~ 3 max -.215 8 0 7 0 7 ~ - ~.:,- ~~ __ .-~'~~° .031 9 I 0 7 0 ~~~~ 4 max -.215 8 0 ~~ . 7 042 ~ 10 .031 9 0 7 p 5 215 8 0 _ - ~ k 2~t~~21. ~7~ :~`~13~{ _ _' =:QS I 7 085, 10 .031 _ "~ 13`~s~ f}~, ~ ~ ..: 9 0 7 ~ :: ; 7 1 ~,~9 0 _ ; ~ 7 ~ , 17 M31 1 ~, , ~ max 19647 13 __ 045. .. ~, . 0 13 021 7 ~ r.~v.. ~ - ; ` 0 - ~ _ ~ 2 max 19 613 13 { :022 I~ ~ ~.~, - .. 13 0 7 021 9 I -- _ p 7 ~ ` p ~ ~ ~ "~~ I T 3 ~„T .,.. ~ -r- --~- ~ -~ 5z ~ ~~ max 19 579 13 0 7 __ 0 _ 7 021 _ 9 I ` - _ p , -p - ~ . I C_ 4 Amax 19544 13 0 ;. rI~ .. ~ ~ 7 041 10 021 9 0 7 , a . , ~ ~ .~.~ f ~. 0 7 i 5 max 19 51 13 0 - - - _ ~ ~ , _-~.~"_ , ~i :~~ 1~ ~_-.0~5 _ 7 082 10 -. ~,,,~ q>a 63 . ~ ~3 j ~^ O ~ ~ _~ >3~ ~ 1 ` ~_ M32 ' 0 ~ 0 7 0 ~ - 7 2 m~~-1 599 _ __i 02 13 0 7 -.163 10 . ~ 0 _ 7 ~ p Ti 7 7 3 .max -1.599 7 ~ 0 - = 7 0 7 163 10 0 7 - - j aa ~,,, . ~ j y _ _ ,~~f~ t _ 0 - - 23~ - 7_ -~ _ ~-y 3 _ _y -_ 4 max 1.599 7 0 7 0 7 -.163 10 . - ,~.. ~~-*<.,..~.~,~_~ , .:~-~~ 1 t ~~ ,~~ ~~~ ~ 0 7 ~ , . 0 7 __ 5 1 mix -1_ ~ ~>7~.#, ag 53~d ~ _-.05 3 ~_ _ 0 l .~ - 1.63 x_10 ~ I ~ ~ ~ ~ ~. 7 0 7 M33 1 max -.202 8 _.086 _~ ~- - 13 p ~ ~-D ~ ~ -0 ~ 7~; ~ 2 max -.202 8 .043 ' 13 0 7 01 7 O;;~N ~ 1 t ~~ -- 7 1 - ~~ ._ ._..._._.-.a..1.~~3~ `I max 202 R n _: . ~ - . # 7~~:. n ~~, ~ ~~ I„w; .~~~ 1.. ~_ 0 7 , y.~_~3.,_ j ~~119 ~~ j ~ - , 7 ~: ~ 0 ~ Ste' 7 ~ -~ ~~ =._i 7 0 7_ ~~ 7 0 7 RISA 3D Version 5.0 [P.\current pro~ects\2006-150 great escape 07 (proslide)\tower.r3dJ Page 137 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower. - Checked By: Enveio a Member Section Forces Continued Member Sec Axial k Ic Shea k~ !c_ z Shear k) Ic To ue k-ft Ic "` r ~(~ Moment.. I _ .->~ ;~ #,~ ~ '.. t--~„L~: - i '1~=~ ~,_. gin.. ~ ~ z-z Mermen Ic 4 _max 8.716 1 ~ - 0 7 "~ ~'w_x #~ i > 0 -: -,tea ~ - „_ _ 025 10 - i ~ - ~ ~ ~~ f ~. ,~ ~ ~^- .. - - t_~_ .016 7 }} ~,x<.v a~ 7 0 7 ~-_ 5--. max 8.677 10 0 ~ 7 ~-~ ~ ~ ~"~ ~ ~~=~ ~:. ~ 'f~T;`,; ~; ~' ~ ~'~: ~ 05 10 ~- 016 7 0 7 0 7 .~: _ ~M35 1 'max -2.118 ~~ ~ ~., ~~ ~.. : ~ '~~~~ ~.~ -_ a,~ ` ~'~,`~ ;. 7 .089 k a 13 0 .~ _ 7 -.02 13 ~ ~ ~.t.'~ ~~. 7 ._- 0 7 2 max -2.118 7 .044 ' 13 ~< p-~ ~~~°~'~ -~-~~ '' ~j; ~ 7 -.02 13 0 7 0 7 ~~ 3 max .,_.'~"~` -.~~ -"" -2.118 7 _~0 ~~ ~7 . 0. <..7 _:02 13 0 7 , 0 ' ~'1~' 4 max -2.118 7 ,.. 0 7 022 10 x.02 13 0 .. ,~~ ~ ~~:~:~_~-: - 5 ' max ~ -2.118 7 0 .~ .7 045 10 -.02 13 0 7 ~ ~~~ ~:. M36 1 max 5.547 17 092 _ 13 0 7 .008 ~ 13 ~ 0 0 --- ~~r- ~ ~ssEU ~s~ ~ ~. - 17 .046 - ~~~..~,~~_-~]_ 7 ~~ ~.,~,, ;~ 2 max 5 52 13 r. ~~- :~ ,: I ~ , i i .'-~.." ~~~ ~ „-~ -" ' ~ 0 7 - ~ ...008 13 0 7 0 7 __ 3 max 5 493 17 - ~ --~ r' 1 -~`-~,"`~,~ ~~~'~•_ _.,,..~^ ~.44 ~_~'"~'T~,° ~ 0 X008 13 _Og _~ _~ 0 7 j I 4 max _ . - 5 466 17 0 , ~ 7R-~ .,, 025 19 ,,~ 00$ ~ .13 ~v:~' - '~A~fi.~-~ f3 ~ ~ Y ~ I t ~.- ^ .^ • .. -- - ~~ ~ : .4~ w., ~,~ ~""R.6 - ~ ? ~ ~. Q_ - ! .7 . t .~c~" ~~~ :.~ _.~~~'--- I ~~ L =:~5 7 3 '~ L- .~ . 5 ??~~..:5. ~~~7 ~ <:::~ _ , 13 !. _ 05 _ <, J ,~' n.~ '008 _13 0 7 ,' - - ~- 7_ I _ _ ~--r .... ~ _ - M37 1 _max 2.959 9 039 13 0 7-.. ~ ~2 l ~ ~°~ ~ -'-~ ~ - 7 ~_ _ _ 7 :.._ :~ ~ ~- -- .. . ~ r '~~,~..; 065 -~-'~ ~~. ..::~' ~ ~~ 7 ~~ . ~ 2 max 2.959 9 019 13 0 7 - < - , ~ . ~ . _ ~ .-'~,.7-~ -~39 ~'1 _ i . _ _ ~ ~'E_ ~ 0 7 J ~ ~ .: _ .065 ~~~'&°~ ~ -,~ <:.~ ~~ 1 _ 3 max 2.959 9 _ 0 7 p 7 -- ~~j z:~t27 ~-13 L 4 ~ l_'tft 16J_ _,-13 maxi 59 ~ 9 0 7_ .039 _ 10 065 8 0 7 0 7- I -;-~--~ -~.- T ~ _5 max 2.959 9 0 7 - -- - ~---~ - 079_,_ 10_ 065 8 _ 0 - 7 0-- - 7 _ ~ ! ~ ~?~~.~.~'- _~9_ _i 13 l ..:.~ ~ ~- ~ 007. -`:._ -l 7 l - - 4 _~ : ~ 7 M38 1 max 23 32 13 05 13 0 7 005 13 0 7 _ i -~ ~ ~;7 ~ :. -_~.7 ~ __ _ X85 j 10 €:_ . ~Q 7 - 2 max 23.285 13 .025 13 0 7 005„ ~~~ ~ ` ~ ~'- ' 7 ~ -- - - _ -__ _ _ 0 ~ -.-~7s ~ 7 j _ _ 3 max 23.251 13 0 7 0 7 -.005 13 0 - ~ .7 _ K: ,_1~ - ~ ,.. .. - r .~~"~- __~ 7 ~`_~"r~~ l'; 7°~~~~`°~ -_~ 1:0 a ==235 _~~ 4 max 23.217 13 0 7 0.42 10 ,..005..,, _13 0 7 7 ;~~ ~ i. __ 1 7 1125 - . i3_~_ 0 ~ ~ ~ ~. 12 3 f ~~ -- ~ -. 76 ; ,~ 3 ; ~ 5_;max' 23.183 13 0 ~ - - t 7 ` 1 , .-~ -. 085 10 005 13 0 --~- 7 ,0 _ _ ~ 7 I ~ ~ Y ~, _ ,max 6..575 _ _9 ,045 ~~~ ~k, . ~ ~~~ ~', ~ ~~~1 ~~..~_~a~: -.005 }~_~0 r~~~ ~, n-_ _ Op~ ~ ~_ C 2 max 6.575 9 022 13 0 7 -. _ ~ - - - ~ - 005 i 14 0 7 0 i 7 - ~_ ~ _ 3~ max 6.575 9 '~ '~ ~ °~ fib. ~, ~ ,~-~~ ~=_.~_:~~ 0 T 4 max 6.575 9 0 __ 7 .041 10 - 005 14 _0 _ 7 0 7 ~~ .: _ 5 max 6.575 9 0 7 .082 10 - 005 14 . 0 7 _ _ 0 _ _ 7 I _ M41__ 1 maxim 13.557 10 086 13 0 7 ~ X025 12 0 7 _ T _~ RISA-3D Version 5.0 [P:lcurrent projects12006-150 great escape 07 (proslide)\tower.r3dJ Pa a 138 9 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : T d orna o Tower Checked By: _____ ~ ? I max l ~ ,I 13 I__ ~.' --~-~r 3 'max' 13 48 10 0 ~ 7~~ -~ 4 max 13.441 10 ~ 0 7 T_ _ 5 'max 13 403 i ~ n i n 13 _ 0 1 7 I 0_ ~7 0 7 0 7 0 17 ~ n 7 7 ~; ~. ,~ r ~~ , ~-, v~+o ~,s ' 7 .025 g 0 '~`` .~~ ":' - ~ ,y",-_` 3 max ~ 4~~ 21 ~~~ ~ ~ ~,- 3,r' `~~~~ ~ 14 0 7 0 7 025 =8 _ ~~ ~"`1 ~ 4 max -.421 14 0 _ ~ ~ 7 025 10 025 8 _0 7 f ~E ~ ~ , .~..~: . ~ 5 r max -.421 14 0 7~ 5 10 ~~` .l T - 0 v, ~ i .~_ b~ F. --, ... .025 0 7 ~. ,~-~ _ . k 8 0 7 M43 1 ,max 10662 10 089_ 13 ~ 0 ~ 7 ~ -.028 _7 0 7 0 m 7 ~ t~ 2 ,max 10 624 10 044 13 0 ~~ : -'~-- ~ ~- ,~ ._ _ -, , - - - 7 028 7 0 7 - r_ ,_mm _ r~ 0 7 I - s ~ ,-- ,.-_ _ - -, ~~~r ~~ 17 ,- .~ , ~~~ 0' + 8 ~ -_.tt~~- ~ 1©'. -,329,x_ ~ 13 ~ 3 max 10 585 10 0 7 „- , :- ,~~ h A - 0 7 0 7 ~,~_ - -- - _ r-. _ ~- ~ 4 max 10547 10 0 7-__ 022 ~ 10 T mpg ~ ~~ ~ ~ -:~ ~-~ ~ -- ~~ ~- 3 -: rntn t -.~ ,..-~~~ ; 131 {~ », ~ ° a ~ _ _ ~~ L 5 max 10 508 10 0 - '~ ~~- ~ 9`- ~ `~~ ~-10 ~_ . 7 045 10 - 028 7 0 7 0 7- I 1 .max 0 7 ~ 0 7 1 131N 16 0_ _ 7 0 7 ~ 0 ~ .1. 7' 1 ~ 2 max 0 7 `"~'~'~'~~: _(J _ ~ ~: ~~ i ~_ ~ i - ~. r.. ~ ~ - 0 7 1 13.1._ 16 0 7 -4-403 13 0 _ 7 1 ~ ~ ~-T --~ ~ r_ _ ~ i . I 3 max 16.204 9 0 _ 10 1 755T 9 0 L. 10 3 _579 13 0 10 I I ~ ~ ~ , min ~~ ~ - , - _4 max 1_6 204 9 0 _- 10 _ 1 755-_ 9 0 10 -1.789 13 0 10 ~ ~, - ~ _ _ _5 max 16.204 9 0 _ 10 1 755 9_ 0 10 0 7 ~ _^ M46 _ 1 max -4.533 13 0 7- ~0 ,~ 7 0 9 0 7 0_ 7 I ~ 2 max x.533 13 ,_ _ 0 L 7 ~ - - ,. -- 0_ 9 0 7 _© 7 I ~- - 7 _ 1 rCam , 17:_ ! 9 ~_ 0 ~ 7 0 1 ~ 3 max -4 533 13 0 7 T` 0 f ~0 0 7? ~ 0_! 7 0.. 7 0- 9 0 7 0 7 I I 4 max -4.533 13 0 7 _ -- ~~ 5 max -4.533 ~ 0 ~ 7 - 0~ ~ ~ .,.~_ `~ ,~ ~=~7~-- ~~J ~L ~ ~. _ 9 0 7 ~~~ -~ °° ~, ~- 0 ~~ 7 M47 _ ~ 1 max 0 ~ . 7 ; .- _. 0 7 ~ -1 1-- 1~3.~~ .-:~~{~u1 0~~~~~~ 0 ~.~.:~_--; ,,~:gi~ I I II I ' ~ t' ~, ~,~- 2 max 0 7 .-:~ > 0 7 -1.131 '~; ~~ ..~~ ~ ~.~.~ , 13 0 7 -4.94 13 0 7 I 3 max -4.035 10 0 10 1 498 9 0 9 3.428 13 _0 10 _ I ~0 ~,.~ ~ 4 max -4 ©35 10 0 10 1.498 - ,,.~. r _ _ g 0 ~-~ v'~ ~.... .. F -15~4~ " wH.~-; ~ 9 ~ -1 714 13-~ ~ ~ 10 ~ 5~ max -4.035 10 0 10 1.498 9 0 9 0 7 0 7 F(ISA 3D Version 5 0 [P.\current pro~ects\2006-150 great escape 07 (proslide)\tower.r3d) Page 139 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Member Sec _ Axial Ic Shear( Ic _ z Shear[kl I ~ M48 _ 1 max 0 7 0 7 -1.044 7 _ 2 max 0 7 0 7 X1.044 1 ,~ 3 ,max14.914 9_ 0 -` 9 2-914 c V Y Moment;, Ic z-z Momen Ic 0 7 0 7 -5.865 7 0 7 -8.591 16 0 ~ 9 I 14 !max 14.914 9-T 0~ fi g~~1 2.919 9 0 9 -4.295 16 ~~a'~ ~: ;~ ~~- . 5 max 14 914 9~ 0 9 2.919 9 0 ~9 0 ~ 7 _ k ~ ~ ~~~ 0 7 _ 9~. ,. ,~ 1 fmax 0 7 - ~ ~, ~~, i ~, ~,- w .479 10 0 7 ~, ~ ~ , - _ 2 max 0_ 7 0 7 1 479 10 0 7 -8.235. 10_ 0 7 . 3 max 20 941 9 0 7 -~~~-~ i__ 0_ . ~;~ -- ~ 9 2-327 9 0 ~ 9 - -6.788 13 _ 0 ~ g ~~ ~ 4 max 20.941 g I ~~~"~ ,~ ' ~_~~~ .~~ .~~< ~.~,,: ~-- .~ 0 9 2 327 9 0 9 -3.394 13 0 g„ ' ~ ~; ~ ~ ~ ~ ~ ks _' ~'~~.~ ~," air ' ;;~ ~- ~ J~ ~_ 5 max 20 941 9 0 9 2 327 i 9 p - ~ J 0 ~~~ - _ -1 M50 1 max 0 7 0 7 ~ 4 983 g _ ~~ ~-7 ' t~ `~"'- - - _. "~~ 1. "~1'I#t~'. " `~ -~ 7 .1.-1..:~ ~:' ~ ~- } 1,.305 ~ ~.'~'~ __'fl'`~ _'~._ ~ ~ . j H~2 }max 0 7 0 7, _ 4.983 9 T OT 7 19.214 9 0 7 ~ ~_ 3 max 12 797 9 0 LL --0 ' - ~ ~ ~ . .~ ~.~.~~_ ~ ~: r ~ 9 538 7 ~0 , ~ 13 15.83 9 0 g _; %~'~~ 4 max 12 797 9 0 9 -.538 7 r 0 13 _7.915 __ 9 - 0_ 9 J .~ _ 5 max 12 797 g 0 9 - ~~,, - f~-=;~..,:. ~ ~,~~ I r. '-- j- _.~__._ _ ~, .538 7 - _0 13 0 7 0 7 _ . ,.~ M51 1 max 16 471.. 9 0 7_ 0_ 7 0 10 0 7 0- _~ I I . ~~ X13 ~ 7 ~ °~;^~ _ -- ~ 7 4 I _2 max 16 471 9 0 7 ~ 7~f ~_y ~ ~~ i ~ 0 ! ~. ' - , . -- ~_ .: -- _ I 3 max 16.471 9 ~ -0 =~ 1.7__i` ~ ~~ ~_ ~ i _ _ O _ 2_7 , _ _ 0 ~, 7 -_- -~ _- 7 0 ~ _.. - -~_ 0 0 0 x~~+¢5313 ~_ 7 ~~ " ,.,~# .: _ ., r 7 _ 0 1. _ .~7,=_ f '" ,~ 1 7 i I 4 max 16.471 9 - p 7'L` ' _:. ~ . - _ -- ~, ~ ,_~~ _ 7 0 - 7 I - _- 5 max 16.471 9 _ __ 0 7 0 _ 10 ~ , ~_ 7 ~ _ :.; 9 _ _ 0 7 0 10 0 7 7 T .-. _ ,.. i 7 r __ 0 -(~ 111 - - - - " 1 max 5 7 0 7 0~ 13 p ~ -- ___ -4.305 13 , ~ ._ ~_ ~ ' -_ _ - 0 7 - 'mitt r,~-~~ ~ ~__ . 0 _[ 7_~, - p`_: - ~ ~; O _ 19 -~ ~~ -__ ! 7 i b ~-7 ~ ~ ,2 I max -4.305 13 OY ~ 7 _ _ _ 7 _ 0 _ 7 I _ T 3 j ,.max -4.305 ! 13 0 7 _ 0 7 i 0 13 0_ 7- 0 _ 7_ J 4 max -4.305 13 0 7 _,_ T 0 7 0 13 0 7 p 7 t 13 a ~ ~ I ~? ~`~ , _ 5 'max -4.305 13 0 _ 7 ~~ ~ ~ ~~ ~ ..~,. y ~ ~~ ~` -~~ ~_ _ M1 ~"~" z~~ 0 7 0 0 7__ 0 7 I M53 1 ~ maxi W-5.869 13 0 ~ 7 ~,~,~0 - 7 0 7~f 0 ~~_ _ 2 max ~~,,~.-~..._,._ .. 7 ! 7~~ - 7 ` f ~ ° y ~ ~' ;_0 ~- ,- -~ yi-, -5.869 13 0 7 ..~,. 0 7 ~0 13 ~0 7 ~~, J z 3: max 5.869 13 0 7 0 7 ,_ 0 i3. p~ ~- Q 7 _,; - - - _.~~. RISA-3D Version 5.0 [P:lcurrent proiects12006-150 great escape 07 (proslide)ltower.r3d] Page 140 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: nnemoer Sec 4 max Axial -5.869 Ic 13 Shea k Ic z Shea k Ic 0 7 To ue k-ft Ic - Moment... Ic z-z Momen Ic ~` ~,.»~ ,~ _~~ 5l ° _ 0 7 ,~'~-'7~ :~~.~:6~~ 0 13 ... ' p ~ ~ _ max -5.869 13 - ' ~ ~~ ~ _ T~ ~M54 1 max -3 824 ~ ~ ~ ` y ~' ~ : ,~: 9 , L ~ ~~ ~'~. _ T . 13 0 7 0 7 0 .. _ ~ ~ - ~ ~~ _--___ ~ ti 0 7 2 „~ ,~ ~ A~ r ~~ `` max -3.824 13 0 7 0 7 0 9 _ ~>: ~ - 0 ~ ~ ~~;. ~. 7 1 0 7 3 -~ ' ~~ ' max ~ -3.824 13 0 7 0 7 - " 0 9 ` . ~ ~ ~ ~~-~ 0 7 0 ~ ~ 4~ ax 3 824 - iy. ~-- - ~T ~. :<._ ~ Il N ~„Hr x,14 ~_.. ~ +!- ~~ 7 _ <`; -i ~ ~ ti ( ~ ' 1~; ~ ~' '"~ m - . 13 7 ~`~'' 7 H 0~ ~ ~ '~~ ` ~ 0 9 1 0 7 0 7 5 ~ max -3.824 13 ~ ~ 0 ' , ~ _.~ ~~? _".: ~.,. s~ - .~ ~ 0 0 7 9 0 7 M55 ~ 1 max .006 11 9.748 12 _ ~ 7 0 0 13 4 2 max . .006 11 :r # 4.861 12 0 11 0 7 ~~-~-"""~~ ` ~ ~=' 0 11 -10 446 7 ,. 3 3 max 0 7 -.008 10 0 ~ 11 ~ ~~ ~~ _~' ': T: ., _. - - ~13 845 0 1 7 ,__ ..,~.~,, ~ . -~ 7- _ .001 13 1.636 10 0 13 0 7 0 11 -10 373... 7 _ »~Y~ ~ 1'1_-~ tt__ ~-7- ~.....~ 1.'13 J3~_122 ~°12 I I 5 max .001 13 -3 265 10 0 13 0 7 ~:.- ~.^ ~+ ~, y -0 13 653 9 M56 _ 1 max ~ .007 11 1 751 __ 9 0 11-_ 0 7 _ 0 1.3 6.286 ~_ _ I ~_ 2 max 007 _ 11 1 72 9 0 11 0 7 0 11 _3.664_-_ 9 i - ,. 4 - :~ 1Q- 1 I 3 _ max .007 11 _1 659 _ 9 0 11 0 '_ 7 0 13 1..153. 9 I ., _ ~ _ _ y., ,-` C 4 max 0 ' 13 393 9 0 11 0 7 ~~` °~~"~~=-~" ~ 1.10: ~ ~;, 1:. _. - .~, x . _, ~. - .. 7 .522 9 - ---~mm . I-- -- '~~ ~:;; 0~~~- ~ ~~'~ ate. f~.7.:~ ~ -_~_ ~ ~~ ~ ~ -~ ~Q= 5 m_ax 0 13 331 9 0 11 0- 7 ~p 11 _ .002 9 I f ~ ~ I, M57 1 max .002 11 9 827 8 ~ 0 11, ~ ~ - ~~- - f-10 - 0 i 7 _167 _ _ 13 93 _ 8 ~ : :~ '- -~rni~r-~ ~~_ ~~~~~~7 ~16~ .~:~'~:. - ~ ,, X11 I'_-.~~3 _TTf I ~ 2 max .002 _11 4 941 __ 8 176: 14 0 7 - . ~ 167 -. 13 -10.233_ 7 I -T __ __ .~~ ~ ~ ~~ ~ . ~.:~ W:7 ~ x:749. 1 1$ -_ 3 max ~~JJ;'}'' 0 7 054 8 235 13 0 _ 7 .167 13 13.752- 7 r ~ r:~~ t 4 max _ 0 13 -1.60.9_ 7 .235 13 ' 0_-- 7 _ - r __ - ~~ -'~"~ ~ ~ -~ -_~- 167 13 -9.707- 9 ~ ~ ;#1'''r~ ~~ ~fif -~s~~8_ 9 -..176 - 1 14 ? ~0 ::: T ~_.j p - ~_7 j -31.213 ! 18 I :. ' _ _ 5 max ~ 0 13 3.238 7 235 13 0 7 167 13 17.1 i 2 9 ~ M58 1 max -0 0~ ' 10 4.037 9 0 13 ~ -~~'~~°° ~ ~_- :.~ .. .:, ..~ ,- 0 r 11 17.179 9 I 2 max ~'~ ~ ~_ ~, > ~9 ~ `T =1 -~ -- ~ 0 10 3 853 9 0 13 .07 9 ~t ~. -~~:~_T~. ~ .^ ~,.~~ ~;'~ F_~-,,, - ~ ~ 11 11.225 9 ~; ~- 3 max ~;~~,.~, `~~_ 7 .004 11 3 67 ~ 9 0 11 .07 9 . 0~ .13 ~ 5.619 ~9~ , ~ 4 max 004 11 1 874 ~ ~ . r 5 max x.004 ~ 11 1 69 . _ ~. ~ M59 , 1 ~ . max 0 13 1 204 _ ~0 9 07 19 9 - __ 0 13 - 0 10 0 13 2.634 9 I 1~N0 11 A 0 10 __,I ~.~. ~'_~ ~ :~~_ 1 10 ..i - - .. ~ ~ .v~~ io RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (proslide)ltower.r3d] Page 141 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : T d orna o Tower Checked By: - _~ H' 4 5 hearj1 Ic z~Sh 005 __ , 13 _ 13 12 ~ M61 1 max' 0 13 81 ~ ~ i 9 0 - ~ =-~ ~~ =~ ~ ~~ ~ ~ 2 ~ ~ max' _ 0 13 ~ 48~~~ ~;9 ~~ ~ ~ 7 0 ~ g* _ _.2 ~," _ 7 3 max 13 9 0 ~ ~"~"-=~-~,~~:~ ~~ ~'~~ ~~-_~ _, ' ~'T ,~. - ~ ~- .-5..; 0 ,.7 4 max 0 13 0 LL 7 ~ ~ ~~-~ " v T . - - ~ -. I ~?in~~ : - 0 ~ l - - 0 7 ~~._ ~1 ~-. _.477 9 ~ fl - ~ ?__ ~ ~ C~; ~. _.. ~~ ~~~` t -='~~~ _~Z $~--- ~. .~~ 5 max 0 13 0 7 7 0 0 7 i 1 .max _ 7 331 9 629 ;~ '- ~ ~ 7---~-° ~, ~ r- ~ ~~- 10 0 10 __ _, ~~s~ ~`_ max ~ _~ ~_'-;~~ ~~~ ~_~~~ ~ .#'~.~:'~-. ; ~ - '~xY~9~:~` 7~~ ~~ _~ 7`~ _~ ~_ 29_ _ 0 7 087 9 21 10 . _ _ ~~,~µ~ --= ~T -. 0 _ 10 1.599 10 _ 0 - 10 ._ w T - - - _ .~ ' 3 max 0 7 0 7 0 7 0 ~ ~ ~~~~ _. _ ._ 10 1 599 '~ 0 ~~~~0 ~ 10 i _ 4 j max ~ I _ __ - " -~ °_ ~ _ _ ~' , -,.623 -~ ~. 9., ~. -~ - 0 ~ _ 10 0 13 1_.172 9 ~ ~, ~~~ ~ 0 7 0 7 l~ 5 max 0 7 0 __ _ 7 0 7 _ i_._ .. I~i~~' ~._~~ :~; ~~j ~ ~ - _ ~.Q 10 0 _ 13 _4_.148 9 I I M63 1 max 0 13 83 9 _ 381 10 0 _ 7_ ~ _. 0 _ _ 9 4.218 _9 ~~~ ~ ~~ _-_ ~ _ 9 19 .055 ~..~ ~~~~~~ 0 ~ ~-~~. -_ 0. '_ ~ ~:._.:;~?_ { 10 2.824 _ 9 I ~' 7.-.~ ~Yfl -.__ 113 ~ 0 _ 17 ~_ 3 max 0 13 .555 9 0 13 0 7 ~' - 219 , 1.0 1.61- 9 ~ -- - ~- ,_ 4 . ~~ ~ - 0 13 494 9 0 13 0 7 055 10 -~ ~ _ 5~ max 0 13 T341 9 ,_£. 0_ 13 0 7 0 13 0 ~ p •~ ~ - ~~ M65 1 max _~1~ ~.. 6_ 9_ Or - 7 0. ,, 9 0 7 -~ 7 I __ 2 max 0 - -~ ~ 0 _ ___ _ ~ 13 .958 9 0 7 0 9 ~` -' - -_ i 7 .._.~. .r~~~ - _ 0 7 ~I -3__ ~'~~~~- ~ 7 ~ ~ ~ ~~ ~' ~~=~~-~~,~. ~` l=7 ! -5:78 ..~ 9 1 3 max 0 13 0 7 0 7 0 9 _0 i 0 , :4 - ~ .~<.~ ~ 13~".. ~° _ ! 7 ~ ~ 0 ~~~'~. i O ~- ~ 9 i ,0~ ~ _~_7 I _ -7,.~7_ i 9_ 7 7 5 max 0 7 ~ 0 ~.-7_~_~1:3~ ~~~~~ «~;~$•~~ ~ ~~ ~ `~~~~ 13 y _ 7 0 I . ~1 max 0 13 1.646 9 0 7 4 ~`~ '~ -~` - , ~ J 2 'maxi 0 ~ ~ QTR o ' ~ ~ ~~~~ ..~ ~ _, 4 max 0 13 0 7 0 7 ~_ ~. 17 ,. ~ -.., r_ _ , ~ ~ _ i _ 5 ~~ _ s_OQ;~~'f~"'{ ~ = 0 _~=~ 9 ~ 0 7 f _ 0~ 17 (---- ~ ~ 7 ~~ t- - __ ..~... _ ~ ~ . ~ ~, _L ~~ 7 _ .-. ~~~~~-~~ vciaiv~l J.U ~r:~curreni pro~ects~z006-150 great escape 07 (proslide)\tower.r3d) Page 142 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : To rlnado Tower Checked By: Enveio a Member Section Forces Continued Member Sec M67 1 max Axi I k Ic 13 Shea k Ic z Shea k 1646 Ic To ue k- Ic -Moment... Ic z-z Momen I ~~ ~ ... 2 max 0 13 958~~ 9 ~ _ ~ ~~ ~ ~- 4`~7: __~'' 3 max 0 ' 13 ,. 0 -~ 7 . .~ _ r``~",~ '~~ -~ ?8~` ~ ~ ~ ~X ~'~~~ 0 7~ ~ 7 0 10 0 . 7 0 _ 7 4 max ' ~"•,~, ~ ~~~ ~ ~ ~. 0 13 ~ , 0 ~ 7 ~, 0 - - C ~ ~ ~ 7 0 . 10 ~ 0 =~ ~_-:~ r 7 0 - 7 5 max .~~ 0 13 ~ _ ~ 0 7 0 ~ ~ 7 - . ~~ 10 ~0 r--- , >_~ ~~''~~5 ~3 ~~~ ~-- ... x, -, _ . 1 23F ~ n ~ i 0 7 -~ li,. __LL.~>.,., -3'x max ~~ 7 _ 0 <_ ~ ~-a _~--`~~1~~' ~~ ~°~~ ;;~,~~~ r::.,~~ _~° 1 -~ - 0- 7 0 10 0 7 0 7 4 max 0 7 0 "",~~~ xs,,; O ,: ~ t. _~ ,`T; :, ~{ ~~ ~=.,~°°-! 7 0 10 0 7 p 7 5: max r 0 .7 ~ 0 ~~ 9 ~-~,0 7. ,0 ~`"-~. 7 T ~~~:.~~ . ~;~ °` ~ _~ _10 0 7 0 _ 7 I -- - :-, ~ max 002 - 11 812 9 0 13 0 7_ 0 11 4.133 _ 9 ~ ~. i~n~ `_ 0 ~ ~ ~ _ ~~ 1~ f_ .~.,. `11`~"1 f"~OT ;-7-~-----. I _ 2 F_ma~ .,002 ~ 11 782y:. ~9(Y 10~ -_ 13 F 0 7 ._ _ _ ~ '13 ' 2~ 7 ._-t- g -?y-Ra«..41ijv~.,.s ~'k•.,.~_`~~ "~'lt~i-~vl~A`q ~;~~`t.~V ~_ fFU .. .,3 .{~hh~.~`.~ ° f ~__ 3 'maxi .002 11 .537 g ~ „""~-~7:"~B~ ~_' ~f~i3~___ (}'`_ f 10 .,~~ ,.. ~ - 0_ 13 0 7 0 1 1 1.587.1 9 i . ~~. ~, ~.,,: ~~~~`'_~~~_-:.1'10..x_ 0~: f ~. "'~ ,13 0 ~ 1 p ~ I r~4 m_ax _.002 11 476 9 ~ ~ `~~~~~~ ~ fi. - ~ ~ -i - ,. -- , .~ 0 13 0 7 r. r - 0_ / .669 9 _ i I__ ~ ,_ 5 max .002 11 354_ _ 9 0 13 0 7 --~ ~,v~ ~,: - Y~~}~1 _ c Y _ _0 13 004 9 M68B _ 1 max .0.03 17 0 7 7 0 7 -~ . _ { ~ ]~-~,.~.;7-~.. ..;.~ ~ ~4~ t. ,;~:. 0 ~ '1~.--~ O ;~,~9 ~.. ~,~.0 1..11. 0 1 10 ~ - ,- - 2 .max .003 17 0 7 041_ 13 ~ ~ -1 _ i 0 ~ 7 -< ~ - .004 9 0 7 ._5.07 9 --~ ~ ~~w.3 .' max .003 17 ~ ,~ ~ ~_ ~ ~. $ _~ ~~~~~ ~ ~ ~: ~.3 ~ t3 .:~~ ~- ~ ~-~, ., ~-~, _ ~ .262 9 _ - 0 7 .004 9 124 13 .9.06 9 4 _max 0 7 _ .293 9 0 7 004, ~ 9 91 08 __9 I ;~ ' 43 ~ 0 1 1~ ~ 5 max 0 7 __.354 ~"`~. i --- ;_ V~~ ~ _ __ _ _ 9 .124 --- _ .. YM69'-"_.._~`~~`~ ~"'~'~,`~ ~< `~ 'fit? 13 ~~~~~':~~Q ~sT-~ ~~:.-.~ ~ ~T ~ 7 ~ ~. 4 --1 maxr ~ a.. ,9-. X435 9 0 7 - - 7 ~ ~,. - - ~ . m±n f ~~ t ~ ~ _ fJ. -l 7 ~ - 0 f ~ ,~ _. l 2 max 0 ~.r , 9 .374 9 - - f--~ ~ -,~.,.~..~,max 0 9 i 0 7 i p 7 0 --- ~~~ ~~-9~ 4 ~ max ~„W.3~:~ `~ ~ ~".~ ' _ ~ :'? f ='*~~$ ~ 9 ~..~ ~_. 5 max 0 9 ,0 7 0 7 0 ~10 r„~-~ - 759 9~---~ r' Y . .,: 7 .026 ,.10'~ .~~~ .e. ~. l _ M69A 1 ~ max -1.193 7 .025 ~~~~- - --~ ______~ ter.-'S `~.~. ~ -~-~~ `fi *r'~,_ 7 ~ 0 7 _~ , max 1 ~~193 7 -~'.~=~~~Z t ~~~0 ~~1~~ ti , ~~ ~~:fi _ .012 13 0 7 -.026 10 0 7 0_ 7 3 max ~ -1.193 ~ 7 0 7 ~~ =~'~ ~ ~~~ .~~6 ~13. -_ 1 ~,~ .,u~1 -~ .r 026 10 0 _. __~.~ a - - o ~ 7 _ ~- _~~_ ..^~. la-j.. 4 ~ max ~ -1.193 ~ i n i~ ~ ~~~ ~ ~.„ ~ ,...,. ._ ~ _ - - --- ~ v ~ RISA-3D Version 5.0 [P:lcurrent projects12006-150 great escape 07 (proslide)ltower.r3d] Page 143 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Member Sec Axial k z-z Mom en Ic _ - -_Q~s~~ ~1 ~ ~3 ' ~ 7 ~_._ ° 7 I -P - -- ~_.__ ~ - - l ~. -.? o 7 ~~ ~ - .._. ., „~~ `~~ lot i ~,~ , -•-~ ~ ~ ~~ v_ ~ -~ r r ~ -016 8 ' 0 7 . , ~ ~ ,. _ _7__I + ~ ~ 2 max -4.61 13 04 ~~~. ,, _ ~ ~ ~5~ 13 0 ri ~, ~~3 ~~ ~ 7 -.016 8 0 7~ . - - fl o - - ~ 7 3 ~~.. x max -4.61 13 0~ ~ 7 ~ 0 - 7 -.016 8 0 7 ~'~~ ~~~~ ~~ 4 --- ~ ,max -4.61 13 ~'~~~' 0 7 01 ~ ~,~ ~ i~i .~ , ~ 10 . -r--~ . _ ~ 7, - ~ 13 -_016 8 0 ,. -T _ _.. _~ . ~, .. _ 1 ~ 0_ 7 _ 5 ~t~ _ max1~ ~ 61 13 0 _ - ,.~ _ 7 .0_2_5 - ~ 10 .0_16 8~-0 ~0 ~'I7 ~ __ 0 ~-. M71 _} 1_ = max 25 677 9 _ ;081 13 0 _ _ 7 7 7_ t 227 9 _ -- ~~~~ ~' ~~-7 : 0 Il - 04 : . 13 0 .22_7 9 ~< ,~ 7 ~ . _ _ _ 0 ~ ~ _ 3 max ~ 25 677 _ 9 0 __ '__ 0 ~ 7. 227_ ~ g ~ p ~7 ~ -_. ~ 0~ _1 3__ i L _ 4 max 25 677 `~ -~-r# < ~ _ ,.. ~ _ ~ - _- r 2 227 9 -°- ~ y~il~ ._-~~~ . ~ , 2 { 13 a I 5 max 25 677 9 __ 0 ;, , .~~= ~- 3°~5~~-A 7 025 ' 13,E 0 ~ 10_ 227 g ~~ 0 7 ~ " "`~ . ~ - 0 2 ~ 13 7 ~ ~ 7 _:~ ~.~~~ - - - _ _ _ r _ - _ 0 i ~ -7 Enve/ove Member Section Deflections Memhpr Cor ., r:..i _ .. . ~ 1 1 max 0 7 2 0 ~ ~~~ ~c 7 T 0 7 __ max 0 10 003 7 007 10 3 max .001 - ~- 10 - - 006- 7 ..014 10 ~ _ _~~i~, , ,^ j~ 4 1 m002 q 10 -.009 7 .021 ~ 10 i .~.. 5 max 4.. .003 ' 10 011 7 029 ,~~ ~~ M2 1 _ -~ y ._..~.~ '.s.v X. i max ~ .003 ~ ~ ~~ 10 -.011 7 .029 2 max .003 10 - 013 7 .041 ' ~ ~ 4 ;:Y~-r max ~ .004 10 - 011 7 065 t, _ i -5 max .004 X10 ~-.008 ~ 7 ~ _ x075...- RISA-3D Version 5.0 1 3- 13 __ NC I.7 I NC 1 7 N_C 7 ~- ~13'` _N C _ 10 ~ N~ , 8 NC 7 7464 917 10 NC 7 _ 4869 963 _10 I ~ ~' r - NC 7 3526 354 10 I .~r~~~ ~`rT.~ B NC 7 - NC 10 ~y NC 7 NC p 13 r. _ NC 1 [P:\current projects\2006-150 great escape 07 (proslide)\tower.r3d] _7 N C _ 10 _ 7 13 NC_ ~d~ ,- 10 ~ ~~~' 7 _ NC 10 Page 144 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: r Sec x in Ic in~__ __Ic z in Ic x R fate ra... Ic n U Ratio Ic n Uz Ratio Ic - 1 _ max .004 10 -.008~~ ..075 _ 10 2.763e-5 13 NC 7 _ N_C 10 a.z ~`r y ~f ~ _. .. 2 ,max .004 10 -.003 7 .083 10 02.778e-5 13 NC 7 rr NC 10 I '_ 4 ~ = = f: .;4;.~ .~-~ ~ ~ ~a~ d,w .vuo ~ u -.UO~ 7 .109 10 2.823e-5 13 NC 7 ~ ~~~ ~N p 2 ..max -r, ~ ,~ 005 x_~ 10 -.028 7 125 10 2.955e-5 .''~'-~ '{ '%r ~ -~ 13 7503.918y , 7 1 wM NC 10~ 3 I max 005 10 038 ' ~-' ~~ s ~~. K 7 ~ - ' ,. ~ 143 ~ 11 3.088e-5 13 5120.091 7 9300 163 11 4 max ~~ y;. .005 10 03 ~ j~ ~. ~6 '11 ~3.22e-5 13 7704 3 9 7 ~`5~j . 11 ~.. - ,; s~~~-~- I. T _ - ~, ~ rnax . UUb ~ 10 ! T 1 ``:~-, 3 ~.v i ~. ^~'-`~~ T ~ k - ,, ~, _ _ 15 7 177 1 3.352e-5 13 C 7 N C 11 ,~,',~ ' M5 1 max a 0 7 -~-~ y` ,:s ~ . ._`~~~~ ~VL~.L '~ ~-1, 0 7 ~ _ ~.. w _..r _ 0 7_- 7 757er5 13 NC ~'~'m-~`~'r ~ ~ ~~ d ~ i 7 a ~; ..~ ~,~~ ~:mm :. ~~r~-~_-µr~i~ - ~`-~ _~ rNVC _a ~ I~ - 2 max 0 7 7 008 10 7 75e 5 1.3 NC 7 NC 10 _ max = 002 7 ~ 1 9 =~~~-~~~~ -,1~ ~;y 3 . ~ ~ 9 i 3 _ 7_ 016 10. 7 743e-5 13 NC 7 NC 10 - I I _ ~`"fi~ i-,~. ~~ ~ 13_i _ -.fig- ~ $ ~~ .~ } - ~ 13 i - NC 1 ~_ ~ _ 4 max -.003 ~ 7 004. ~ 7 022 10. 7 735e 5 13 1 NC 7 NC 10 I ~Y. ~n4 .Y} ...,.1- .3 ~ ~: ;., ~..`'3-cr~,~Ti '.; _~~..1'~ r -,~C.17.-.~.~~.'Lf~_ ~L.Q!.~ ~^~.y7 v1~~ _-'.-- i ~ . _ 5 K_max - 004. 7 ~ _ 0'_ 9 -L 026 10_ 7 728e-5 13 ._ _NC 9 NC 10__ I ~~ M6 1 max -.,004 _ 7 0 9 026 10 ; 7 728e 5 ___13 NC 9 NC 10 7 _ L$ v '~, _ -._ 021 _ 8 03 10:7 61-5e 5 13 4971 834 8 . i 2 max 005 _ _ _^ S...T _ _ NC 10_ I ` 3 ~mianx~ ,'.006 7 028 12 039_ 10 7 50.1e-5 13 3658.863 12 NC 10_ t 4 max _ 007 7 012 9 057_ 10 7 388e 5 _13 8343.853 9 4314 985 10 __ (- ~~~_ _- 1.=5 -.007~~ ,. ~.- ~ 0 <~, , 10a-x...075`` .10, .;.275e-5~ ~3~ _ NC ,1,0 ~ 2 6 9~ o `J r ~ ~ ~ 1 ~fi ~ _~~ .~~ M7 _ 1 ..max T007 7 0 , 10 075 10 ~ 7 275e 5 13 NC 10 NC 10 _ . , _,- , firt~n ~ ~ ~-1-1' } ~ ~ _ ~ 3 i -. ' ~ 'T~_ 11 ~ N_C ' "'1'3 _NC _ 1 _9_ _ - 2 ,max -.008 _ 7 - 002 10_ 01087 10 6.968e-5 13 NC 10 NC 10 -JI ~.,~ ,,,~~~ z3 max T 009 7 -.001 10 ~ 095 10 6.662e-5 13 NC 10 _N C 10 __I i .003 10 1 10 6.356e-5 13 NC 10 NC 10 5 max -.01 7 .014 ~ 11 104 __ ' 10 6.049e-5 13 NC ! 11 NC, 10 _ M8 1 max - 01 ~ 7 .014 111 104 ' 10 6.049e-5 13 NC ~ 91 NC 10 I ;T- -~ -~- 2 max - 011 7 031 9 114 10 5 778e-5 13 6887.88 9 NC 10 3 max -.011 7 012 ' 12 138 w 10 5 507e-5 13 NC 12 NC 10 ~ ~max~ ~ -.012 17 I nn~ ._ ~n ~ - ,Q~ ~ „ ~ ...,_ ... _._ ~~~ °<C ~_~3 ----- - - - .. T.-..,..-., ~ ., ~~~, i u osay. ~ uL 111 I RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (prosiide)ltower.r3dj Page 145 Company Hawksworth, Bibb, inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Enve/oae Member Section Deflections (Continued Member x , J . Sec__ ~ _ x in Ic y [inj _ Ic_ _ z in Ic x R ... Ic n U R do Ic ~n~Uz R 6o Ic ~ ~ ~~' , r_ .. ~ ~~' ~' ~ .2~t X ~ . ~ ~ ~ ~~ 15y~J.i~ 5 ~~ P3' max _012 7 004 t __j//.~ 10 177 ~ w ~~l ~. ~ ~L~ ~ ` ~; ; , - 11 3.352e-5 13 NC 10 1 jl~ .J ~ ~~ ~ ~L~` 1 ~ I _~f` 1 j~N~~yCy~ ` ~ ~~ ~ C M9 - ~ ~' ~ ~ 1 ~ ~ .: . max 7 0 7 i 0 M..~ ;J v~ ~~~ ~ '~-~` i .~f t ~. 7 33 06e-5 13 NC 7 '~ l.ia v.... ..-- 1 .~•~ T__NC _ 7 ~. . u C y ~ _ ~ 2 ~^ ,, ~ 13 -nn1_ ~ nn~ max M~ ~ " ~n .~ w~~,. ~ .~ .~~ •'~~ C . __~^ '.~~-~~ ~`i - ""~ ~ •v I I ~ V 3.~~ye-~ ~3 NL 7 9372 414 10 . ~-`° 002 7 017 1 3 6$5e-5 13 NC 7 6031 801 10 13 _ NC 19_ i 4229.855 111 .r_--.- ~ .-~ _ ~ a+t~pr°~ ~ `_ 3~y ~~ ~s,. r ~ x- 3_812e-5 13 _ NC _ 9 NC _ max 006 __ 13 001 9 _, 024 11 ~ ~~ ~~ # __NG_ M10 5 1~ r 2 I max .008 13 i .011 ~ 9 .038 11 3.849e-5 113 N G 9 N C ~ s max .u11 13 022 _ 12 .051 11 3.887e-5 13 5477.451 12 9612 666+ 11 ~_ ~ 4 max I 013 13 i ~~021 12 05,6 ~11 3.924e-5 13 5622 826 ~12 NC 11 ~ r_ 5 max _015 13 005 11 055 10 3.962e-5 ~ 13~ _NC 11 _ _ NC ___ 10_ ~~~ .- ~;.~ ~:r;~ .-.~'1 ` ~~4~ i °_ ~ 16 ~ i 3 ~..~_-''~~> ~ ~ t~is 9~~~~,.~~ 13 ' IBC ~ ~ _ . I M11 1 m~ ..0~_ 13 005 _ 11_ 055 10 3.962e-5 13 NC 11 __NC 10 I 2 max ,_014_ 13 009 _ 10 __ 051 10 3 915e-5 _ _13 8602 8~6 _10 _ NC 10 -~ ~ -=~ -,i~_ ~~- _~:t -_;.~49 _ ~ 13 ~~~ ,._'~~~?i,_-~:..~ ~~f , ` f~1 E 24~'t.3~31 $_-.,.i I ~- LL 3 max 014aa~~ 13 011 _ 10 059: _10 3.868e-5 ' 13 i 7050.035 10.1 _y~~N_C ~s_,c 10 I .079 10 4 max .013 13 _ 001 110 _ 3.821e-5 13 ~ NC_ la0s _4953.169 10 I ~~s `` - ~T .' , 13 ' ~ -~~ ~ " °" , ~ ~• ~~ ¢ " ,Fi•C ~ ~-~ 13T 065 18 I 5 Amax .013 ~~`.~:,~.0 j 13 j ., ~.0;'k~„x ,11 ! 3.774e 5~ ~~ ~ , NC _12 ~~167.61.5 11 --~ 12 1__ max 013 __ 13 ,014 __ 12 107 11 3.774e 5 13 NC 12 _ NC 11_ _ ~ =~_- ~i >:~~ ~ ;:~ 19~ ~ 13 ~ _ ~j.'t~-:T ~ ~ { ~ ` ~'T ~ ~ ~ ~ 3 -~ - NC . ~:~.~ - ' L_ 2 rmax _013 _ -~ - - 13 033 12 132 11 3 669e 5 13 5732 658 12 8185 592 11 ~t ` ,-04~ .. ~ ~ . ~f~i _~: ' ~~ ;- i3~.7_ ~ ~ ~ <`1'~„~„~ f-"j~-~ . ~ ~ 3 ` - NC - ~ ~ I, 4 3 max .013 ~ 13 ~-031 _~12 . 144 17 3 563e 5 13 ' 5016 076 12 7273 202 17 -.-..' d -- a -° Lam- 2~9 : S3 .~~~"~ ~~ 13 ! NC ~ .~ I, J 4 max .013 13 017 12 146 ` 17 3.458e-5 13 8025.721 ~ 1.2 NC 17 I {_ _- `-~`'~ _ ~~ 1~«~ '~~'~~~~ :~_'~~-~ ~~'T , _ .., T'13~ IBC 5 max .013 13 1 _ 004 10 144 17 3.352e-5 13 NC 10 NC I ~7 ~_ - - ,:17 M13 1-- m~ 0~`. 7 0 ? 0 7 2.68e-4 ~ 8 NC 7 _ NC , __ -7 - I ~ -. ,~ ~. ~__ 2 max 004 113 - 002 7 .007 11 2. 55e-4 8 xNC 7 NC 11 - . . 3 max _x008 13 - 003 7 .013 11 2.629e-4 8 NC 7 NC 11 }~~ .~~.~..L.. . _ 4~s max .012 13 -.005 7 .019 11 2.604e-4. J 8 NC~j7vy _ NC r.1{1 _ 5 max .016 13 _ - 006 7 025 10 2.578e-4 8 NC 7 NC _ 10 ~tl ~~ I M14 1 max 016 13 - 006 7 _ 025 M 10 2 578e-4 8 _ NC 7 NC 10 ~~„ ,, __ ,- '~ ~. ~ ~t3 i ~ ~ a3 ~.~ .~_ .~ ~~ .~ mgt 3 8 ~-~ _ -_ _-_~~r.;'~ '1.3 3~' ~ 3 __~-" 10. 2 561 e ~ ~~#~~~.~.~1~~~~~~~.~-~1 RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (proslide)ltower.r3d] Page 146 Company : Hawksworth, Blbb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: l 2 max ~ ~ ~~ ~~~ ~~ .029 13 -.011 7 119 11-~ 1 509e-4 8 NC 7 NC 11 ~ ,r 3 * max 028 13 012 7 129 17 8.795e-5 13 NC _~ 7 NC 17_ i - ! ~~~ - (-"'`.2 ~ 1~ i. 823 ~'7_ , 117` _ _ 4 _ max 028 16 013 7 ~-13 '_ _ NC _ ~ 7 ,_ ~~,~ ,`~° ,~ 7"- -~ ~,, 137 17 6.074e-5 ' 13 NC 7 NC_ 17 I 5 max r.. 028 16 015 7 144 17 3 352e-5 13 ~~~~~~ * NC -- ~ 1~ M17 _ 1_. max - 011 7 029 __ 10 003 10 1 867e-5 14 i NC _ 10,, _ _ NC _ r 10__ f _ ~~ ~ ~~, _,~ 2 Amax - 01 7 ~p84 y 10 003 10_ -2.837e-6 ~ 13 3256 031 10 NC 10 .t ~. 3 max .009 7 106 10, 007 16 -6.862e-6 7_~231~ 22 ~ 10 i ~ ~ 6 ' 4 max -.007 7 '(~_~.~..: _ ~_ ~ - ~!~ ~ B 082 10 011_ 17 1 001e 5 7 3256 031 10 NC 17 j " _•._~~ sZ ~~. a ~ ~.Y ~''.' Ste! r 5 max X006 $' 7 025. 10 016 13 _ 1 316e 5 7 NCT 1.0 ,8474 182 13 I M18.. ~:- 1 " max ,,~~s;~.~ ~;~ 006 :~ 7 ~::.-, ~ 8~ ~ ,< ,. - ,~..._ _-._ ~ _ ..`. ~-~," 3.591e-5 ~ 7 NC ~ . _ NG .. ~ 3_ _ max 025 10 - 004 7 003: 8 -5.759e-6 7 NC 7 NC __ 8 '-3ffM~ -~1 ~13L _003 7 006 12; ~ ~~._ .. ~,- --~-~~~_13_, 8.413e-5 12 NC 7 NC 1~ _ 1~~ ~3 011 ~ 1~~~. :~ ~ ~3 `1 ~ 3 i 13 ~ ~-_ ~ 1 4 r max .024 11 _- 002 7 01 12 r 1 7e4e-4 12 ~ N~ ~~~ .~ , ... t ~~. "~ j _ 5 max .024 11 .001 9 014 12~ 2 686e-4 12 NG 9 NC _ 12 T1 ~ M19 1 .max .045 13 ~;., -, __1_~3~-'-~~3.-:_' .024 11 014 12 3.716e-4 17 N C 11 N C 12 _ 2 _' max .045 13 .081 ~` 10 013 12 2.625e-4 10 3256 031 10 NC 12 3 max 045 13 ~ .104 ~ 10 012 12 2.152e-4 10~~ 2319.922 10 NC 12 i -r ~ ` ._ sc.~. _'r i _ ~;,~ _. 4 max 045 13 ."082 10 w 012 ~~7 1.68e-4 10v 3256.031 10 ~ ~ -~ ~~~~ 1 ~~ ~ $ ~ t ,~ _ ~~ ~, ax .045 _13 ,,.026 10 014 17 _1 207e-4 10 NC 10 NC 17 ~~ ` ~ ~~ 5 ~ - - -- ~.~ ~ ivy, i RISA-3D Version 5.0 [P:\current projects12006-150 great escape 07 (proslide)\tower.r3d] Page 147 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By Member_ Sec x in Ic _ _l _ _ ..- _ ~(mL Ic z in ota ,~ tK ~ J~~~1~ .: Ic to ra... Ic n U~Ratio Ic --~-~ i~ . j ~3-# -:~7$~5'~i~ x R (n~ URatior Ic r ~ 2 max 029 8 003 7 003 ~ 7 3.952e-4 ' 13 ~ - ~- - - ~ -~ ~.~ .. NC ~ ..: I _ 3 I max 026 8 .. 3~,~'~~"~ `=~- ~ r NC 7 ~~ ~~~ _ ~- -006 7 .002 10 4.406e-4 ~13 NC 7 4 max ~ ._022 8 -.009 ~~` 't3fl9 ~_ ~'. ~ ~,~ -.- 0 10 4.861 e-4 13 NC 7 NC 10 ~' ~..r3' ~_. ~- 5 max .019 8 -.011 i ~ ~ ~ ;' ~ ~ ~.~, ~~~~:,,...~,~~' , - .003 ~ 10 5.449e-4,~~14 ~--~C 7 N~ ~ ~~''~ ~, Mzi ~a ~ 1 max -.008 7 .075 ~ 10 - -; .004 10 7 091 ,~ ~. ~w , ti~.~ ~z~ `as:'z 4 .- . ~ - 1 . .:. i. ,~ ~ ~3 _2 ,max - 008 7 .127 10 006 ... 10 6.035 ~ ". 4 _ : ~ .y- 3 max ~ 008 7 _ 146 _ 10 7. a -3- :~.is. ~ ~ 01 1.6 -3.60E ~ 4 maY _ nna ~ , , „ . ,. _ . _ 17 -6. 1U _ NC 10_ ~ - r `- `_~ ~ ~~-, 10 N (' ~ n - ~~~. _ .1 ~''t 2319 922 10 _N C 16 3256.031.. 10 7546-24fi t z 7 { I M22 1 max ' .059 17 008 r 7 ~_ 7 E ~-`~~"~ ~-.~ Z ~ ~ ~ ~.. - ,N ~~ --~~- F= ..;-, --~T--;~:~~ _ 002 8 8 679e-6 8 NC 7 - ..~-lsa- .1Y~y r i=_2 y .r ~" _~.:'R^il®e~Nin~a r .. _ - - - - - - ~ ~'1~ ", 2 max .057 ' 10 ~ 006 7 ._ 009_ 8 9.907e-5 7 NC 7 .056 10 _ 003 _ 10 015 8 1 798e~ 10 NC _ 10 NC 8 I ~ 3 .max ~ -..~. ~,_ c.,.,r .. C yy 4 max 055 10 0 10 023 1.2. -2.594e-4 1_0 NC ~ 10 NBC _~ 12 5 max ' ~~ `~'l~ 13 i "?!s[C ~:, ~ NC 12_ y ^ M23 - ~r 1 ~~ t =,-~~ ~'~.'O~~y `_-~ ~t3~ ~ ~~~ i ' , -3.39e-4 : ~ ~ ^J.", .'~~ 13 ~ ~ ''~~ _ ~ ~ r- F . max .115 13 T 055 10 031 12 8 531e 5 ~ 10 ___NC 10 ~ _1~- i L ~ T maxim I ~~~i ~_~~f" ~. $ ~.~~.~ 13,,..;..660~~ 8 ~32~ 31 ~.-~ ~ 1 13 ~i ~ _ __ _ 3 max -119 13 144 10 026 _ 12 1 974e-4 10 23.19.922 10 NC 12 t mfi ~ -.~e r ~~ s~ _ ~a~ ~ r~~u ~ ~ 1 ~~ z 1 ~ ~~I~s~~ ~;~~~ e ' N~ G' L 4 max 121 13 .126 _ 10 024 12 3.46e-4 11 32.56.031_ 10 . NC ~ ~~ 5 .max _ 123 _,_13 _ 075 10 028 1-7 8.022e-4 2 ~ ~ 1 p 936_655-~ M24 1 max .005 9 0 10 007 7 6.594e-4 14 NC 10 ~_ ~ ~ _ ."''"'.~ -T- ~ C ~-- - - N 2 max ~ X75_ _L T9 [ -J213 _1.~.~... _ 0~ ~_"~?" -~~53e-5 ~ ~ 3 _ ~ i 9966.3~~~ 17 {m(n~ ~ ~-----~10 23.1. _ 13 NC 7 i 3 max 007 9 005 10 004 7 5 616e-4 13 ~_ 4 max .008 9 _ - 007. 7 0 10 5.537e,4 13 NC 7 ~~~ N~~ ~ ~ ~p ~' 5 max .009 ~ 9 -.008 7 T 0 4 ~ 10 5.458e-4 13 NC 7 NC 10 _ I 1 'max 009 7 .109 10 005 10 -2.037e-4 13 NC 10 NC 10 ,. ~ ~, ~ . ~~~ ~.. ~" ~ ~`'` i ' ..z. 2 max 009 7 4 _ --------~- , Y 163 10 007 10 1.796e-4 133256.031 10 NC 10 ~~-13 ~ ~~-~b5>~~~ ~' ~11 ' ~~ - - ,- ~ ~ ~, 3 max 009 7 .184 10 012 16 -1 555e-4 ~ 13 2319 922 10 NC 16 _~ -~' ~~ ''~~--~ ~ -~~~ ~ ,~'" 159 - T ~~ _ ,... - T.-. _ 4 max 01 7 ~ ~:~7 , ;~~ s ~ t ' __ .: f ~ ] `N~ ~~ I y ,~ A ~~:z ~,~_. ~ m ~ ~ 10 02 16 -1 3i4e-4 i3 ~ 3256 031 10 NC 16 I hClbfi 3u verSlon 5 0 [P lcurrent pro~ects12006 150 great escape 07 (proshde)ltower.r3d] ~ Page 148 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : _ Tornado Tower. Checked By: ., ~ n iaJC -. u I / - -~ - • -• ~ ~a ~ ~c n uz Katio Ic _ 17 .029 13 -1.073e-4 13 NC _ 17 _ NC 13_ M26 1 max 107 17 -.01 7 X006 8 -2.855e-5 ~~~~ ~~~~ ~ ~ - ~-~ ~- ~~~ ~` ~J : C 7 NC ' 8 2 max .107 11 -.007 7 .014 8 2.0 7e-4 g ANC ~}%.. ~~~~ NC-_i 8 _. 3 max .107 11 003 7 .022 12 4.462e-4 8 NC ~ ~-- NC'~`_`~~ ~~ ,~ 3 _ M .005 12 ~~ .., ~ ~.~-~-= ~~tG 3 ~" .LLj •~~ .,` 032 12 6.853e-4 12 NC 12 NC 12 ~• a .014 X12 ~*"- .~•- max .107 ~ 111 ~~ ~~. ~ . .041 12 9.264e-4 12 NC 12 _f ~~ -~~ 2 -_, _,_ M27 , ~ 1 max .194 13 ^~ ~ i ` 107 1~1 X041 _12 1.325e 3 1 ~ ~- - ~ .~t ~?. _~ ~ _NC 11 NC " 12 '~ - ~.~ ~ ~~. -~_ -~ 7 2 .,max .188 13 ~ 157 10 038 12 9 076e-4 12 3256 031 10 NC__ ~ ~- j ~,, ~ 3 max ~ 182 13 _. 181 10 035 12 4.902e-4 12 2319.922 10 NC 12_ 4 m_ axl _177 13 159 _ i 10_ 032 12 2.718e-4 10 3256 031 10 NC 12 I - .- 1 ~ 4 - - - __ _ ,_r- 5 ~~, 171 13 104 1g0 017 17 1.503e-4 10 h- . NC r 10 NC 17 _.~ _ 1 ~ - w I M28 ~ 1~ max .028 9 _ 014 11_r_ - 01 7 6.449e-4 13 N_C 11 NC J .. ~_3 -~~~' 3~~~ : ~ .1~ ~ _ ~3t_ ~ f~~~_~ 3 ~~-~-~-~: -~=~3 ' ~~s 3as_j 17 a _ 2 max 021_ 9 003 10 .008 7 7 _ ~ ,=~ --s, -- ~ _-- 312e~1 13 NC 10 NC 7_ I ~ - 1~ _ -~~: ~ .., .013 ~ ~ T-- ~ 1~~~:-j ~3 ~ g~45 79~ , 17 k , ~_ 3 max 9 003 10 006 10 9.814e-4 14 N 10 NC 10 i 4 max 7 ~. 14 006 ----- --. ._ 0_ _10 1 414e 3 ~ 3 r_ __~ L10 ,_ 5 m~ 0 14 009_.._ 7 005 10 1 847e 3 17 NC 7 N_C 10 f ~~ M29 _ 1 max 0 7 0 7 0 _ 7 ~ ~'~i J~1C-_- (13_ I P1C _ ~ 1d_ _{1'~ ~:-__.~ L_$_~ .~. ~ - _.] ~7_ 8.~ -TNT 7 _ NC ! -7~ i - - €~ n x- ~ ~ 2 Amax 001 10 0 ~ i 037 _ 10 1.704e-4 8 NC _7 68 6 03 10 i - . '. _ 3 max -.002 _ 10 = 002 7 _ 056 10 ~ 1.499e-4 8 NC 7 4863.546 10 I ~- I ~ ~ mitt ,p22- ~ 13~ _- -°` X13 ~~ _ a~ .~ ' ' ~~~'~13 " `. ~ 1.13___ 1 _ 4 max ~,. _~ .044 ~ 10 - 002 7 05 10 1.294e-4 8 NC 7 6826.03 -10 -.~ .," ~ , ~. 'Y' - "' _ - - • 5 ,max -.005 10 003 7 025 ' 10 ' 1.089e-4 8 NC 7 NC 10 M3 I nlin ~ . •-€ '~~.13 ; _ =043 13 f301 ~ 13~~~_~-~~tE? ` N_ C 13 - - - ~~_- _0 1 max 058 13 0 10 025 10 2 116e-4 1 i,- ~ ~~ NC 10 NC 10 IT ~ - ~-~-~~ ~~ 1.13 --~1G . -[ 13 . -~ 2 max .067 13 -.001 10 .079 10 1.667e-4 16 NC 10 5459 907 _10 :~~ r _~"NC X13 ' 3 max 077 13 - 002 10 .108 10 1.572e-4 10 ~ NC 10 3890 184 10 4 max .087 13 -.002 10 .104 10 1.514e-4 10 ^ NC 10 5459.907 10 i .._..,.~~..,wT~t.._ _ •~~ n max .097 13 ~-- ~-~ ~ 1~~ ~'°~ -.002 10 075 10 1.457e-4 10 NC 3_.~_._~~s ~:ir~.~_...;;. 10 NC 10 1 v max 006 10 , - 003 i 7 _T075 10 7 325e-6 ~ 13 ~ NC 7 NC 10 ~ 2 rnax -.006 10 - 004 _ 7 117 ' 10 2 411e~ 13 NC 7 I f w 13 . _ 6 075 296 10 I 3 Imax -M7 ~n .E _nn~ i ~ ~ --' -~ ..,,, .,. _ ___ `- _ 3 i ~=~ _-:~C ~~~~-_~ • • -- • .. ~.vvvc-v ~ v Ivtr / 43LZS.b4tf 1 U RISA-3D Version 5.0 (P:\current projects12006-150 great escape 07 (proslide)\tower.r3dj Pa a 149 9 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked Bv: .-Member Sec _ _~~~ _ ~-- .177 i - 4 L~~*±~X1 =r'i~..__.~_,1 .~iY"'~ _~ ~ -~_ ~ ~~-~ ~.v ~ ~ ~U~ [1y 10 F_ .013 _ 10 - 001 9 035 10 1 371e-4 8 NC 9 N~Ch iprF:1 ~~- ~' ~'' - ~~'''~~ ..._ ~~ 1_. ~ ~ - 5 max .017 10 .001 9 ~- _ -~ ;.1.13 `NC ~ 1~ _ ;i • ~~-~,. -> -,~-- 023 11 1 979e-4 8 ~- 1` } ~itm~.~- ~1" _. ~ ~'._ ~ 4~~_ .~~~1~_L, . t _~NC `. ~ 13 - NC ~ 11 I I M34 _ 1 ,max .005 13 001 9 007_ 16 _ 3 236e-4 13 NC 9 - _-~ - 2 ~ ma ~ ~, 004 13 002 7 - - a - ~-- . 044 10 3]88e-4 13 1.. ~ 37956 86.5. 10/ ~ l 3 max .004 13 - 004 _ 7 _ ~ 3 ~- ..: ~~ g i i r.. ~ ,~ _ 066 10 4 339e-4 13 NC ~ 7 5669 266 10 I _ 4 max .004 13 - 006 i 063 17 ; 4 891e-4 13_~ NC~~ 7 _~ { ~ 5 max .004 13 - 008 7 053_ 17 5.442e-4 ~ 13 NC ~ f _ _ M35 _ 1 max .064 17 -.008_ 7 _ - 021 1 1 _1 335e-4 ~ 8 NC 7 NC - 11 I - ~__ . f 1?~'1~.~.~-~~~Z~ ~:::__~ -~ ~,_. 095; ~u ~ 1~~_ ~- __2 max .069 17 - 005 7 058 10 2 909e-4 8 ~ ~ ~ rg446 076 ~ 10 - ~I _ _ 3 max .074 _17 0 _ 10 ~ 081 10 4.484e-4 8 ~~ ~"~;~ i _ l yf( NC 10 67.30 329. 10 _ J ~= ~ ~~ 3 ~ . =~~~3C38 - .. ~ ~3: i ~ N~ T ~ 13 i _ 4 max 08 17 - .. ,, _ . ...006 12 086 11~~ 6.058e-4 8 NC 12 NC 11 -- ~ - 7 1-: -.228... ~ -13 -.4Q4 ,, - ~ _ 5 max .085 17 -014 12 082 ~ ~3~7~6~ $~°~~~-~3 NG, ': 1~ _ -_ ~~ f~~'' C 12 NC 11 ~ ~ M36_ 1 max -.012 13 014 12 046 17 2.693e-4 13 ~ NC .~~~ NC ~ _~=1~ .~: 2 max -.012 13 N~ i ~ ~--~~.~--~~k°-'~ .003 12 _ 081 17 2.529e-4 13~•~ ~~ _ ~ ~C ~~~` ~ ~"~ f ~ N_C 17 , 1 ~t [~':~-~,.=-~~~F'~.;-.013 ` 13a -;.005- , 7 ~~ 1~~~ 2.364 ~~~ N~~$~_; "- e-4 NC 7 8018.764 17 ' :~ 4 max - 0 ~~ C ~'_~ ,: _ 107 _ 1 i 2.2e-4 ~ 13 NC 7_ _NC 17 ~-~.~ - 5 max 013 13 -.015 7 -~~ ~~` --,~-~== ~. ------ - 098 17 2 325e , ~`"~~ ~~~ -4 14 NC 7_ NC 17 M37 ~ 1 max 0 7 0 7 R~-9. "~~ _ G~:.. 3 ; ~,, ~_7 - ~. ~~ ` ~ ";~~ ..r- ~~' _.~ ~ -- 0 ~ 7 1 195e-4 10 ~ .. ~ NC ~ 7 ~~ 7 - NC = ~,~4 _~- ~~~,~ -~ ~ _~~_7 ~~-' o ~ "_~ z yam- ~~£c~~.~ -- - RISA-3D Version 5.0 [P~Icurrent projects12006 150 great escape 07 (proslide)ltower.r3d) Page 150 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Envelo a Member Section Deflections Continued emt~er Se x in Ic in Ic z in Ic x Rotate ra... Ic n U Ratio Ic n Uz Ratio Ic .. ~~ max 009 13 ~ - -,-k r.. ~ 0 7 _ .037 10 1.042e-4 10 NC 7 6826.03 10 3 max 017. 13.'~ .002. 7 _056 10 8.894e-5~'~10 k .NC ,` ~~ '`~-"" ~~`-'»f' _~~~~ ~ ,.~ ... ~ ~ -~F.r~ _ 7 4863,5.4.6 10 I .~,.. ,.~ i 4 max 026 ,13 V ~ ~8 ' ~~q ~ .-- - 003,.. , _--"-~--~ ~~$`- 7 .05 10 7.367e-5 10 NC 7 6826 03_ 10 _ 5 max .035 13 -.004, ~ s ~ `~"~ ~ -' ~- ~ ,~--~, .026 10 5.84e 5 10 NC ~~n"y-~'~ .,~ ~_~ ti . ~ 7 C 10 M38 1 max -.003 7 ~3w: ~'~ ~` :T ~~ ~ f: .008 9 .026 10 5.527e-4 8 NC 9 ~~~-T'~i 2 max -.004 7 .012 ~ 11 ~~' ~~ .075 ~~ bra _ 10 6.262e-4 8 NC 11 5459.907 10 ~ _......~uk ,~,~- ~~~ 3 .max _-.004 7 ,; ~ 016 _ 11 ' 098 10 6.998e-4 8 NC 11 3890 184. 10 3_:: .~ ! iii ~ ~° ~' ~~'~~" ~ ~- n. ~ _ _ __- _--- ~~.~__~~ r- ,~~°.... ~ 4, ,max - 005 FN ~ 7 .02 ,11_*'~ ~~~ ~ 10' ` ,, i f ..,,&..,-..,mss 7 731 e-4 8 NC 11 5459 907 10 I .024 11 055 10 8.466e-4 8 NC 11 NC 10~ ~. 5 max 006 7 I -:.-y=L~ ~ ~ 1. ~,,_ - M39 ~ 1 _ 7(max 104 13 .0087 055 10 1 333e-4 16 NC _ 7 _ NC _ 10 _ j i 1 ..: ~ -_. Yi.. _ _ __ 2 T maxi .111 13 __ - 008 _ 7 _ 1,03 10 -8.874e-5 10 NC ~ 76075296 0 JI s.. ~ ~ ~ -02 a ~ ~ ~~~ ~~~.~~:~ss' ~ ~ 3'~ ~-.oo~~_ ~ ~ -~-=~~s,-4 i =s: f `° ~c ~^ .i ~ ;~ ~ :ivc . ~ a _ _ 3 max .x118 13 008 ._ 7 _ 13_ 10 3 763e 5 10 NC 7 4328 64.8. 10 _ I ,~~ _ ~ ~` ~°-~ -="-~`~~ ,k "-'~~~ ~== 001 ~=$-~~e~,#"~'~"~~" '~3 ~ - - ~ ~_ 4 .max 125 13 - 007 7 128 10 1 347e 5 10 _ NC ~ 7 607 96~ 0_ ~ 5 max .132 13 007 7 104 10 6.458e 5 10 NC _ 7 NC _ 10 _ ~ I M41 ;, 1 max 0 _ 7 0 7 ~" T --~ ~- - 9 j ~.~ ,~- 0__ _ 7 4 705e-4 13 NC 7 _ NC 7 i .~~_ _~ 7_ ._J 2 .max .004 _ 8 - 003 7 024___ 10 4 744e-4 13 NC !#~rHn j--'~Ot~ _~I~O~I.:- '-1r~3 ~ _ ~3 _ i14 t 7 1 ~_. i ~4- I 3 max _ ._008 8 - 006 7__ 035_ - 10 4.782e-4 13 NC - .7.8305;21.9 10 --~ I - 4 max -.012 8 ~ - 008_ _ 7 031 10 4.821e-4 13 NC_ 7 ~ _ ~ 10 5 max .016 8 - 011 7 016 10 4 86e-4 13 NC 7 .:~ ~: .- ~ w ~ - - ~~.;.~~~~ 1 ~---,07 _ ~~ ~~~ a~~:~~-~~s_=~_?Q I _ ~ ~= 1•~~3 i . ~c t-~a .. ~ y M42 1 max 026 10 - 011 _ 7 _ 013 _ 10 -8.354e 5 7 _NC 7 NC 10 t.rn ~ _- ~-_ ~~+~• , ~~ ~ '~d rya T ~~+~ _ . ~ _ . -2 max 034 10 __ r 009 _ 7 054 10 -9.718e 5 7 NC 7 7956 865 10 rr'tirt } -(318 1 14 i -.14 ~ 13 ? ~}~ :, ~ ~ , : ., 17 i 43 - - j ~ 28.69fi i 13 ~ NC ~ 9 _ .~ ~ max 041 10 -.007 10 076 _. 10 -1.108e-4 7 NC _10 5669 266 1 G 4 max _049 10 ~ ~tl004~ 10 .073 10 -1.245e-4 7 ~ , NC 10 7956.865 10 K~ II _. ,~ ~ _ ;,.. ~. 5 max .056 ' 10 ' 0 10 052 10 -1.381 e-4 7 NC 10 NC 10 M43 1 i ~ ~. ~ ~ r C ~.,~v ~ max - 004 7 0 10 _ 026 10 5.844e~4 14 ~ ~ ~ ~~7 2 max .004 7 004 10 06 10 8273e-4 14 NC 10 9446.076 ~ 10 'a'~ ~s 3 fma ~ x -.005 ~ 7 ~~ ~. ~__ _4°~'t~~~; ~~ - - 006 7 ~~~~. -~ ~4 . C _~ „- ~,.~:~-~»~ M ~~ "- . _078 10 1.07e-3 14 NC Z "" ~~~~3 ~ ~ ~ 7 6730.329 10 ._. _ ~ ' _ ~ 4 i max - - ,~ . ~:~ .~:~~#~ 005 - x: ~; , y -.008 ~ 7 ~ 076 ~0 1 313e-3 14 NC .~~,~ ~ 4 °;'~ ~ ~ '~~ ~~_ X13 - 7 C ~~ ~~~_u 9446.076 10 . ~ I 5 I max I - 005 1 . , . 9 009 17 059 10 11.556e-3 14 NC 7~~~ -~~NC~ I10 htlbfi ~u version 5 0 [P.\current prolects12006-150 great escape 07 (proslide)\tow 3d er.r ] Page 151 Company : Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: M~mb~~ _ Sec _ x jin1_ , Ic ~ ~.fn _ M45 1 max -.008 7 223 ---- ~. -T__„_ 1 max 008 7 3 max - 009 7 Ic z (in I_c x Rota a (r~ j '~~~ _a:~~ ~-~4 ~ ..._Ig n U Ratio Ic {n)_l1z Ratio Ic ~~~~ ~ 13 (T __ -~~ ~ 11 161 7 4.442e-5 ~ ~ : X14' °i - 13 1225 995 11 1172 812 7 f 11 098 7 4.442e-5 1 13 1634 662 1 1 1946.582 7 .052 ~ . ~.~,.~. ;;7. 4.443e-5 13 2451.997, 11 3697.426 7 i r ... _. ~_ - .., ..TT„~ ~ ~~ ivy. iu ~ /51tt.095 10 ~w 5 _ max ~ 01 7 102 _ 10 .005 10 4.444e-5 < 13 NC 10 ~1 NC 0~ ~.~ ~. ~__ ~ T~1~- ~~ ~ ~~~ _ -~. _~#~ a ._ ~~ ,~ I~' 1 _ max - 039 7 ~~... . 9 j~* ,,071 _ 0 -1,224e-4 13 NC , g .~ ~~ ~ ~~~; _ NC 10 I _ _ ___ ~ 2 max _.038 7 235 9 082_ 10 - -1 224e-4_ 13 ~ ~g ~ ~ ~ ` 0 ~ I _, _ ~ f, << F ~ ~ 3 max 038 7 16 11 , ~ rri~9: ~ ~ ~ ~ A - _ , ~ - ~. '~ ~ 093 ., 10 -1.224e-4 ~~~~.1 ~~_~" _ ~ 13 ~ -- NC_ 1 9 - _! C~' ~ k 13 NC 11 6609 598 10 4 max -.038 7 088 11 _ 103 u 10 -1224e-4 ~13 ~ ti~ ~~ ~ ~ ~~C~ -~ ~4~ `- - _ L' ~~ ~F-.. ~~.~'~t~::=: ~ 1~ ~' ~`=~ , -~,, ~, tNC ~ 11 .4406 399 10 1 ~. ~~^ ~ _ 5 max - _037 7 - ..044_ 10 114_. _10 1 224e~4 13 ~~, ~~ 0 3304799 ~0 ~ -- ~~"~~~ 1394.. ~ 13 ~ ~r~~ ~~~~1~~~= __ . 13 i 1 max { ~ - M47 ;. .053 13 302 13 137__ 13 i.995e 3 9 ~ ~ 13 183 21 1 13 I F:. (4 _ -' sv ~ l.~t.~!ci 4.v~•7 .._. t .T i ',_Y.. ~C r.i?' _' 2 max .053 13 - 274 16 _ 079 13 1.995e 3 9 NC 16 3725.721 13 ~ 9 ~-=4 1 ~~ ~iC' 1 ~9 t 60.7 1 9 _ ~ . ` 3 max 054 13 _ 198 _ 7 -044. 13 1 995e 3 9 NC 7 9800 958 13- i _ ,* 4 ~m~ ~ ~ ~k;~.1E.~ ~-~ - _~ g , -; o'er ~~'~ ~~ ~ 9~:~.. ~~ ~ 9~ r 13 ~ ~ ~._ i --_ _ _C 3 I ... -~ 34i~4. I.9 I__ _ _ 5 -max 055 13 - 01_ _ 7 - 012_- 7 1 995e 3 9 NC 7 NC ~._ , .,~~ ..L _. ~=~ - t~-~ -:'~~6 ~ 11 ~ -~5 ~ 13 ? -dam ~~~~~ ~~..~~:' (: ~ 3. ~ _ .ice _ . 17, -' i M48 1 _max 027 _9 .345 17 396. 7 7 542e-4 14 NC_ 17 _700 862 7 _ _ } 1 . i . ---- ' .tnirt~ ~ '"~-~ ='=~~ ~__ 7 ~ .,-13_x.9 ! 1.~~~-~~ 1~~ ' 'NG {_7 ~ 1&~.:~_9~ ::.. ~ ,__ 2 max .027 9 _ 26 9 - 21 , _ J _7.542er4 14, __ _NC _- .- 9_ ._1352 485 7 i _ f , s:tt't`~ _'~,~ _~~CI~•._;;~'_. f 43'. ~° ~~ ~-~~~'~~~~'~6:3_ 13 ~ 361.Q~5__~_~ ~ 3 max .026_ 9 __182 9 _08 7 7 542e-4 _14_ NC_ 9 3919 596 7 I -- _ i rntn ~ '! 1F& -. ~ - ~ 1065'.'3 ' ~ ~ ~O T .'031 _ i3 ; 286 - , J __~ #'~$~e-s ~ 1f~ ~`'fs68,i i ~~{3 - } 4 m_ax ._023 _ 9 107 11 _ _ 025 -. 7 7 542eT4 14 NC 1 1- . - NC 9 I J. ~ '~ ~F-- ~~0~ ~A~i~ x'13 j 5890 06.9 ~~'~7 ~_ 1 021 9 04 11 011__ 7 7 542e-4 14 _ NC 1.1 NC 7 ~ ~. z~5# max ~ ..; ~~°~'~ ~3 ~ ry' l= °.;~r~'17 )~ .-~ ~,~y~ a 7T9_'13'~ ~13 , NC i 97 II M49 1 1-~._~.~47 -_( ~ -.045 16 -.342 ~ ~~ - 2 871 e-4 13 NC ~ 6 807.71 1 7 a.. ~ ~ - 16 i -_E~3 i 9 _ -1.2 9 - - - - (_ _ T._2 max .042 9 -.037 10 - 17 7 2 871 e-4 13 NC 1.0 _ 1681 097 7 I 3 max 039 9 - ~-- -~ - C 004 10 -.065 7 2 871 e-4 13_ NC 10 4949 405 _7 __ f ! 4 max .035 9 .046 ,w 10 -.022 7 2 871e~4, T) ~~~~~~., . :<~:,~~~..~ 7,e44 13 NC 10~ = NC 7 _.. 5 max 032 9 ~ 088 10 .z.-.011 7 2.871 e-4 ~ 13 NC 10 ~~ ~ ~ NC 7 I ~. ~"~_ _ M50 1 max 047 _ 11 -892 9 _ 372 9 -5.731e-4 7 i NC 9_ 5451,73 9~ I 2 max 047 11 674 9 195 _ 14 ~ 731 e-4 7 NC 9 1164.9.18__14 _~'"~'~i~ ~~~ ~~~~ 'J~90 ~ ~',,~~._ J~~'_~~~.~~=~ ~ ..~_0 X4879.71.6.1-7. _:~ T ~ 3 1 max ~ 046 11 .457 9 - - _- _ ~ .094 a 14,-5731 e-4~_7- _NC __9-13176.118 14_ _~ _. _~.:~~~ ~;'~ ~ ~_ 13~ = X03_ R15A 3D Version 5 0 [P.\current pro~ects12006-150 great escape 07 (prosllde)ltower.r3d] Page 152 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked gy: mem r Sec x in Ic in I . ,r,~ 4 max .045 - 11 239 Ic 9 z in Ic x Rotat ra... Ic 053 17 n U Ratio Ic n Uz Ratio Ic ~L. , ~ '-~ .. - ~ .~ `~ z 4~_~ . -5.731 e-4 7 .~-° ~3~~ ~ NC 9_ I NC 17 ~ - ' _ 5 max' 043 11 .022 _.._ 9 . ~ . ~ 04 117 -5 731e-4 ~~7 ~~ -• ~ a~ II, b ~ 1~?.i ,_ NC• N . C 9 ___ NC 17 -- '~ "•"~ ~~'• io rvt, lU 2336.178 13 ~;' ~~~~ { 2 max ~ 092 14 -.192 10 ~ 07 13 6.621e-4 13 NC 10 3114.904~~ n 3 max .088 14 -.132 7 052 13 6.621e-4 13 1173.785 7 .4672.355 ~~J ~_ ~~_ 4 max .084 14 -.061. 7. +034 13 6.621 e-4 13 2347.571 7 * ,9344.711r~~3 err Yi~~t7 :~. ... -e ' n.-~cr^~t c,~ r-a 5 max 081 14 038 9 007 7 6.621e-4 13 NC ~ 9 ~ NC ~~~~ M52 ` ~ 1 max `, .- 045 ~. 7 227 ~_ $ 9 t - 06 1.0 1 1 ~,. ~~ __ ~ - 1 '~ - 84e-4 13 NC 9 1511 715 10 I .. ; ~.x,,,, ~ ;~ ti . , ,~~., •~ --- -~ , .:,. _ -- 2 max -.043 7 .163 9 ~ --~-~--~~~,' ~-~~ ~ ~ ~~_ 033 10 1.184e-4 13 NC 9 2015 62 10 ~ ~ ~~~~ ~•= ~ ~ 3 max -.042 7 102 11 _ - 005 ' 10__ 1 184e-4 13 1595 605-' 11 _3023 429.10_ ~~ - * r ~ ~ ~ 4 ` max 041 ~ 7 048 11 023 10 ~1 184e-4 1.3 3191 21.1 _11 6046 859,_ 10__I ~ ~ ~ ~', ~ ~~`#~~~. ~_ 113: ~ 079, + ~=>:1 ~_ : 21 y - ~~^ -I 13 T i 795.671-! 9 -- - ;• 5 max - 04 7 019 10 052 10 1 184e-4 13 _N_C 10 NC 10_ I M53 1 max 045 7 003 10 123 10 179e-4 14 NC 10 _ ~ ~___ _ i - .-. Z ~ ~ , fi ~~ 3 -.623 r _ ~ ~ " -. ,~~~ 3 ~ 1141 94_ 10 ~ 2 max ~ -.043 7 025 10 ,,`~#C -- -r ~ - 9 ~~°~ ,-_ ~~ ~ . ;`- ~.~ : _<-' -~: ~ ~_ ~ ' 48~~ ~ 1.1.79e-4 - 14 r + N C~ 10 15>~ 58110 _ ~~~ ~~ ~. ~ ~ y 3 max -.041 7 046 10 - 035 ' 10_ 1 79e-4 14 NC 10 2282.787 10 ._ ~_ , _ 4 max -.039__.. 7 068 10 01 10 _ 1.79e-4 14 NC 10 4565 574 10 I i .. - .7.. ~ F.. 5 max ~ 4771_ N~ l 9 .,037 7 09 10 054 10 ~~~ - ~. ~;~.. ~, ~~ ~-~-~-.,- ~ 1.79e-4 -14 NC 10 NC 10_ ~ ~-~~ ~ ~~ `- ~ ,~ -~ i~ Z_ c~`~~~:" ~" ,-~ ` ~.- = roc . _ ~ _ M54 1 max .014 10 .373 7 9 022 10 3.962e-~ 9 NC 9 NC „rz 10 _ ~ C _ 2 .,.max T014 10 274 9 024 10 3.962e-4 ' 9 NC _9 3297 1891 0_ I _ 3 max .015 10 175 9 069_ ~ 10 3 962e-4 9 NC 9 1648 594_ 10 _I . _ ~, -._ __4 `maxa .016_ 10 _ ,076 _ 9_ , _ 115 10 _3 962e-4 , 9 _N_C_ 9 1099.063 10 I f~'!'i'I~!.._, -;~21_ ~1~_!_ -,ti76 i 13 ~ b4~ ` ~ ~~ "=t.~~#$e-51 1D ~#242.35._' 13! 9EM.78~-9_- ,_ 5 max ~ - _017 _ 10 - 005 7 193 11 3.962e-4 9 NC 7 NC 11 - ,~ ~M55 ~ ^~1 max -.028 13 -.012 _ 7 247_ 13 2.312e~ 13 NC 7 NC 13 I ,yr;. y ,~ ~2max ~ 028 13 .102 ,' 7 ~T245 13 2.312e-4 13 2223.301'7 ~ ~NC 13 -- -_ 3 max -.028 13 -.13610 ~ k 243 13 2.312e-4 13 1589.149 10 a~ -~~ ~ 1~ I 4 : max - 028 13 -.093 10 .242 ~ 13 2.312e-4 13 2226.349 10 ~~~3 ^ I 5 max -.028 13 .005 10 24 i 13 2.312e-4 13 NC 10 NC 13 I ~~ ~,: 1 max -.028 13 .005 10 24 13 2.312e-4 93 NC 10 NC 13 I - ~. 1 ~~ - 6 -.. '~~ :. _~ 2 max - o~~ ~~ ~n~ ~ ,~ ~ ~~~ ~ .., ,..._,. L~~ ~~~;~' .' - --- -- .., v.vvv is ~~~. 13 hciSA 3D Version 5 0 [P.\current pro~ects~zoo6-150 great escape 07 (prosllde)\tower.r3dj Page 153 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: ref ._- ~ Sec , x L~ _ ~~ Y jin). )c z (in) !c x R _. ~ L ,.,`~~~ ~~ ,~ ~=- ~,~~ * ra..._ Ic n U Ra,~io Ic {n~ Uz Ratio Ic _ i _~ 3 Imax _ 028 13 ~ 208 12 .239 13 2.312e-4 ~93 ~~339.167 12 NC ' 3 I ~- ~_,_, 4 max 028 13 314 12 .238 13 2.312e-4' ~13 226.1117~1~~`! _~~ 13w`~, 5 max ~ .028 13 .42 12 .238 13 2.312e-4 13 169.583 . 1~ ~~4 ~- ~ 3~` i M57 1 Amax -.025 7 ~ - . .013 13 247 13 3.292e-4 17 NC 13 NC ~ 13 ~~~ ~ - _4 ~ _ ~~ ~ ~~1Q~ ~ 2 max ~ -.025 7 ~~~ -.075 13 245 ~ _ 13 3.292e-4 17 - 2248.846 13 NC 13 _ 3 max -.025 7 ~ -.108 ~1'+~"~ flQ°_~. ~- ~ ~~ ~r~,NC ~_~ 1~'"~ -~ ,~~ 13 243 ~ 13y 3.292e-4 17 1602.229 ~ __ ~_ _ _~~ ~{,_~ i ~ 13 NC 13 I - ~ $ -z ~ ~_ __- ,. ~ 4 ,max - 025 ~ 7 068 13 242 13 3.292e-4 17 2238.132_ 13_ ~ _~ ~~ j I~ 5` ~ma~ - 025 7 X028 16 24_ 13 3.292e-4 17 NC 16 N~C 1.3_ _~ I M58 1 max - 025 7 028 16 24 13 3.292e-4 17 NC -16 ~ ~j N~C~----~ 3-~fJ F . ~' y :max _ _025 7 103 _ 18 239 13_ 2 ~~~~ ,.,. ~237e-4 13 NC_.__ 18. _NC 13 ) .,~ ' _ ~ 9-~_ 015_ ~~, - i- __ _ 3 max ~ -J025 7 21 18 239 13 2 ~ 9 ~1C 7 ~ ~; ~ - - - - - _ ~65e-4 13 NC 18 _ NC 13 I ~~3~ ~--.144 i '~~r ~ ,~~~32 ! 9 ~ -f}~6 _ 1 7 t..4> ~ ~~ _ g 1 ~ _ .. ~ 4 max -.025 7 - -,. -~ . ---- _ { _~ ~ NC ,` 7 '~ 17 18_ 238_ 13 r 2 293e-4 13 NC 18 - -~ .. __. ~ T _ y~~__.,.,,-_~~ NC 13 ~ 5 max 025 7 423 18 238 13 2 32e-4 13 NC 18 NC 13 ~ ~:~; ~. r: '~-=r~~:~~17` ~,' _~_~ ~ 9 ~ _ .tl`Ii~~s _.1~:7 1~~. ~ ~-# - ~~~ _ ~ j - _ ~ M59 1 max ~ .015 7 _ _-~-~ -NC- - i 7 ___ i - P ~~ 2 max _015 r ~ 006 10 029 13 -1 966e-3 7 NC 10~` ~ - N~ ~ 13 _ - ._ - ~~- ~ - 3 max 015 7 _ 011 16_ 029 7 1. 967e 3 7 NC 16 NC t1?ttt ~ _~ 3 ~° _ -. -~ ~ 9 !._ -.1~ ^, ; ~~ 1 ~ --- ~ , _ _ ~##~ ~_ ~~ tdC i 11 -~` 75,9}~~31:~2 , , ~ 4 max -.015 7 02 16 027 7 _1967e-3 7 ~ 6 NC 17 T 5 maxi - ~~ -°~ ~ ~! _~C ~ 1 i . l .015 7 028 16 025__ 7 1 722e 3' 9_ _NC 16 NC 7 I I M61- # 1 °~_ ~ _0 4 '~~ ~~2 ~ 8 ~ - 0 8`~~~~3~~~b 1e-3 ~4g ( ~i-,]...g ! NC _ ; 17 _ ~ _.. ~ m~ ,~,..~:=,~3Z ~-'(~ ~ _ 1 17 ~~~ - X77-:~ ~ _ _ $L~ -~-:~~ ! _ t~C ; ;-~ 11 _~ ~ __ __, 2 m_ax T 004 10 _.012 _ _ 7 029 13 5621e-3 8 NC _7 NC 13 ~-- - _~` -, -~47 _r ~ - 1 ~T ~,' Y '- _ ~~ 189 ?S r - _ __ 3 max .004 10 005. _ 13 029 17 5 591e-3 i ~ ~ NC 13 NC 7 ruin ; - - - -;~7 1..13 ~ ._~~~ ~ 9 I 16_- 11_x--~-~`-3 ! 1T 47~$-841 . 9 _NC 1 ~1 ~ _ _ 4 max 004 10 004 13 027 7 5.561e-3 8 NC 13 _ NC _~ 7 I ~~ :~a~?~7 _ _ , F ~^r_,.,.z _.iy~ _~ _ 4 _.004 ~` ~ . _~ ~:t~9::;="~~_ -~ :9 ~_ _~-~C ~:~_1 1 >. _ 5 max 10 .013 13 025 7 5531e-3 8 NC 13 NC 7 ~~~~~~- ~ ~_ 1 max -.018 7 .42 --., 12 _ - 028 i 13 I -1.966e-3 7 NC _ 12 _ ~ NC ~ ~13 1 ~.~ 2 max -.018 ' 7 42 12 - - ~ ~~,~...4,T,. y 029 13 -1.966e-3 7 NC ~ 12 _ NC 13_ _f E ifs `L~~~ :__c o F.... .. -_-_, . ; ~ P` +~~ ~~~ ~ ~~ +ri s :-.} 1~Qv~`~ ,_ ~ ~ 3 max -.018 7 __.42 18 - 029 7 -1.853e-3 9 _NC 18 NC, 7 - - :~~.~~ k`~Y~ ~ :::c, ~$ 1" tip.. ~ 9 ~{ ~ - rte= ~ .L;~..~~_ ~ ~~ ~ ~~__ , 4 max - 018 _, 7 .422 18 - 027 7 -1 277ep3 9 NC 18 N(. 7 I ~,;~ ,: ~,_ - ~. . F .~~~8 ~' `, ;;~_fi `~ ~g -f .mss ~j 1t3 ~`~=3 ~~~.~~9~3 ~-;~:~1' 795.02fi ? 10 ,~5 ~ max -.018 7 .423 18 - 025_ _ 7 -7 009e-4 9 NG ~ 18 ~ _ -NC ~ 7 - __ ~b~ ~-: ~``" ~ >.~ _-.2.,:f~-~-;-~t. - ~ 9 ; ,:.4:144 __ _~ - _ _ ._ ~ _-- - _ hfibfi 3[7 Version 5 0 [P \current pro~ects12006-150 great escape 07 (proslide)ltower.r3d] Pa a 154 9 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: Member M63 1 max - : - ~ x in -.018 Y I 7 in .423 I 18 z in ©25 Ic 7 x R to ra... Ic 7 n U Ratio Ic n L/z R io I , ~ . ~ .w ~. r s ~ r _ -. - .009e-4 .. _ 9 _ t NC ~ ~`it~~ ~ 18 NC 7 - 2 ;max ,. , . ` ' -.018 7 _ .424 ~ .~ 18~-.024 7 -7.009e-4 . g. 9 ,r "'' NC sa ~_- #~+ ~ -=--~7- 18 NC v ~ 7 3 max .-'~ ~~ ~ -~~~" -.Oi8 7 .425 18 023 , a 7 -7.009e-4 9 NC ti= 18 NC 7 4 max - 0 1g 7 .425~~ ~ ~ 1~8 ~ . _ 023 - 7~ ,~ ~~, NC ~~_ 18 ~~ ?T~~ ~ 5 max ~ -.018 7 .426 18 -_.022 7 -7.009e-4 9 NC 18 NC •,= 7 . --- •- . ~~~ -.~co ~3 3.tf3/e-3 $ NC 7 NC 13 L -s ~ a~'-,----. 2 max - 003 10 -.102 .7 ~~~ . , ,..~:a_ ~. :.,.~; :~. -.029 1.3 3.827e-3 8 Ivy ~ ~~~ , -, ~ 3 max -00~~10 ,~~p~ g4 ~ i~ ~~-o~.~~~~ , : ,~~ ,, g~ ::~~`~.~1 _F ~ .-.~r..« ~- ,~~~ ~ ~~~I i 7 3.$16e 3 8 9528.1 66 13 _ NC 7 4 ~ max -.003 10 -.084 13 ' ~~027 7 3.806e-3 8 NC 13 ~'~~ ~ 5 max -; -.003 10 ' -.075 13 T.~_~ --- - .025 7 3 796e--{3 8 I _ _-. ~'~~.~ ~ ~" ~~ 6 1 ~~,. ~~ ~:~-~~ ~~~~ -~ 0 _ : ~?fff~-_~<~~ '8~~`~~#~~.~ r~C ~'~'~#~2 I;.;_;p~iC ~ ~ 17- ~ ^ max ~. -. _ ~ ~`~ L 1 10 136 10 028 13 5 16. 3e 5 7 NC ~- _ ~ .~3~~lr:9 f ` ~C _, 10 78 NC - -13 I --~ 7~ i r ~26~ ~ ~ v Y ` x. _,^ 2 max 3 ._ .01 10 .,136 10 ~#~ ~~:' - #07 ~ 18 F ~ -..029. 16~ _ __ 13_ -5,073e-5 _ 7 ___ NC ~~'~~.~ '~ ~ :~C ~ - 11-_ ? . 10 ~ " ~ ?$ i 7(l ~ 11 1 max ~~ ~ ._-~ ~ .- -~ , 01 _,, 10 128 13 _ 029 ;, . -_ _ 7 ~ ~ -4 982e-5 7 NC _ , . _ 13 NC 7 ~ ~: ~, 4 max - 01 10 - 118 13 027, 7 4 892e 5 7_ NC ~~ 13 NC 7 5 max 01 10 - 108 13 ~~ ~- ,~~ ~ p. _ y _ 025:. . 7` ~4 801e 5 7 NC _~_ _ 13 NC 7 i i M67 1 max ~ = r__ _ ,1>~ ~~ 013 7 093 _ 10 _ -'_ - - __ _ ~ _ 29 _ 1 ~8~ : _ _ 11~ ~ 02.8. 177 13 1, 373e 3 7 NC _ ._ 111' ` -4 11-3~ 1~:: - ~ 10 NC 13 j :3 8 ~ ' 2 max, - (-~ - _-- -- -~ --- _~..rr1n_! _ 013_ y 7 093 10 __ 1 ~ -~~..__4.~~_~~~`.._ ~ ~+ 029_ p -: E+s,- ~~ . . ~ _ 13_-1_.371e-3 7 - NC f 4 +7 f ~ ~ 1:. t-~:~~ t e~ ~~ , _ idC ~~ =# 1- _ 10, NC 13 ~ { d ' ~ ~ 3 max ::,.. -- ' _ ~m&t~ __013 7 087 16 _- ~~4~.~{:~~_i_..'_.:~.'~1 _ ~8~ ~ 029 ~?~: i ~ 4:.-1-_ _ti ~~...: ~..,:J.. 1'~-I ~ ~ 7 -1 369e-3 7 NC 16 NC 7 I ~ - - T ~ 1i~ ~:~~1$=~'~ ' 4 max .. ~~ ~ 013 7 - 078 _ 13 _ ~ ~ ~ _ _ _ 027 ~ 7 _ -1 367_e 3 7 _ NC ~ ° =?~C : ~_11 --1 13 NC 7 _ 5 m_ax ~. ~ 013 7 - 068 13 025 ? -1.365e 3 7 NC 13 _ _ NC 7 - I M68 1 max 016 7 208 12 028 13 1 ,, ~- - ~ r ~ , ~ _ _ _ - a rn~h ~ ~ -~~ ~ ;, ,~,;~ ~ 13 ~~ _ - -,?F77 . 966e-3 7 NC - - ~ i 11 ~ -5.8~7~-~ 1 12 ' IVC 12 _ NC 13 y ~ 13 ~ fYC I - 2 max 3 .016 7 .208 12 _ . - 029. 13 -1 966e 3 _ 7 NC ~ ~~ ~.. ~ "~ _s~%1C._ i 11 _~ 12 NC 13 i ::~:_~ ~ ~C ~~~~ ~ _ ~, max ~ ~ 016 7 ~ 208 18 . 0294. r r 1.96 7e-3 7 NC ~ . 18 NC 7 4 max ..:. _~~,_ 4L-"` >1~ --~ -.0.16 7 .209 18_f _- _ . ;_ ~u 4~ 027 ~~~ ~~ F r , w 7 1 .434e 3 9~ - - NC ~ ~ ~ `~ I~ 18 _, 1 NC ~ .I F .- _ ___ 5_ max -.0.16 7 .21 18 025 ~ . , 7 -8.979e-4 9 NC 18 NC 7 M67A 1 max z~ 015 7 .028 16 ~ .: > - 025 7 -1.722e-3 9 i NC ~~ `~~~7 16 NC 7 max -.015 7 .032 13 - x~ . ~.t 3 .max 015 7 .037 _13 - 13 NC 7 58 13, NC 7 FZISA 3D Version 5.0 [P.\current pro~ects\2006-150 great escape 07 (prosllde)ltower.r3d] Page 155 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : _ _ Tornado Tower. Checked By: >: _ -_~ ~. . d' ~i ~ ~ C ~ ,, ~'~ ~r ~ 9 ~ ~ ~ ~;~ F_-.. ., ~` '9- ` NG X17 2 max - 016 7 21 __ 18 _024 7 -4.751, -4 9 - ~ NC 18 NC . 7 3 max ~ -.016 7 .211 18 023 7 -5 227e-5 9 NC ~:.~ ~ - - . 18 ~~ NC _ 7 4 'max - 016 7 211 ~ _ _ _ _ -a 18 i - 023 7 3.706e-4 9 NC .18 NC 7 I ~ ~ ._ 5 max --~- -I - 016 ~ i 212 18 _ 022 7~ 7 934e-4 9 ~~~~NC 18 ~s ~ NC N~ _'~ :i 7 _ 7 ! t M69A 1 max ~ ~. F 187 . ~g $ 13 01 ~ ~~'~~ _ 7 i 7 J_ _ 107 ~(1 ~~ W 11 1214e-3 12 NC I ;.I 3~ ~ ~'~ ~iC _. 7 ~ :'17 NC _~ ~,_. 11 I x i,. 2 i ma . __~ _ ,:, -~.~~ ~. ~ __•~$- i ~ ~~~----~"i~s - ,.{ ~3=~. 3 d17 O -9~ 32 ~ ~a ~~ ~ , ~ 8 ' 561 86 5. 0 I ~_ ~ _ 3 max ~_ ~~... s .194 . 13 _ 01 . _ 7 . 151._ .~. . ~ 10 _ 1 769e 3 9 -,~~ : NC _ 1 i3 ~ 7 6 . t~C_-1~ 7_ ; 100 329 10 ~__ - 4 _max ' 198 - 13 01 - 7 .151 _ 10 2.206e 3 _ 9 NC 7 85.61.865 10 I ~- ~~~ .015, ~ 13 ~ 6r.~~_~ _1. NC 113 ; 1~C ~ 13 - 5 max .201__ _»~~ . ~_ - ;- =irk ~ ~:~ 13 01__ _~~1~ ~~.~~~_ 7 ~ 13 i ~ 138 ~4i3'= 10 - 2 643e-3 9 NC ;.'t~:`i ~~~"~'~~s':'~C 7 J ~3 ' NC I~ 10 : ~ ~ ~ N170 _1 __max .004 _^. i t , 1 mrn - ~ 2~ _- 10 _ ~ 035 '13 ~ 3~-': 11 .~ ~ -~ 13_ ; 158_ 10-6 897 13 ~- - ~r `- °~~~ U1 ~_- -~~ .~ ~ ~ NC E~. ,-- _ 11 _ ~ 13 ! _ _ N C _ ~ 3 - ~1 I 10 - ~ 13 ( 2 max 002 10 036 . 12 9 .., . _ 10 3 694e 5 8 . _ NC ~ _ _ _ 12 8561.86 ~ , __- 5 '. _ 3 ~ # 1~:,~ s~"" ~.~`. ~=~ - _ ~'t3. X037 is '12- i ~ -.;_.-j 13 , 167_ _ 0.21 10 ' 1.746e 3 8 ~ ~ -T, ~~ N~ _ .~2 61 }~3 .0 32 9.;..13 _ _ 4 max - 003 _ 10 039 - __ 12_ _ ,_ 157 _ 10 3.456e 3 8 1 _,N~ ~i 7 NC 1.2 8561 865 10 _ _~ - ~1 5 m_ax _ _ l~~ ~ -._005 -:72$ 10 04- ~ _1 ~ ~ ~ 0~6 _ 12 ~ 13 ~ _. 144 17 5165e-3 8 --- - (1~~;: ~ fi~~ .~ ~ ~ NC 3 ~ 12 ~ 3 ~ tJC _NC N ? 17 -; ~;~ (__ M70A 1 max .105 10 - 009 7 03 17 -4.538e-4 7 NC . ~. ~ ? ~ .111 ~:~ 10~ - 006 ~.._ 17_ .~4.225e-4 7 NC _ : 7 7 C l 7 N_C 17 NC 17 I 3 y ~ ~~ ~ f ~. NC 17 ~~ .~~~. NC 17 ~ x ~ 012 12 076 17 -3.~259e -4 10 ~ NC 12 NC .... 7_ ~ M71 1 max _ 019 . , 1 ~ 3 ~ ~ ~. ~ _ - 13 .012_ f ~ ~ ~~~' ~-' ~min~ 1.37 ~~~ 12 _ _ 026 _ _~13~ ._:,.025 ~ 10 1.33e- ~ ~ ~ p ~ ~y 10 : h1C ~~3 ~1U9 ~~tg j4 ( 2 max .022 13 .002 ~ .~ ~~ t~~ _ 10 _ 043 _ ~, f _ . . -~ ' I 10 ; 9.502E-4:14 :_ NC _~ 10 , NC 10 __ ~ ~ f17~` = ~ ~ ~ . 3 ! 81~46.~5 1~_ RISA-3D Version 5.0 [P:lcurrent projects12006-150 great escape 07 (proslide)ltower.r3d] Page 156 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: nnemoer x in Ic in Ic z in ~ ~ ~ . -_. ~ 3 max 025 13 -_.006 7 .054 10 x Ro to n uz R do I a ~ ~ 5 706e-4 14 n 4 ~ 4 I . NC ~ ~~ ~~~ ~ ~~~ 1 ~ •-~-~_~~.- .. 7 10 _~ ~-- ~. - 3.556e-4 13 NC 7 NC _ L .~~ 10 _ 5 max 031 13 ~ - -, ,_ ;, 015 7 .054 11 -; ,~ . ~ f~ r::,:. ~ ,~T_~~ .. ; -~ ~3 1,~ t x ~ -~~'~"~~ - 2.302e-4 13 NC 7 N C ~ 1~~. 11 ='~~ ~.~= Enve/one ASD Steel Code Checks 4" ~ -,~ / I M3 _ PIPE_8 0 ~ ,~ ~~~~~`#- ii ~ ~~,.. J- ~,. 290 _ 9.917 9 .011 0 9 M5 PIPE_a 0 .268 ' 8.58 18 .004 0 112 ~ ' a85' S2' Hi-2~ _ ~ 85 85 H 1 1 M7 PIPE ao .216 I' "~~ r.. 0 X18 _005 9 917 X18 18.456 21 23.1 23 1 ~ 85 85 H1 2 ~ ~a~. ~ ~ ~ '{ ~9 T.~ 81 ~ i ,;~ , M9 PIPE~~~ -~ _ ,, - ,. -- - 8~ `. ~:~~.0~ 6 .~1 ~ - .241 8.5$ 12 003 8 58 12 19.065 21 23.1 23.1 i 85 ! 6 H1 2_. ._~J M11 PIPE 8 0 ~ ~ 655 ~~ 2 996 12 ~ 085 0 2 -'6i°fi1~2 ~" T_ - ;_ ~~ -`_ , - 18 1.8:661 i 2 ~. 1 23 ~~ { 1 ~' 85 923, I' ~1~~IaE_$o~ ~ ~ ~~~~'~s~_ oo~- r~1.oa~ _ ~12~It~.~ ~2 , r - ~_f_ M1~~,B.o .`,~.~ ; ,~ 2.26 :,: =-- 8.58 13 ":001 ~.-0 ~ , 17 19.065 21.~_ ?3.~1~~"~ - ~1 .6 .85 ~ H2-3 r-« _, __ ~ __ __ ~ 132 ~t+f.~~ ~f~~ ,_ . I M15 PIPE_ao - ~ - ' _ ~86~85; H2-'1 .- 076 9 917 13 .002 0 17 18.661. _21 23 1 23 1 2 3 222 g5 H2 1 1_ M17 PIPE 35 .153 7.625 17 .003 0 10 7.96T~~~~~ -~~~~~ ~~~~~~-~~ ~ 6-~ ~ ~_ H2-~ ,0_62 ___ 7.625 10 .008 0 12~ 7.967 21 23 1 23 1 1 6 1 H2 1 ;~,~~PIPE_35~ _I--~~'~'~,~ ~~ 6__( 1 I H1-1- -- _._ -- _ _ 059 7 625 10 .004 0 .17r 7967 2_1 __ 23 1 23 1 _ 1 6 1 _ H 1-3 - -- r I+~f~ "~Ptt~.3.5, 33. 3 -~ ($~{~,_~_~3'i~ ~ ,~~__. ~1$ ~.`5 -.: r - M23 PIPE 3 5 ~ - ~ ~ _ ~ 23 `~- 2~~;~-1; ~_1 6 1. 1 H1-1 117 7 625 17 .017 - - _ 0 _T12 7967 21 23 1 23.1 1 6_ 1 H2-1 ~ I M25- PIPE 35 - ~y I .6_,_1 ? H2-1 _1.99 _ _ 0 13 _.005 0 ~~ ~ .~~ ~, ~3.1 23 1 u `~~ 6_ 6 H2 1 ,, _ _ tPtPE_3.5 ,r _ _ .QI2 ., =--~=z~':~QB i' ~ _~ _~, ~ ~ ~ , 1.x..0 I 3 _ _ _ --- ~ M27 PIPE_3.5 468 - ,. _~, :.-:~--° ._ .;T~ ~ .. ~ ~ _H1-3 ` ~J~ZB""` } t'iPE_~.0 , <. , ~:. ~ ~,,;~; t . " - F. 6- _ 6 _ H 1 1 I ~_ M29 PIPE_5 0 -- 15 0 12 7.967 21 23 1 23 1 ~ _ .566 8 567 13 .003 0 10 11.314 21 23.1 23.1 1 ~ 6 ~ 1s H 1-1 I ~~,.~ .~ ;~- .-- T .- - I M32 ~IP'E_5.0 .120...- _~9.229~14; .042 0 ~ ~,~~~34 _.21;_23_1 _23"1~ ~~ 6~~ 1 { N~ ~ ~-~ 125 9. ;~ I M33 PIPE 5 0 561 17 .004 0 17~ 9.9 97j 21 23 1 ~ 23.1 1 16 ~ 1 H22-~ ~ --~- ~., _ u ,r, ~ ~ . ~ - M35 PIPE 5.0 157 ~ 879 17 ~~~.,~ ~,1~ ~~~I "1 ~_"~ ria- ~,~~ 06~b,0 '18 9.361 I 21 23 1 231"__ 1 1 1 H2 1 i ~ ~ -~w~~ 0- H~ .,M37 I PIPE 5 0 245 ~.~ 8.567 13 x.005 # ~" ~ ~ 12 11.314 w~t~ ~ ~ ,~~~~ ± 1 1 ~ -. ~ . -. ~'~ ~-~~ .~ ~ 1 23 1 H2-1 _ ~ M39 PIPE 5.0 ~ ~ >r -=` ~l ~ ~~ #~.~ _ 192 8.906 13 .007 0 12 10.734 21 I ~23 1 ~ 23 1 ~ 1 6 1 H2-1 -~ f.~ M42 PIPE_5.0 ~ ;~~ ~~~1r1__ _i ~i 9.971 10 .002 ~ :0 ,x118 8.815 21 23.1 23.1 ~ 1 6 H2-1 ~ ~~ ~~ ______ _.~ _ ~w. __ ~ :~,~ ~ X1..1 ., j M45 HsS~ox 234 ___ ~ i4 542~~,-~~~ '~' 'Z 9 22 27.6 •996 30.36 30.36 1 6 .6 H 1-2 I M47 HSS10X . ~ 232 ~ ~ +~~ . -~-... - 4.55 9 034 0 z ' 9 22.207 27.6 30.36 30.36 1 6 6 H2-1 ~ ~~- ando Hcc~nY ..., - ,. --- - _ --~ S,H~_~ RISA-3D Version 5.0 (r.~current pro~ects12006-150 great escape 07 (proslide)\tower.r3d) Page 157 Company Hawksworth, Bibb, Inc. Designer :Andrew Bibb Job Number : Tornado Tower Checked By: ~~~.+ ~~ vCiaivn v.~ ~r.~current pro~ects~2006-150 great escape 07 (proslide)\tower.r3d] Page 158 ~ s~ Company Hawksworth, Bibb, Inc. Nov 25, 2006 Designer :Andrew Bibb 11:39 AM Job Number : To~~ado Tower Checked By: Joint Reactions (Bv Combination LC _ ~ ~ ~ Joint Label -- -- - X k ____ Yjk~____ Z k . -.032 - 455 9 925 I ~M_X_~k~ft _ MY k-ft k 1 _ -- TC3 _ . - -- _ 0 w ~"-'~x~ ,<. f~~:.._~ 0~ ~ ~ ' - ~ _ } /J~j'' 1 1 ~_ __ _ ~ _~ Ti;,4~.'_~ -2 49 254 ~ 20.347 . ~':~...... ~~Prty k'~~...~`~ ~MS~ .~_ ~. '. O HTr _ - <+~C{~ ^r,.~ O - ~- _ .- O ~ - To~.t~lals: 2348 2 348 35.566 ~ ~ ~ ~ "" ~ ~ _ _2 2 TC1 __ -.067 - 443 _ ~ - 20.134 _ __ ~ 0 . ~.w. ` _ ._~ 1 0 f ~ v i 2 - ~~ =4 92 553 36 665 0 1 ~~ ~ : ; . ,>~. ~~ f ~k~~ _i~~°T._ ~ ...f f M 0 3~ ~ ~ ~ ~ 0 ' i ~ 2 Totals: _ 5 208 5 208 69.346 - ~ ~ 3 3 L TC1 TC~ J043 -1 999 _ 15 224 ~ ~ ) ~i8 _ 1 ~ X41$ _" ~ .~:~ ~~' ' ~ 0 . T ~: . ~_. ~ . - p ~~ "~# - ~ ~ ~ - ~_ ~ r 3` ~ __ TC3 - a~ _ .. _ _W ::.__ . - -4,779_- -~3_.. ~ 35_488 0 0 ` 4x~ ~~ UT ~ ~ ~ ~ ~ ~ ~ ~7 ~ ~ 6 ~ 56 ~~ ~? 0 (J 3 ~:=~ _Tot = . .. .. _ ` , 5 .f 3 06 -f . ~., `~ ~ ~ 4 4 i TC 1 TC2 11 -.052 14 7~._.~ 61,~ ~ <'_ i '~ $T ~ :~ 011 ~ '=~~'!` p _ , .,~ ~ _ - _ i :~, fl~ 0 _~ ~ 4 . - 14 84 r .034 22 349 0 - 0 0 ..~ TC4 ~ .1 ' ,~ .007 -22 -.. ~ - ~. ~ p 0 4 T 2 3.238 ~ . - . _~ 4 - CCU ftl~ - . i t~C NC : WC, - 1 _ _ : , :;. , ~_ -~ ~ ' S TC1 _ . - _ _ - .036 18.602 -34 973 :.~~~.~___ 0 0 __ 0 ~ ~ ~ 5 5 I TC~ - ~ -4~7 , _ -~ -= _ 134 ~ , -3~ 7:- ~ "~","~ . ~, ] - p 0 3 . -.TC3 -YC + -.-362_ -,009 34 973 - 0 0 0 F ~~ ww ~r~ ~h~p `rY _ i .. Totals: _ 0 39.109 0 - - 5 COG~ft): - __ ! 1+iC- ' + NC _ 1 NC , _ . (, r . _ i --- RISA-3D Version 5.0 [Z:\tower.r3dj P~.- _ __----- .Y ~,'. ,X I I i1 i I Solution: Envelope i Hawksworth, Bibb, Inc. Andrew Bibb - -- fbo i Cada Check No Cek 1.0 I 90-1.0 i 75.90 50-.75 0.-.50 -.___ D q,~k k Vii. ./.~ ~ ~- ~'t 3y.~1 t s '3~9~ i --- -- ~ - ----- Tornado Tower ----------- -- _ __ _ ------ ------- --_ _.._ _ Nov 25, 2006 at 11:43 AM tower.r3d ------ HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 Y = . S ~3 ~` ~ = 3 (p. to test` DATE • -~-c~vr~.- BA-s~~+-~4-~s TC-3 : ~fa4~D ~ = Z.k2~ y = . z-s~( ~- = ze _ 3~f-7 ~' v~rcrtby ~ = t~E-8~E-`` ~ _ . 0 34" ~ = z-. S 3 ~ ,~ = ~.sr Z wtrrb, x x = . l ~ L y = , e v7 r. ~~~ ~ll ~~1 ~1_ ,4L a ~ "~ fl-3o ~ L-rs ~~ ~$, l ~,~ ~- 30? R-eoS ~-o v~fsR- c.o t~tm~l f-oOT'tn~'GS TGl , TG_L~ TG.3 i c. fi ~ tf'R- t~GtG.H-T = ESL. (~(Q1` ' 4~t = Z.(eCo~i~ ~+-(~ ` C3=fQlQ'[' :. 111-(p ~ lt_` (o Zt L`-~ `~'~ mow, -Top v~~~YX = ,3~2K y - o0 4~ 34. R z 3" i.-i ~F ~ = , 1 ~S SHEEP NO. I6I OF CALCULATED BY ~ " ` DATE ~ ~ D -~ 7 CHECKED BY ~=5.c^t~ ~ = t~_6os ~ `" ~'.38L ~ = ,37. Z 7S P t Cam- = 2-~u gd ,~.-~ (zg, ~~ ~ ~~ ; I6~ x Z Tower C -~ otlumn TC3 Bearing Pressure Maximum Bearing .353 ksi Max/Allowable Ratio .126 AISC EQ.4(W) (ABIF = 1.333) .353 {ksi) .351 15 in Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter :.75 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape ; pl g,p~ Design- Code :AISC ASD 9th Coarse Solution Selected Anchor Bolts Bolt X in Z in Tens.(k) Vx k 1 6. 6. 0. -5.562 2 -6. 6. 0. -5.562 3 6. -6. 0. -5.562 4 -6. -6. 0. -5.562 - Base Plate Stress Maximum Stress 22.451 ksi Max/Allowable Ratio .624 AISC EQ.4(W) (ABIF = 1.333) 22.451 (ksi) .059 Vz (k) Ft ksi Fv ksi Uni Combination -.21 11.979 13.33 .945 AISC EQ.4 W -.21 11.979 13.33 .945 AISC EQ.4 W -.21 11.979 13.33 .945 AISC EQ.4 W -.21 11.979 13.33 .945 AISC EQ.4 W Loads F (k) Vx (k) - _ Vz (k) Mx (k- DL , 20.347____ ~ 2.49 _ 254_ r - ___ LL ~ 36.665 __ _ 4.92 __ .553 ~_ W L ' 22.349 14.84 034 - _ --- Mz (k-ft) Reverse _ ~~No_ __ I No Yes _' t~3 x Z Tower Column TC3 Bearing Pressure Maximum Bearing .409 ksi Max/Allowable Ratio .146 AISC EQ.4(W) (ABIF = 1.333) -~ .409 (ksi) ..407 15 in Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter :.75 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : p18.0)p( Design- Code :AISC ASD 9th Coarse Solution Selected Anchor Bolts r Bolt X in Z in Tens. k Vx k _ .,,,,, , . ~„ ~,,,~ ~.uniUUiauon 1 6. 6. 0. -1.852 -.202 18.408 10. .422 AISC EQ.2 2 -6. 6. 0. -1.852 -.202 18.408 10. .422 AISC EQ 2 3 6. -6. 0. -1.852 -.202 18.408 10. .422 . AISC EQ.2 4 -6. -6. 0. -1.852 -.202 18.408 10. .422 AISC EQ.2 Loads ~__ P _(k) ___ Vx (k) __ _ - _ Vz (k) _ _ Mx (k-ft) Mz (k-ft) Reverse DL 20.347__ 2.49 .254 ~ - _ _ No - _ i LL ~ fi5 4.92 r- - -----~ _ .553 WL ~, __ 34.973 .362 t .009 _ -- - ---- Yes - Base Plate Stress Maximum Stress 26.022 ksi Max/Allowable Ratio .723 AISC EQ.4(W) (ABIF = 1.333) 26.022 (ksi) .068 Tower. Column ~~T~- x Z .r., Bearing Pressure Maximum Bearing .18 ksi Max/Allowable Ratio .064 AISC EQ.4(W) (ABIF = 1.333) .18 (ksi) .178 /6`~ 15 in Plain Base Plate Connection Base Plate Thickness :.75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter :.75 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : P18.OXX Design- Code :AISC ASD 9th Coarse Solution Selected Anchor Bolts Bolt X (inl 7 (inl Tens !kl \/v /Ir\ • Base Plate Stress Maximum Stress 21.701 ksi Max/Allowable Ratio .603 AISC EQ.3(W) (ABIF = 1.333) 21.701 (ksi) 1.858 1 6. 6. 0. -.062 -1.901 18.249 10 ~, .431 AISC~EQ 2 ~ 2 -6. 6. 0. -.062 -1.901 18.249 10. .431 AISC EQ.2 3 6. -6. 0. -.062 -1.901 18.249 10. .431 AISC EQ.2 4 -6. -6. 0. -.062 -1.901 18.249 10. .431 AISC EQ.2 - Loads P (k) Vx (k) Vz (k) __ Mx (k-ft) Mz (k-ft) Reverse -_- - ---- DL i 6.512 .0$3 2.535 - __ --- _ No -~ -- - -- 1.605 .165 5.071 0 __- -+- W L , -._ _ ....22.349 _ 1_ .142 - - --a .007 Yes /GS X Z Tower Column ~£3'" i c~-- Bearing Pressure Maximum Bearing .249 ksi Max/Allowable Ratio .089 AISC EQ.4(W) (ABIF = 1.333) .249 .~ (ksi) ~ .247 15 in Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : A307 Anchor Boft Fu : 60. ksi Column Shape : pl g,0~ Design-Code :AISC ASD 9th Coarse Solution Selected Anchor Bolts Bolt X in Z in Tens.(k Vx k 1 6. 6. 0. -.069 2 -6. 6. 0. -.069 3 6. -6. 0. -.069 4 -6. -6. 0. -.069 Base Plate Stress Maximum Stress 24.273 ksi Max/Allowable Ratio .674 AISC EQ.3(W) (ABIF = 1.333) 24.273 (ksi) 2.169 Vz k -6.997 Ft ksi 18.621 Fv ksi 13.33 Uni .668 Combination AISC EQ.4 -6.997 18.621 13.33 .668 AISC EQ.4 W -6.997 18.621 13.33 .668 AISC EQ.4 W) -6.997 18.621 13.33 .668 AISC EQ.4 W Loads ~___ _ P (k) DL I .. 6.512 LL ~ 11.605 WL 37.775 _ Vx (k) _ Vz (k) Mx (k-ft) Mz (k-ft) Reverse .083 2.535 _ No --- - - .165 5.071 - - --------- - ___ No - - • .382 Yes -_ --- Hawksworth, Bibb Inc. 237 Commerce Street, Suite 250 Project: Williston, VT 05495 Location: Job # Phone{802)6513095 Fax (802) 651-3097 8y : SM Date: 09-Jan-07 Analysis of Round Base Plates under High Moments Base Plate Geomet and Loads: Column Diameter = 8.625 inches Diameter to CL bolts = 12.00 inches Base Plate Diameter = 16 inches Edge col. to CL bolt = 1.688 inches Number of bolts = 8 Modular Ratio n = g Diameter of bolts = 1.000 inches Applied Moment = 35.00 ft kip ~---~ US FJ~ o rc t,a' Fo ~- Dim. ed a plate to bolt = 2.000 inches Applied Axial Force = 40.00 kip d'-~'~~~c+~- Au R-Pa s>~ Finished Plate Wgt. = 57.01 Ibfin ~~ 1'E4~i/ '~~'~ s~b~6-'T Raw Plate Weight = 72.59 IbM Analysis Results Compressive stress fc = 1.566 ksi Maximum compressive stress under base plate Tension stress ft = 11.79 ksi Maximum tension stress in bolts Compressive force Pc = 65.6 kip Maximum compressive force under base plate Tension force. Pt = 23.9 kip Maximum tension force in bolts Compressive Mom.Mc = 25.63 ft. kip Moment of compressive force about CL of Base plate Tension Moment Mt = 9.37 ft. kip Moment of tension force about CL of Base plate Dist to centroid of comp 4.69 inches Dimension from CL plate to centroid of compressive force Dist. to centroid of ten. 4.70 inches Dimension from CL plate to centroid of tension force Dist to zero stress 0.26 inches Dimension from CL plate to point of zero stress << Analysis Checks Sum of the moments 0.00% percent dill. btwn. moments from base plate forces and applied moment Sum of the Forces 4.20% percent dill. btwn. sum of base plate forces and applied axial load Strain Compatibility 1.59% percent dill. btwn calculated k and that last assumed in iteration Numerical Integration 3.28% Number at left is the maximum deviation from values calculated above and an independent numerical integration check performed in hidden spread sheets. Stress in Welds I weld = 1403.42 S weld = 175.428 Force in weld = 2.394 kip per inch Plate Thickness required Compression side 0.80 inches Tension Side 0.88 inches Plate yield strength 36.00 ksi Load Duration factor 1.33 Estimated Pier and Bolt Desi n Criteria Estimated Pier Dia. = 22.00 inches (based on 5 dia edge distance) Spacing btwn bolts = 4.71 inches Spacing btwn bolts = 4.71 bolt diameters X66 HAWKSWORTH BIBB, INC. 237 Commerce Street, Spite 250 Williston, Vermont 05495 (802) 651-3095 .ioe (o --( S'~ SHEET NO. I ~ ~ OF +, CALCULATED BY S ~ DATE ~ ~ L'1 CHECKED BY DATE SCALE s o ~ ~ F~ s S~ ~r~ t-~s c s r~,.rc ~ A~-T- ~ w>~- c~ w m ~s Wt = ~ Z. Z-4 tc-F> ~ ~. ~`~ = t Z3 Z p5 F ~,loZ` ~A = (~ L3 L-sF~(S'.5`~ f Z = 3 388 p~F (3388 ~~F~(tz.-`~ = 40,~6~` s~ ~ s-' ~? = ~l ! ~ Pct' C(r S « 2e ~ _ ~Zt-Yc.-F l-SLKZp ~~s~ A D A 168 Company Hawksworth, Bibb, Inc. Designer :Scott Milne v~i~D u P ~--~ F- i January 29, 2007 Job-Alumber :.2006-150 Tower Column TC4 Checked By: Sketch 16.489 ft X „Ai ~ B w a m a ~ w ~o Z a D C B 14.75 ft #5 a~D8.5 in w w n v C #57.08 in Z I~ #3~5 in C ~ •~ ~'~ ~ ~~ ~~ Footing Elevation a - 5- -.~ ~~ C ~' 21.27 in i~14.17 in ~--____~ a ~ 28#6 .~ N ~ ~ N I ~ ~ ~ ~ X14.17 in ~; Pedestal Rebar Plan X Dir. Steel: 3.8 inZ (13#5) Z Dir. Steel: 3.75 inZ (13#5) Top Rebar Plan RISAFoot Vernon 2.0 [C.~Documents and Sett~ngs1A11 Users~DocumentsW6f Risa Files1200612006-150 6 Fla~~erhadolTCG a .~ C~ 14.75 ft 14.75 ft Bottom Rebar Plan B t69 Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 29, 2007 Job Number :2006-150- - -- Tower Column TC4 Checked By: Geometry, Materials and Criteria Length :14.75 ft eX : 0 in Width :14.75 ft e2 : 0 in Net Allowable Bearing :3000 psf Concrete Wei ht 14 Steef fy : 60 ksi Thickness :18 in pX :21.27 in g : 5 Concrete fc ~ 3 ksi Minimum Steel :.0018 Height :164 in pZ :21.27 in Desi n Code ~ 9 :ACI 318-02 Maximum Steel :.0075 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Overturning Safety Factor :1.5 Coefficient of Friction Phi for Flexure : 0.9 Pedestal Longitudinal Bar Cover :1.5 in :0.35 Passive Resistance of Soil :40 k Phi for Shear :0.75 Phi f B i or ear ng :0.65 Loads DL P (k Vx (k) 6.512 .083 Vz (k) Mx (k-ft) 2.535 Mz (k-ft) Overburden (ps LL 11.605 .1fi5 5.071 550 WL -37.775 .029 20.382 +M A D p C p C D A D Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearin (s Max/Allowable Ratio AS - CE 2.4.1-1 1DL __ 3788.17 892.345 A 236 ASCE 2.4.1-2 1 DL+1 LL _ __ 3788.17 1094.17 A . 289 j_ ASCE 2.4.1-3a ~ 1 DL+1 WL -- _ ~ 3788.17 - 1297.56 A . 343 i _ASCE 2.4.1-3b ~ ASCE 2 4 1 1DL+.7EL t 3788.17 -- 892.345 A . .236 ~ _ . . -3c j r 1DL+.75LL+.75WL - 3788.17 - 1347.59 A ~ 356 ASCE 2.4.1-3d 1DL+.75LL+.7EL r 3788.17 1043 71 A ____ . 276 ASCE 2 4 1 ____ 6DL+1WL ~ . . _ . . . _ _ _ 3788.17 1221.95 A 323 __ ASCE 2.4.1-5 , _ .6DL+.7EL - ~ ~ 3788.17 ------ 535.407 (A) . __ .141 ~ Footing Flexure Design (Bottom Bars) D__ es~r!L~tio~ Cate ories and Factors _ Mu-XX (k-ft) Z Dir As (inZ) Mu-ZZ k-ft X Dir As (in2 ) ~ ACI 9-1 __ ACt 9 2 1.4DL+L7LL 459.538 7.458 386.275 6.232 - ACI 9-3 1.05DL+1.275LL+1.275WL __ 9DL+1 3WL 449.804 7.295 221.198 3.523 j IBC 16-5 . . 7 2DL+1 LL+1 EL 357.774 5.759 159.243 2.524 _ ~ IBC 16-6 . .9DL+1 EL 371.892 242 829 5.993 3 8 323.052 5.186 _ . . 74 229.096 3.651 Note: Overburden and footing self weight are included in the DL load case. Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Design (Top Bars) Descri tion Categories and Factors Mu-XX (k-ft Z Dir As inZ) Mu-ZZ (k-ft X Dir As (inZ ) r SW+OVER 1SW+10VER 235.22 3.75 238.321 3.801 RISAFoot Version 2.0 (C:1Documents and SettingsWll Users~DocumentsW61 Risa Files~200612006-150 6 Fla§~JeB~ado1TC~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 29, 2007 ,Job Number :..2048.150 .. Tower Column TC4 Checked By: Two Way (Punching) Vc: 440,854 k 1.4DL+1.7LL One Way (X Dir. Cut) Vc 275.087 k Punching and Factors Vu k Vu/~ 258122 AC19-2 1.05DL+1.275LL+1.275WL 147 774 .781 447 ACI 9-3 .9DL+1.3WL . 107.437 . 325 IBC 16-5 1.2DL+1 LL+1 EL 218.155 . 654 IBC 18-6 .9DL+1EL 153.762 . ,465 Note: Overburden and footing self weight are included in the DL load case Shear Check Results (Envelope): Shear Along X Direction Vc: 0 k Shear Along Z Direction Vc: 0 k Shear Bars: #3 ~ 5 in Vs: 50.417 k Vu:.397 k Vs: 50.417 k Vu: 35.114 k Bending Check Results (Envelope): Unity Check: 1.112 Pn: -20.285 k Mnx: 479.471 k-ft Pu : -20.303 k Mux:79.898 k-ft Muz: 0 k-ft Mnoz : NA Phi:.9 Parme Beta: .65 Longitudinal Bars: 28 #6 Compression Development Length Pedestal Bars (Envelope): Lreq.: 16.432 in Lpro.: 12.5 in Lreq./Lpro.: 1.315 Vul~ Vn:.01 ~ :.75 Vu/fz5 Vn::929 Mnz: NA Mnox:NA Bearing Bc : 2307.31 k Description Categories and Factors Bearing Bu rk~ Ro7rinn R../,~Q.. ~_ .,~.~ a-~ - 17.4UL+L7LL ACI9-2 - ~ 1 05DL+1 2 268.913 --,---- .179 _ . . 75LL+1.275WL AC19-3 9DL+1 3 153.522 .102 _ . . WL I 111.083 074 BC 16-5 1.2DL+1 LL+1 EL - IBCIBC 1 __225.192 _. .15 i .9DL+1EL __ 180.19 .107 ~.~«. vvCiUUraen ana roonng sear weight are included in the DL load case. _ escription _ Categories and Factors Mo-XX (k-ftl Mc_xx r4_~+~ ~~„ ~~ ,~ u~ .._ ~-, ,. ,.. ~~t Z.4.7-7 ASCE 2.4.1-2 1DL 1DL+1 LL 38.447 1312.87 1.259 ~~ ,•1312.67 ~~ 34.142 NA GL ASCE 2.4.1-3a 1 DL+1 yyL 115.358 828 165 1398.28 1312 87 3.781 1398.26 12.121 71.745 ASCE 2.4.1-3b 1DL+.7EL . 38.447 . 1312.87 280.289 1 259 1312.87 2.098 4.683 1312 87 ASCE 2.4.1-3c ASCE 2.4.1-3d 1DL+.75LL+.75WL 1DL+ 7EL 75LL+ 538.918 1378.88 . 212.409 . 34.142 NA 1378.88 2.564 6.482 ASCE 2.4.1-4 , . .6DL+1 WL 98.13 810 788 1378.88 787 602 3.138 1376.88 14.323 9.091 ASCE 2.4.1-5 .6DL+,7EL . 23 089 . 787 802 279.788 787.602 1.289 2.815 . . .755 787.802 34.142 Ne Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX One Way (Z Dir. Cut) Vc: 275.087 k X pir. Cut Z Dir. Cut Vu k Vu/~zsVc Vu k) Vu/~1 114.038 .553 97.308 .472 107.562 _521 ~~ ~n~ ~-, .411 40.123 .194 .449 81.391 .394 .295 57.736 _28 l ~c= RiSAFOOt Version 2 0 [C 1Documents and SettingslAll UserslDocumentsWBl Risa Ftles~200612t?06-150 6 FIa~Je~adolTC~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 29, 2007 Job Nun3ber :2006-150 Tower Column TC4 Checked By: Descri tion ASCE 2.4 1-1 Cat ones and Factors 1 DL Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ . ASCE 2.4.1-2 1 DL+1 LL .083 .248 102.296 106 358 2,535 102.296 232.,48 40.354 _ ASCE 2.4.1-3a 1DL+1WL .112 . 89 075 7.606 106.358 28.863 13.983 ASCE 2.4.1-3b 1DL+,7EL .083 . 102 296 22.917 2 535 89.075 95.312 3.887 ASCE 2.4.1-3c 1DL+.75LL+.75WL .228 . 95.427 . 21 625 102.296 95 427 232.48 40.354 ASCE 2.4.1-3d 1 DL+.75LL+,7EL .207 105 343 . 6 338 . 17.622 4.413 ASCE 2.4.1-4 .6DL+1WL .079 . 64.156 . 21 903 105.343 64 156 9.516 16.62 ASCE 2.4.1-5 .6DL+.7EL .05 77.378 . 1.521 . 77.378 14.168 553.77 2.929 50.873 Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX 13• Ri~r-root version 2.0 [C:1Documents and SettingslAll UserslDocuments1H61 Risa Files12006~2006-150 6 Fla§~cJe~adolTC. ~rs~ ~~,, Company Hawksworth, Bibb, Inc. Designer :Scott Milne bo w -~'~~1"~-~ `K ~'`r~ January 29, 2007 Job Number ; 2006-150 _. _ _ _:.;. Tower Column TC4 Checked By: Sketch /~ 6~~48~9__f__jt \ X y~~ I W o~ m v tD Z L~J B W a r1 14.75 ft C #5(a714.17 in X17 in D _ 14.75 ft X Dir. Steel: 3.8 in2 (13#5) Z Dir. Steel: 3.37 in2 (11 #5) Top Rebar Plan .~ C~ ~ •~ •a ~ ~ -Q- ~~ ~ _~ cn ~ C ~ Footing Elevation 21.27 in ----? a 28#6 .~ N ~~ I ~ N ~ r{ ~~ .-; Pedestal Rebar Plan ~1[~Ar Ri~rirwi version 1 U [C 1Documents and Senmgswu UserslDocumentslHBl Risa Files12006~2006-150 6 Fla§~JerhadolTG Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 29, 2007 Job !Number :2006-150 Tower Column TC4 Checked By: veomeuy, materials and Criteria Length :14.75 ft eX : 0 in Width :14.75 ft eZ : 0 in Net Allowable Bearing :3000 f Steel fy : 60 k i Thickness :18 in pX :21.27 in s Concrete Weight :145 ~ Concrete f'c ~ Minimum Steel : ,0018 Height :164 in Z : p 21.27 in ~ 3 ksi Maximum Steel :.0075 Design Code : AC1318-02 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover Overtumin Safe Factor g ~ ~ 1.5 Phi for Flexur Pedestal Longitudinal Bar Cover :1.5 in e : 0.9 i! ' 0.35 Phi for Shear :0.75 Passiv Res stance of S o : 40 k Phi for Bearing :0.65 Loads DL 6.512 083) 535 Mx k-ft Mz k-ft) Overburden (psf) 2 LL WL 11.605 _ .165 . 5,071 550 37.775_ .029 20.382 +P ~'~Vx ~ +~r+Vz (~+Mx ` ~+Mz +iiiie~i A D D C ~ A D Soi/ Bearin _ Description Categories and Factors ;' ASCE 2.4.1-1 ~ 1DL Gross Allow.(psf) Max Bearin (sf) Max/Allowable Ratio ASCE 2.4.1-2 1 DL+1 LL 3788.17 892 345 A •236 _ASCE 2.4.1.3a 1DL+1WL '- 3788.17 1094.17 A ,Y89 3788 17 L_ ASCE 2.4.1-3b 1DL+.7EL . 1644.78 A ,434 378817 - ASCE 2.4.1-3c 1 DL+.75LL+.75WL _ 892 345 A 378817 .236 ASCE 2.4.1-3d 1DL+,75LL+,7EL 1608.03 A .424 3788 17 ASCE 2.4.1 .6DL+1WL r ' 1043.71 A .276 3788 17 __ ASCE 2.4.1-5 i .6DL+.7EL - -- . 1287.$4 A _ ,34, i 3788 17 . 535.407 A .141 J Footing Flexure Desi n (Bottom Bars) ACI g_~nption ~ Cat ones and Factors Mu-XX k-ft) Z Dir As inZ) Mu-ZZ k-ft) X Dir As (inZ ) 14DL+1.7LL _ ACI9-2 1.05DL+1.275LL+1.275WL ~ 459.538 7.458 386.275 6.232 575 112 ACI9-3 fi.9DL+1.3WL IBC 16 5 . 9.424 - 358.677 5.774 ~ 477.806 7.767 299 42 - 1.2DL+1 LL+1 EL IBC 16-6 .9DL+1EL . _ _ 4.798 371.892 5.993 323.052 5.186 Note: Overburden and footing self wei ht are in l 242.829 3.874 229.096 3.651 d g c u ed in the DL load case. Note: Overburden and footing self weight are i ncluded in the DL load case. Footin Flexure Desi n (Top Bars) Descri tion Cat ones and Factors SW+OVER 1SW+1OVER Mu-XX (k-ft) Z Dir As (inZ) Mu-ZZ (k-ft) X Dir As (in2 ) 118687 1.875 23s s~~ ~ o,,, i r~3 RISAFoot Version 2.0 [C:1Documents and SettingsWA UserslDocuments1H61 Risa Files12006~2006-150 6 Fla§~aJe@~ado1TG ~~~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne January 29, 2007 Job Number :2006-150... Tower Column TC4 Checked By: Footing Shear Check Two Way (Punching) Vc: 440.854 k One Way (X Dir. Cut) Vc 275.087 k Punching ~ c~,.+.,.., .... . Note: Overburden and footing self weight are included in the DL load case. Shear Check Results (Envelope): Shear Along X Direction Vc: 44.317 k Shear Along Z Direction Vc: 44.317 k Shear Bars: #3 @ 9 in Vs: 28.009. k Vu:.397 k Vs: 28.009 k Vu: 35.114 k Bending Check Results (Envelope): Unity Check: 1.124 Pn: 83.086 k Mnx: 524.483 k-ft Pu : 76.023 k Mux:-479.896 k-ft Muz: 0 k-ft Mnoz : NA Phi:.814 Parme Beta: .65 Longitudinal Bars: 28 #6 Compression Development Length Pedestal Bars (Envelope): Lreq.: 16.432 in Lpro.: 12.5 in Lreq./Lpro.: 1.315 Bearing Bc : 2307.31 k Mnz: NA Mnox:NA ~~~~~~~~~un gate ories and Factors ~-- g __ ACI 9-1 1.4DL+1.7LL _ Bearin Bu (k) Bearing Bu/~Bc i AC 91AC 2 -- - 1.OSDL+1.275LL+1.275WL 268.913 -- 249 848 .179 ACI9-3 IBC 16-5 _ 9DL+1.3WL __~1.2DL+1 LL+1EL . 209.298 167 .14 'IBC 16-6 ~ .9DL+1EL - - 225.192 .15 - 160.19 .107 Note: Overburden and footing self wei ht ar i l g e nc ud ed in the DL load case. Description ASCE 2.4.1-1 ASCE 2.4.1-2 ASCE 2.4.1-3a ASCE 2.4.1-3b ASCE 2.4.1-3c ASCE 2.4.1-3d ASCE 2.4.1-4 ASCE 2.4.1-5 Cate~c ories and__Factors 1DL _ 1DL+1 LL 1DL+1WL 1 DL+.7EL 1 DL+,75LL+.75WL 1 DL+.75LL+.7EL .6DL+1 WL .6DL+_7E~ Mo-XX 11 96.13 332.19 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX One Way (Z Dir. Cut) Vc: 275.087 k X Dir. Cut ~ n~~ r. Ms-XX (k-ft) Mo-ZZ k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ 1312.67 1.259 1312.67 34.142 NA 1398.26 3.761 1398.26 12.121 71 745 1591.26 1.699 1591.26 4.578 . 936 77 1312.67 1.259 1312.67 34.142 . NA 1585.8 3.466 1585.8 4.835 57 586 1376.86 3.136 1376.86 14.323 . 9 091 1066.19 1.195 1066.19 3.21 . 92 112 787.602 .755 787.602 34.142 . NA Vu/~ Vn:.007 ~ :.75 Vu/f6 Vn:.647 ~,,.. r<~~hroot'version 2 0 [C 1Documents and SettmgsWll UserslDocumentsW61 Rasa Files\200612006-150 6 Fla~~e~adolTC~ Company Hawksworth, Bibb, Inc. Designer :Scott Milne Job Number.: 2006-150 Tower Column TC4 January 29, 2007 Checked Bv: ASCE 2.4.1-2 1DL+1LL •083 ASCE 2.4.1-3a 1DL+1WL .248 112 ASCE 2.4.1-3b 1DL+.7EL • 083 ASCE 2.4.1-3c 1DL+.75LL+.75YVL • 228 ASCE 2.4.1-3d 1DL+,75LL+.7EL 207 ASCE 2.4.1-4 .6DL+1 WL - 079 ASCE 2.4.1-5 .6DL+.7EL - .05 Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX Vr-XX (k) 102 296 Va-ZZ k) Vr-ZZ (k) SR-XX SR-ZZ . 106.358 2.535 7.606 102.296 106 358 232.48 40.354 115.517 22.917 . 115.517 28.863 031.41 13.983 5 041 102.296 115 258 2.535 102.296 232.48 . 40.354 . 105.343 21.625 6.338 115.258 105 343 .413 5.33 ~'S~ 21 •~3 . 90.599 9.516 149.73 16.62 4 136 77.378 1.521 77.378 553.77 . 5n_~3>'~ 1'~` Ri~Ai-oot Version 1 0 [C 1DoCUments and Sea~ngswn users~DocumentsW61 Risa Files12006~2006-150 6 Fla~~e~ado\TG l_.____ __T_.. _____.... .Z I --- _ U~ Sije C, SL3,a Solution: Envelope Hawksworth, Bibb, Inc. Andrew Bibb Tornado Tower i ~3 ~ _____.. Nov 25, 2006 at 12:05 PM tower.r3d I ~i !Solution: Envelope Hawksworth, Bibb, In =---_ _ -- -- Andrew Bibb i Tornado Tower 3 L;NF -____ Nov 25, 2006 at 12:04 PM tower.r3d --. 1Z. UC I_.Y i i ,_ _l i I b'3 i ~! Solution: Envelope - ----- Hawksworth, Bibb, tnc. Tornado Tower F---- - _- -- __ _.. B L; ~F --- -- ----- - Andrew Bibb ~ Nov 25, 2006 at 12:04 PM ;__ towecr3d ------- -- - . . _. •Z i X.~-Y -_.-_-~. Solution: Envelope ~ ~`~' Andrew B bb Bibb, Inc. _ Tornado Tower --- -- _ L}_C ; nc -- ----- --- -- - - _ __ _____ ___._ Nov 25, 2006 at 12:01 PM -----_ tower.r3d ~ HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 ~oB Io -ISO SHEET NO. `~ ya~~ OF CALCULATED BY `~ r ~ ~ DATE l ~ ~ ~ `D CHECKED BY DATE SCALE B ~-~A-~ ~~D ~ ~r ~r ~~T~o~cS 3t~u p~Il-'r"~: BC~t'R-kKG = l4.(oKlto~r rt = 2{, - t" z..8 ~ L3) 3~~-"p goy..-rs ~`t~3 b l ,A-6~ a n~A-t,- $'~-A-~S ~ u~ = Z s~ 3~' 115 ~3~ 3f'F"¢s goi..T-S H-p~- t ~ oc~T~- $ ~-i4-t-~iS ~ P u = l 8.3 ~ v.r f~D f#-T P ~ P ~ T~ p t~f!-T~ tb Z ~~ u ~w s 2lQ.lklZ..et~" = I Z_`~ ' 4~ta~n5 = 3_L' =1 /SFi 3~tlr ~ ~E' (~ ~+¢-r-t~- StD~ o ~ ? its yr &~-~ k-T P +-~R-T~ 7b caw rr-n~ p~ .. _~ . tK .~, c~s~ l4 ~- ~ ~ [ A--r B+t-s~ s rt r-~e.. 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N N O ~ N O w w o~ o, o x `d ` .ti d ~ ~ ~ ~.. ~ ~..~ Q II x ~ II II N O O C~ O O 7~C' 7S" ~' b `C ~ ~~ ~~ ..~ ~ `.. v a ~ c ~ ~ c a -~ ~ ~ ~, .~ ~ p7 ~ ~ ~+ tl «~-+ ~3+ y ~ ~ e-r a O ~~f .'-. c~ ~ . ~ ~ y ~ C ~ a: ~ , ~ ~. 0 0 ~ n ~ '+ ~ ~ p- ~ ~,~' Q' n n ~ ~ y ^'S `~ 6' ' ~ ¢' l~ ~ ~ _ CT •~ (D ~..~ .V7 p, v ~ w ~ ~ R " t% (D ~ ~ a` co ° o " ~ c o a N ~ w N O W t~i~ J ~ W ~ «-.. ~ N ~~ ~' ~' ~ ~ u ~ ~ w N ~--~ p ~O oo -.1 O~ to ~ w N O I _- ~ i ~ `~ ~. o ~ ;l .~1 ~ ~ ao d p~~ ~ A ~ ~ N N ~ N oo~ v, w .p w ,t~ N ~oo H O Vi ~ O 0 00 W C .A O N ~D ~ W ~ w ~ 0 01 C 00 O~ 00 \D N W ~I ,~ • ~; F ~ ~A ~ ~ CC1 ... ~ ~ ~ ~ N N N N N N O~~ W W i W W N N N~ ^ v i N O c.., ~ O W w. oho ~ O O A O O~ N ~'' ~ V~ w V~ : Vt Vt ~ ~ w 'z ~ ° ~ ~X ~ O o ,,. ~ N ~ ~ ~ O O N N W N N N N N N N N N ~ .-~ ~--~ .-. N ~-- C N .... O O p vii vim, owo c~i w a w ~" o o ' w ` i o o c n o o - V' ~ ~ ~ O ~ ~. a ~ ~G ~V' t C I '. ~~ UQ ~ ~ 3'` ~ ~ ~ a ~ b ~ ~ o ¢: ~ ~ ti ~ . a o a ~ . ~ ~ ~ ~i-,, ~ ~ ~ O ~ '~ "'' ~- ~ ~ A~ ~ •J ~ ~ ~ a ~' . p ~ ~ ~ ° ~ ~s o o ~ to CA 00- O 0 ~ X ~ ~ ..~ X„ ~ . ~ ..-, ~ 'S -- C '+ ~ ^* b .~ ~ ^ ~ p ~ ~ p f~D ~ y ~ o ~ °- ~ co ~ 7r ~ ~ ~ ~ ~ rn~ ..: ~ = ~ ... w ~ I v. T' ~ ~ O O O a., ~ ~ HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 SHEET No. ~ {8/0~ OF /_ CALCULATED BY S ' ' DATE ~ Z--S ~ (o CHECKED BY DATE SCALE ~fl~~-- morn~,r~;- c orrr~r~c.~tDN m = 3 $ ~= ~.Z~" C ~~ 3l~ ~ BDLTS i~ ,~ ~?~ 3 ~- !~L n=3 ~ _ Z_o 9 r~ = 7.51 ~~ go,.-~r f = ~ZAO'(`].S{ i`, = lS, b Z~A--I~i.-0 wA-$ 4G' ~ ~ R- S}~}~ < « h = 3`3~ lZ f~~..~. = '~C.°I~ Bot,TS :. USE (~> 3l4-` ~ B e c-TS o ` . O ~ O p o o O O 6 O o l`~'I p,...., .. L~ , ~ . J ~ JOB ~ ' ~ ~ q ilA rr l~SWUR~ BIBB, INC. SHEET NO. ~ ~ / OF 237 Commerce Street, Suite 250 CALCULATED BY 5 m DATE ~ Z ~ ~ ~~ Go Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE ~ l -R-~ Q N A~t- B Q-tR-~C-1!i5 A--T I~,rf [1 ~ n! 6t S 31~u~ ~Ot.T ~n = ~'- 3~ 316 ~ ~" `I ' ~~, - V' S~ O ~ ~C-H 5 t Dti off- PtP~ ~' L~~ T'~ co w m nI p~= Z, s5'1~ IZ-~~"J K 3l« x ~ [.m~~ ~~ _ ~- o ~~- y O ~ ~ ~ y y ~` ~ i ~ ~ ~ ~ ~ c a ~ c o c G ~ II II ~ ° ° CD o e ~ ° ^ C'. p . c o c u ^ ~ ~ ~~ O ~ N a ~ ~ y ~ ~• ~ ~ ~ ~ ~ ~ ~ A? ~ f D ~ ~ 7 ~ (D ~ O ~ (D v O .t D d C w • . ..... ~. O ~ ~ a ~ ° Oo 0o O O ~ y.. N ~ A~ `C "L~ N N ~ O A ~, ~ :~ ~ :.. O o 0 0 ~ ~ ~, G o N_ ~• ~• a `. ~ :~ II " ~` II II 0 0 ~ O d X ~ X `C `O `C D ~ ~~ •-~ ~-' O W N ..r ~ 00 ~1 C1 In 1~ w N •.• ~C „O (D ~ ' ~ ~ __ I ~ ~- ~ O ~., O (D ~-- 1 ~ ~ ~ ~ o d O J O~ O~ O~ G~ O~ w w .-. cn N ,~ O w w o~ o W C C~ is p w p~ O O w w ~ o w O ~.l w O w v tiF ~ ~'' ~ ~ ~ ~ O w ~ ~ i O t ii t i~ v i i O .~ ~. J~ N N ~.. N , r J O~ N ~ Cn ^ ~ G~ O~ to ~1 J ~1 ~''> N C J W ~ F J ~1 th O~ ~C 01 1~ 00 O ~ w w.. ~ ~ ~ ~ ~ z N ~O ~C N ~ ?~ O O O C ~ ~ ~ O v O O ~O 00 00 00 00 00 A A O 00 J~ ^_ Y C C O i.n i,n N t,n N cn N in 0 0 ~~ "t O O O O O Vi O l!1 O Vl 0 0 0 ~~ r ~. ~ ~ N p a Oq < ~ ~ C r. ~~ QQ 1 q~ ~rs ~ ~ ~ ~ ~ .o ~ c ~ a ~ ~ ~~ ' ~ ~• ~ ~ ~ a O c, n ~ ~ ~ A~ O ~ O ~ .~ ~ w ~ •J y ~. O. ~ ~ ~ [D ~ 'C O O O C/~ O 00 ^ x '~ ~ .., ,~. .~ ~ O ~ `CS ~ ~ ~ b 'C ~ C/~ ^ "' p p ~ ~ ~ " =. --3 0 ~ _ y n ~ ~ ~ rn~ C/~ C 'O cr -p O O U' ~ ~ roe 6 - isa 11A ~'~' 1~a7WU1~ 1 it BiDB~ li~I1~. SHEET NO. ~ D I OF 237 Commerce Street, Suite 250 ~~ DATE a ~ /`/,ate oc Williston, Vermont 05495 cA~cuu-TED sY_ (802) 651-3095 CHECKED BY DATE SCALE (,y~..l k w, C~13 sbtff`/ _. _ _ ~ _ ~ e..l~ 9 S3. So P,.~ Sa~(zi- h.s ~,,,- /~~ ~/a:Gi t ? ~St13-i h5~. l63 r9u~ 4~i.S" ~+.~ ~• !t. Fo- C„< <~~ ~sr;~f. DI (Tf.l~ Qc1.- ~/C/_~3~- S,a ~ ~ .SR-~ eie,,} {'~. N ~ .~. 3~J - Q, af~ ~' Pj - s. s ~ ~ ~Ir~ Hof ' ls".fi1i " /,~~k' G r; c4 ~ x C"t'~-3} S~t-c e'ias ~GP .- `9'.3 ~' }~s - 6• `t fs.Ct /o~.•~c- HAWKSWORTH BIBB, INC. ~ET"o~ ~°'Z of 237 Commerce Street, Suite 250 cALCUU~rED BY ~ ~ DATE ~ ~~ ~ Williston, Vermont 05495 (802) 651-3095 CHECKED BY DATE SCALE • v~~v~rR-Y' ~Fo v N D ~'~to nr S ~~~ ~C z 8t~t"R-c ~C~ 6~e--A'~ 6 D tom' rte = B ~'~-vr~i~/ z a- to' P c Cam- tit 6, tf--r = •FS~. t Z ` ` 4~t- S ~ - Z . t Z tL . ~Z` Po = k- 3 8~ ~ ~ - ~a.~- p„~ - t-goy` ~ -,,~~--~-~., Td-B ~ ~3 Company Hawksworth, Bibb, Inc. January 8, 2007 Designer :Scott Milne Job Number : 2006-150 Walkway Pier E2 Checked By: Sketch ~.ia2~t w 26 5 inB N. y q d' W ••~ ~~01 ri ~ N ~ Z l0 ~ .-1 ~~C 4.5 ft ~ .,~ .,,.~~:,.. D C A B #5t~23.5 in w a #5@23.5 in C 4.5 ft Bottom Rebar Plan A B D ~- __! C 4.5 ft #5@15.67 in X15.67 in X Dir. Steel: 1.23 inZ (min)(4 #5) Z Dir. Steel: 1.23 inZ (min)(4 #5) Top Rebar Plan Geometry, Materials and Criteria ~x ~-- Z #3 u~12 in - a .,~ a M a ~ a '~ ~ ~.~ .n ~ ~; `D C Footing Elevation 26.59 in -~ - t(1 s-----~ ,~ I 20#6 rn co .~ N -~ Pedestal Rebar Plan Length : 4.5 ft eX : 0 in Net Allowable Bearing :3000 psf Steel fy : 60 ksi Width :4.5 ft eZ :pin Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :26.59 in Concrete fc : 3 ksi Maximum Steel :.0075 Height :134 in pZ :26.59 in Design Code : ACI 318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure : 0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 RISAFoot Version 2.0 [C:\Documents and SettingsWll tlsers\DocumentslHBl Risa Files\2006\2006-150 6 Fla§~Jerhado\Wa -? oy Company Hawksworth, Bibb, Inc. January 8, 2007 Designer :Scott Milne _- .Job Number :2006-150 Walkway Pier E2 Checked By: Loads P (k) _ Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden DL ~ 4.38 440 LL ,~ 10.5 _ WL , 1.8 _ +P ,..,_+Vx ~+Vz ~x ~+Mz +Over l A D D C D C A D Soil Bearing _ Description __ Cat ones and Factors Gross Allow. s Max Bearin s Max/Allowable Ratio ASCE 2.4.1-1 1DL 3870.91 1087.2 A .281 AS EC 2.4.1-2 -- 1 DL+1 LL ___ _ -- 3870.91 1605.72 A .415 _ r_ _ASCE 2.4.1-3a - _ 1DL+1WL _ -- --- 1 DL-1 WL _ __3870.91 _ 3870.91 2598.35 A 2598.35 D _ .671 .671 ASCE 2.4.1-3b _ 1DL+.7EL _ 3870.91 1087.2 A .281 ASCE 2.4.1~c 1DL+.75LL+.75WL 3870.91 2557.57 A .661 _ 1 DL+.75LL-.75WL 3870.91 2557.57 C ___ .661 ASCE 2.4.1-3d ~_-_-_. 1DL+.75LL+.7EL _ 3870.91 1476.08 A .381 ASCE 2.4.1-4_ -- -- .6DL+1WL 3870.91 3305.1 A .854 _~ ASCE 2.4.1-5 I - - _ __- .6DL-1 WL _ _ _ .6DL+.7EL ---- --- ~ 3870.91 3870.91 ~ 3305.1 (C) 652.322 (A) , _ .854 .169 _ , Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu-XX (k-ft) Z Dir As tint 1 Mu-77 rk-ff1 x n~~ o~ r.,2 ~ ACI9-1 -- - 1.4DL+1.7LL 7.054 192 7 0~ -. - . 19 ACI 9-2 -- 1.05DL+1.275LL+1.275WL - -- 05DL+1 1 275LL-1 275WL 5.29 - _ 5 29 - . .144 _ . 9.774 _~ _ ~ . 2 .267 __ ACf 9 3 . . . -- - ~ 9DL+1 3WL i --- . i 144 -' - - 9.774 ---- ~ __.- 267 1 ~ - -__--_- __-- . -~' _ ~ i ~ __- 2.872 .078 8.941 _~ .244 _~ ~- - .9DL-1.3WL - 2.872 .078 8.941 244 _IBC 16-5 _ ~ -- ~1.2DL+1 LL+1 EL 5.351 .146 _ 5.351 _ ~-- - ~ . .146 -i ~ IBC 16-6 .9DL+1 EL 2.872 .078 , 2.872 ____~_ .078 - Note: Overburden and footing self weight are included in the DL load case. Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Design (Top Bars) _ Description Categories and Factors Mu-XX k-ft) Z Dir As (ins) Mu-ZZ (k-ft) X Dir As (in2 ) SW+OVER ~ 1SW+1OVER ~- - -`1 - - --_ ---- _. ------- - - __- _ - -- ---- ~ _- ~ --- - 0 1.717 047 Footing Shear Check Two Way (Punching) Vc: 249.534 k One Way (X Dir. Cut) Vc 48.432 k One Way (Z Dir. Cut) Vc: 48.432 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/mUc Vufkl v„i~v~ v.~~k~ v.~i,-,vim ACI9-1 _ 1.4DL+1.7LL 28.484 .152 4.973 .137 4.973 .137 A_ CI 9-2 _ _ 1.05DL+1.275LL+1.275WL 21.385 .114 3.73 .103 7.146 .197 __ _ __ 1.05DL+1.275LL-1.275WL 21.365 .114 3.73 .103 7.146 __ .197 ACI9-3 .9DL+1.3WL ___ 14.057 .075 2.025 .056 _ 6.765 .186 _ = - .9DL-1.3WL __ 14.057 .075 2.025 .056 6.765 .186 IBC 16-5 --- _ 1.2DL+1 LL+1 EL _ _ 21.606 .115 3.772 .104 3.772 .104 'IBC 16-6 , _.9DL+1EL ___ __ 11.596 .062 2.025 .056 2.025 .056 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [C:1Documents and SettingsWll UserslDocuments1H61 Risa Files1200612006-150 6 Fla§§a~'ef3iadolWa ~~S Company Hawksworth, Bibb, Inc. January 8, 2007 Designer :Scott Milne Job iVumber : 2006-150 Walkway Bier E2 Checked By: Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 70.897 k Vs: 26.883 k Vu: 2.34 k Vu/~ Vn:.032 0:.75 Shear Along Z Direction Vc: 70.897 k Vs: 26.883 k Vu: 0 k Vu/~ Vn: 0 Shear Bars: #3 ~ 12 in Bending Check Results (Envelope): Unity Check: ,059 Pn: 0 k Mnx: NA Mnz: 492.53 k-ft Pu : 0 k Mux:O k-ft Muz: 26.13 k-ft Mnox:NA Mnoz : NA Phi:.9 Parme Beta: .65 Longitudinal Bars: 20 #6 Compression Development Length Pedestal Bars (Envelope): Lreq.: 16.432 in Lpro.: 6.5 in Lreq./Lpro.: 2.528 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 3605.84 k Description Categories and Factors Bearing Bu (kl RP_SirlflA Rn/;:~Rr ~ AC19-1 1.4DL+1.TLL T 48.672 .021 ~ACI_9-2 1.05DL+1.275LL+1.275WL 36.504 .016 _ ____ ~ i 1.05DL+1.275LL-1.275WL __ 36,504 ,016 I ACI 9-3 ~-- __ _ .9DL+1.3WL -- - 19.814 .008 ,__ --- - .9DL-1.3WL ---- - 19.814 .008 F B 16-5 ---- -- 1.2DL+1 LL+1 EL I ------- - -- - 36.919 _. .016 IBC 16-6 - .9DL+1EL ~ __ 19.814 .008 I Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ lk-ftl OSF-XX oSF-77 ASCE 2.4.1-1 ' 1DL ____ _ 0 49.536 0 49.536 NA I NA i ASCE 2.4.1-2 ~_ _- 1DL+1 LL - 0 --- 73.161 0 73.161 NA NA ~ ~! ASCE 2.4.1-3a 11 DL+1 WL _ _ 0 49.536 21.9 49.536 NA ~ 2.262 1 DL-1 WL ~ _ 0 49.536 21.9 49.536 _ NA i 2.262 ASCE 2.4.1-3b 1 DL+.7EL _ __ 0 49.536 0 49.536 NA NA ~ ASCE 2.4,1-3c _ 1DL+,75LL+,75WL 0 67.254 16.425 _ 67.254 NA 4.095 ,___ _ __ ASCE 2.4.1-3d 1DL+.75LL-.75WL 1 DL+.75LL+,7EL _ 0 0 67.254 67.254 16.425 0 67.254 67.254 NA NA _ 4.095 NA i_ASCE 2.4.1-4 _ .6DL+1WL 0 29.721 21 9 29 721 NA 1 357 _____ ___ .6DL-1 WL 0 --- --- - - ASCE 2.41 5 I .6DL+.7EL - ,i _ 0 - 29.721 _~ _- 29.721 . . _ . __ 210.9 ___I 29.721 _ µ_ NA 1.357__ _--29.721 NA ~_- NA ~ Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX >(_o '/ ~tp/ RISAFoo# Version 2.0 [C:\Documents and SettingsWll Users\Documents\HBI Risa Files\200612006-150 6 Fla§~~'e~ado\Wa ~ oG Company Hawksworth, Bibb, Inc. January 8, 2007 Designer :Scott Milne Job Number : 2006-150 .:.:,,..Walkway: Pier E2 Checked By: Sliding Check (Service) Description Categories_and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 r ASCE 2.4.1-2 ASCE 2.4.1-3a 1 DL 1 DL+1 LL 1 D!_+1 WL 0 0 1.8 6.605 9.755 6.605 0 0 0 6.605 9.755 6.605 NA NA 3.669 NA NA NA ~ _ 1 DL-1 WL 1.8 6.605 0 6.605 3.669 NA i ASCE 2.4.1-3b F 1DL+.7EL 0 6.605 0 6.605 NA _ NA j ASCE 2.4.1-3c 1DL+.75LL+.75WL 1.35 8.967 0 8.967 6.642 NA j 1 DL+.75LL-.75WL 1.35 8.967 0 8.967 6.642 _ NA ASCE 2.4.1-3d 1DL+.75LL+.7EL _ 0 _ 8.967 0 8.967 NA NA ASCE 2.4.1-4 .6DL+1WL _ .6DL-1 WL _ 1.8 1.8 3.963 3.963 0 0 3.963 3.963 2.202 2.202 _ NA NA ASCE 2.4.1-5 __ .6DL+.7EL 0 3.963 0 3.963 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [C:\Documents and SettingsWll Users\DocumentsWBl Risa Files\200612006-150 6 Fla~a~e~ado\Wa HAWKSWORTH BIBB, INC. 237 Commerce Street, Suite 250 Williston, Vermont 05495 (802) 651-3095 .,06 to -LSD SHEET NO. 30 ~-/~ pF QQ CALCULATED BY ~ ' • ' DATE L ~ -L ~O CHECKED BY pgTp SCALE ~P--~A-~o ~v~b~4-~'io~5 ~B~a4'~~G ~~~ a~~ = ~~ ' ~ l'E~- Hfitl~t-FT = ~E4(~, ll i - 444 = Z . l t t- ~ ~ cc~ vf~+~- (Q_ll t S - ~ ~ ~- v~r, - $ o TTO w1 q, - ~S ~-vr, -TOP 3~i Company Hawksworth, Bibb, Inc. January 9, 2007 Designer :Scott Milne - Job Number :2006-150- ,- Totnada..Footing Checked By: Sketch 5.114 ft~ X ~, A ~ --¢ B w a ~ n ~ .,~ `~ w ~, N ~ Z ~ ~ '~Y D C" A I #5c~ 9.79 in p ~-- ------ ----- --~ C 12 ft Bottom Rebar Plan A B 12 ft -~ ~~ d ''~ ch ~~ ~D Footing Elevation ,- q I ~ ~ a -~- N C 21.27 in X19.57 in ~- c 12#6 ~~ N .-~ ~ ..1 N ~ ~ 117.13 in ~' Pedestal Rebar Plan X Dir. Steel: 2.23 inZ (min)(8 #5) Z Dir. Steel: 2.76 inZ (minj(9 #5) Top Rebar Plan D C 12 ft g Tx #5611.42 in Z RISAFoot Version 2.0 [C:1Documents and SettingsWll Users\DocumentsU-IBI Risa Files\2006\2006-150 6 Fla§s2~'erhado\Tor 3~3 Company : Hawksworth, Bibb, Inc. January 9, 2007 Designer :Scott Milne Job Number .: 2006-150 , , Tornado,,F.ooting Checked By: Geometry, Materials and Criteria Length :12 ft eX : 0 in Net Allowable Bearing :3000 psf Steel ty : 60 ksi Width :12 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel : 0018 Thickness : 24 in pX :21.27 in Concrete fc . : 3 ksi Maximum Steel : 0075 Height : 74 in pZ :21.27 in Design Code . : AC1318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure : 0 9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 Phi for Shear . :0 75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing . :0.65 Loads P (k) Vx (k) Vz k) Mx (k-ft) Mz (k-ft) Overburden (psf) LDL ,~- -- 33 - 440 WL ' 26 I 12 -- -- - +P .- f+Vx ,~+Vz ri+Mx ~+Mz +Over ~ ~ i ~ A D D C D C A D Soil Bearing Description Categories and Factors _ Gross Allow.(psf) Max Bearin sf) Max/Allowable Ratio ASCE 2.4.1-1 1DL ~ _ ~ 3739.91 851.02 A ~ 228 1 I ASCE 2.4.1- 2 +1 LL 3739.91 1080.19- A _ ~ .289 _ASCE 2.4.1-3a 11 DL_+1 WL 3739.91 1371.85 A .367 L _ r D1 -1 WL --- _ ___' 3739.91 1010.74 C _ _ .27 __~ ASCE_2.4.1-3b I 1DL+.7EL _ _ ~ 3739.91 _ 851.02 A .228 ASCE_2.4_.1-3c iDL+.75LL+.75WL ~ 3739.91 1413.52 A .378 ' __ ASCE 2 4.1-3d _ 1 DL+.75LL-.75WL ~ 1DL+,75LL+.7EL i 3739.91 __ _ _ _ _~- 3739.91 1142.69 (C) 1022.9 A _ _ .306 _ .274 ASCE 2.4.1.4 .6DL+1 WL --- _ 6DL-1WL _ __. _. _-l _•_ ASCE 2 4.1-5 ! .6DL+.7EL _ __ __' 3739.91 t ..--------- - _ _- 3739.91 ~ 3739.91 1031.45 A 670.495 C 510.612 (A) _ _.276 ~'. , _ 179 -- i _.137 i Footing Flexure Design (Bottom Bars Description__ Categories and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ k-ft) X Dir As (in2 ) ACI9-1 1.4DL+1.7LL 248.065 I 2.762 __ 248.065 2.762 I 19-2 _.__ 1.05DL+1.275LL+1.275WL __ 222.169 2.47 - 270.902 _ - -. . 3.019 _ _ 1.05DL+1.275LL-1.275WL _ 149.928 1.662 198.662 2.207 ACI 9-3 .9DL+1.3WL - --- 157.003 _ ---- 1 741 206.692 2.297 _ f 9DL-1.3WL _ 83.346 ~ _ .921 -; 133.035 t --- - - 1.473 IBC 16-5 _ ; 1.2DL+1LL+1EL_ _ _ ~ 196.19 2.179 - 196.19 --- - 2.179 ; _IBC 16-6 i _9DL+1EL _1___120.175 1.33 ~ 120.175 _ _ 1 33 Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Design (Top Bars) Description_ __ Cat ories and Factors Mu-XX (k-ft) Z Dir As in2) Mu-ZZ k-ft) X Dir As (inz ) SW+OVER ~ 1 SW+1 OVER _ _ 31.193 _.344 114.539 1.267 RISAFoot Vernon 2.0 [C:\Documents and SettingsWll UserslDocuments\HBI Risa Files\2006\2006-150 6 Fla§4a~e8iado\Tor 3.~Y Company Hawksworth, Bibb, Inc. January 9, 2007 Designer :Scott Milne Job Number :2006-150 Tornado~Footing Checked By: Footing Shear Check Two Way (Punching) Vc: 733.443 k One Way (X Dir. Cut) Vc 318.446 k One Way (Z Dir. Cut) Vc: 318.446 k Punching X Dir. Cut Z Dir. Cut _ Description Categories and Factors Vu k) Vu/ ~Vc Vu k Vu/~Vc Vu(k) Vu1 ~Vc ACI 9-1 1 7.4DL+1.7LL 208.795 .38 65.102 .273 65.102 .273 r AC19-2 1.05DL+1.275LL+1.275WL 186.999 .34 58.306 .244 71.062 .298 i __~ 1.05DL+1.275LL-1.275WL 126.194 .229 39.347 .165 52 104 ; 218 ~ACI9-3 __ .9DL+1.3WL 132.149 .24 41.204 .173 . 54.21 _. .227 .9DL-1.3WL 70.152 .128 21.873 .092 34.88 .146 IBC 16-5 _ 1.2DL+1 LL+1EL 185.132 .3 .51.488 .216 51.488 .216 !IBC 16-6 _ .9DL+1EL 101.151 .184 31.539 .132 31.539 .132 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 44.317 k Vs: 21.007 k Vu: 15.6 k Shear Along Z Direction Vc: 44.317 k Vs: 21.7 k Vu: 0 k Shear Bars: #3 @ 12 in Bending Check Results (Envelope): Unity Check:.513 Pn: -35.93 k Mnx: NA Pu :-16.591 k Mux:O k-ft Muz: -96.2 k-ft Mnoz : NA Phi:.9 Parme Beta: .65 Longitudinal Bars: 12 #6 Compression Development Length Pedestal Bars (Envelope): Lreq.: 16.432 in Lpro.: 18.5 in Lreq.lLpro.: .888 Vu/y~ Vn:.318 ~ :.75 Vu/~ Vn: 0 Mnz: 208.337 k-ft Mnox:NA Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 2307.31 k Description Categories and Factors Bearing Bu (k) Bearino Bu/~Bc '' ACI 9-1 ~ 1.4DL+1.7LL 227.666 .152 _ AC_ 19-2 _ ~ _ 1.05DL+1.275LL+1.275WL _ 203.899 __ .136 r _ _ 1.05DL+1.275LL-1.275WL 137.599 .092 _ `-- ACI9-3 -- .9DL+1.3WL i -- 144.092 ' .096 __ - 9DL-1.3WL _ 76.492 .051 _ IBC 16-5 ~ - _ 1.2DL+1LL+1EL - 180.056 _ _ 12 IBC 16-6 .9DL+1 EL 110.292 .074 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [C:~Documents and SettingslAll Users~DocumentsWBl Risa Files~2006~2006-150 6 Fla§Sa~e~adolTor 3 ~-~ Company Hawksworth, Bibb, Inc. January 9, 2007 Designer :Scott Milne Job Number :2006-150 Tornado Footing Checked By: Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 - 1DL - 0 735.281 0 735.281 NA NA ~ r ASCE 2.4.1-2 -- 1 DL+1 LL 0 933.281 0 933.281 NA __ i NA ASCE 2.4_.1-3a ~ '_ _ I 1DL+1WL _ ____ 1 DL-1 WL _ 0 _ 156 _ 891.281 735.281 98 254 891.281 735.281 -~ NA 4.713 - { 9.095 2.895 I ASCE 2.4.1-3b , 1DL+.7EL _ _ 0 735.281 0 735.281 _ NA NA ASCE 2.4.1-3c~ 1DL+.75LL+75WL _ 117 883.788 90 5 883.788 7 554 . 3 6-~' ASCE 2.4.1-3d ~_ --- ASCE 2.4.1-4 ---_ ' - 1DL+.75LL+,7EL - 6DL+1WL 0 - 0 883.781 597.169 0 98 883.781 597.169 7 NA NA NA 1 6.094 i , _ ~ 6DL-1 WL .156 441.169 254 441.169 2.828 - - 1.737 ASCE 2.4.1-5 .6DL+.7EL _ _ _ 0 441.169 0 441.169 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k Vr-XX k Va-ZZ (k) Vr-ZZ (k SR-XX SR-ZZ ASCE 2.4.1-1 1DL 0 36.764 0 36.764 NA NA A~ E .4.1-2 1 DL+1 LL _ 0 46.664 0 46.664 NA _ NA ! ASCE 2,4.1-3a 1 DL+1 WL _ 12 44.564 0 44.564 3.714~ _NA~, _ _ _ ~ 1 DL-1 WL _ 12 _ 28.964 0 28.964 , 2.414 ~ NA ! ASCE 2.4.1-3b 1 DL+.7EL -- - 0 36.764 0 _ _ 36.764 NA NA -- -, i _ F ASCE 2.4.1-3c _ ~ ~ 1DL+.75LL 75WL ~ 9 38.339 0 38.339 4.26 NA ~ ' ASCE 2.4.1-3d ___ ~DL+.75LL+.7EL _ 0 44.189 0 44.189 NA _ _~ NA r ASCE 2.4.1-4 I 6DL+1WL 12 29.858 0 29.858 2.488 NA ~ .6DL-1 WL 12 14.258 0 14.258 1.188 ~ NA ! , _ASCE 2.4.1-5 I .6DL+.7EL 0 22.058 0 22.058 __ NA NA ! Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [C:\Documents and Settings\All Users\Documents\HBI Risa Files\2006\2006-150 6 FIa~Je~ado\Tor 01!15/2007 14:37 5189997496 EINPi~E ~~ sE~ricEa, ANC. ^ CARPORAI'E! euF~Aw o~e>t 5147 Sturth Park A+ren4o@~ Homburg, NY 175 F'ttt+r~s (716)+349-8110 Fax: 471b) fi44-8051 UtJ ALBANY OFRC~ F'O Box 2194 Bv9stQn ;~. NY 12423 5 tCnabr~er Road Mechan~vAle, NY 12118 Phone: 4s}$) 8947-091 tala~ egg-~44e ^ co~tn-NU aFFlCE 40 MiNer Stmt Cortland. NY 13065 Ptlone: {b07) 75{3-71 sz Fax: 4407) 758-7188 Q ROCFIESi'ER OFFICE S36 Sumrnlt Ffiolnt Drive Henri9tto. NY T4447 Phsx~; 4545) X54-27$4 Pox: 4585) 359-4eae 7anuary 15, 207 Froject Na. ASE-t)6-(133 11+1x'.13ob Culver Great Escape Theme Parks, LLC P.t7. $vx 511 Lake G~ge,11Ti~ York 12.845 SJB SERVI4IES PAGE 02!04 Re: ,P~ddenduttt Z.etter to December Z0, ZOOb Geotechnical Engineering Report for p'mpased Tornado Watersiide ?he Crreat Escape avd Splashwater Kingdom 1172 Route 9 Queensbury, New York DCar Bab: Etr3.pixe Geo-Services, Inc. (Empire) is pleased to submit this addendum letter to the above x+efel"eztced report presenting additianai geatechnicai recommendations to assist with design of site lcetaix>;ing walls, which are planned as part of the project. The rceommrrndatians provided below were based. vn the conditions encountered in the subsurface exploration performed by SJB Services, Inc. (SJB), ruhich consisted of five (5) test borings p++errformed at t1Ye project sine between Uece>rttbex 8t" ar}d Aeeember i2a', 24QCx. Lateral Earth Pressure Desiga Parameters For Retaining Wall Design The design of site retaining walls should be based on lateral earth pressures caused by the load of backfill against the wall aml the swclaarge effects from permanent or temporary Loads. In addition, foundation drains, as discussed below, should be incorporated in the design to relieve potential hydrostatic pressure acting against the walls. Retaining grails that are designed £ar restrained ar nan- yieldi;alg cou~ditiaxrs, should be >:Iesxgned usamg "at x~esY' lateral earth pressures. Wails that are allowed to yield, can be designed on the basis of "active" lateral earth pressures. The lateral Earth pressures can bE computed using the following soil parameters where the wail backfill (shown below as "Backfill'~ consists ofauitabie Granular Fill, as described in Appendix B of our December 20, 2UUG Geotechnical Engineering Report. Water must not be allowed to collect against the backside of 01/15/2007 14:37 5168997496 SJB SERVICES PAGE 03104 Crreat Escape Theme Parks, LLC 3anuary Z 5, 2407 Page 2 the exposed wall section artless the wall is designed for the additional hydrostatic pressure. $~.ded Ssil Parameters for Reta}gin~a Wall Desisn• Coefficient of At-Rest Lateral lrarth Pressure (Bacl<fi11) - 0.50 Coefficient of At-Rest Lateral l ~arth Pressure (On-Site Soil) - 0.53 Coefficient +afActive Lateral .Earth Pressure (Eackfill) - 0.33 Caefficien# of Active Lateral Earth Pressure (t1n-Site Soil) - 0.36 Coefficient of Passive Lateral Earth Pressure (Backfill) - 3.00 Coefficient of Passive Lateral Earth Pressure (Qn-Site Soil} - 2.77 Fc~undation/Soil Interface Friction Factor - 4,35 Angle of Internal Friction ($ackfill) - 30 Degrees Angle of Internal Friction (On-Sa.te Soil) - 28 Degrees Total Moist Unit Weight of Soil (Bacl<fill) -120 pcf Total Moist Unit Weight of Soil (Un-Site Sail) -110 pcf Foundation D~ralnage The retaining walls should be constnrcted with foundation drains to intercept any groundwater that may tend to collect against the wa11s. The drainage system must be properly designed, installed and x,~aintained for long-term perfornnance. The design should iztclude such Features as clean-outs to properly maintain the system. The drain systemm sltould extend to at least the bottvcn of the exposed section of the wall. The foundataoz~ drainage system should include a drainage/separatian geoteactile (i.e. Mirafi 1bOhT or suitable equivalent) installed around draiinage stone, which surrounds a slotted under-drain pipe. The drainage stone should be sized in a~ord~ce with the pipe slatting or perforations. A crushed aggregate eonformiixtg to NYSDQT Standard Specifications Section 703-02, Size Designation No. 1 (~/z- inch washed gravel or stone) is generally acceptable far slatted under-drain pipe. The foundation drainage .stone .and surmwtdiu~ gcotextile, a14z1g the f9t~,LldSti Qn wails, should extend above the drainpipe a minimum of 2 feet. A pervious granular backfiil ar a suitable Seosynthetie drainage cvtnposite (i.e. Miradrain 5004, etc.) sk~ould bz placed against the abutment wa.1J, above the drainage system, to allow infiltration tv the drainage system. Coxxcrete Sand, which meets the minimum requirements of NYSDOT Standard Specifications Section 743-Q7 (100 percent passing 308 inch sieve to maximum of 3 pezeeat passing a No. 244 sieve), is generally acc~xtable as pervious .granular ba~~ll. Structural Fill, as described in Appendix B of our original zeport, is also acceptable provided the Structural Fill is well graded to prevent infiltration of the adjacent soils acrd lras a permeability of 5 ac i 0"3 cnnlscc or greater wheaa placed 01!15!2007 14:37 5188997496 SJB SER"~ICES PA(~ 04!04 Great E~ape Theme Parks, LLC January t 5, aoo~ page 3 and comtpaet~l to .the requirements recommended in Appendix B. The pervious g~ular backfill against the wall should be a nominal 2 feet in width. Please contact me should you have any +questions ar wish to discuss this letter, Thank you for considering Exzapire for this work and we look foz~ward to ,working with you in the future. $i~~rely, EMl'IItE GE4SE1tVlCES, INC. ~. Tod M. Kobik, P.E. Ga~technical Engir~oer and Project Manager ec: Mr. Robert Holmes -Jarrett-Martin Engineers Mr. Dan Horbal - Proslide 'EMPIRE ~~~ `SERVICES, INC. ~ CORPORATE/ BUFFALO OFFICE `-5167 South Park Avenue Hamburg, NY 14075 Phone: (716) 649-8110 Fax: (716) 649-8051 ALBANY OFFICE - PO Box 2199 Ballston Spa, NY 12020 5 Knabner Road ~lechanicville, NY 12118 Phone: (518) 899-7491 (518)899-7496 Geotechnical Engineering Report for Proposed Tornado Waterslide The Great Escape and Splashwater Kingdom Queensbury, New York Prepared For: Great Escape Theme Park, LLC P.O. Box 511 Lake George, New York 12845 Prepared By: ^ CORTLAND OFFICE 60 Miller Street Cortland, NY 13045 Phone: (607) 758-7182 Fax: (607) 758-7188 Empire Geo-Services, Inc. Albany, New York ~ ~~M.Kp~~~~ ti ^ ROCHESTER OFFICE 535 Summit Point Drive _ Henrietta, NY 14467 Phone: (585)359-2730 Fax: (585) 359-9668 Eb ~~s ~~ ~a~sstoNa`' !2 • Zo -06 Project No. AE-06-055 December 2006 TABLE OF CONTENTS 1.00 INTRODUCTION ............................................................................................................... 1 1.10 GENERAL .................................................................................................................1 1.20 PROJECT DESCRIPTION ....................................................................................... 1 1.30 SITE DESCRIPTION ................................................................................................ 1 2.00 SUBSURFACE EXPLORATION ....................................................................................... 2 3.00 SUBSURFACE CONDITIONS .......................................................................................... 2 3.10 GENERAL SITE STRATIGRAPHY .......................................................................... 2 3.20 SURFACE MATERIALS AND FILL SOILS .............................................................. 2 3.30 INDIGENOUS SOILS ............................................................................................... 3 3.40 GROUNDWATER CONDITIONS ............................................................................. 3 4.00 GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS ............................. 4 4.10 GENERAL .................................................................................................................4 4.20 SPREAD FOUNDATION DESIGN ........................................................................... 5 4.30 RESISTANCE TO LATERAL, OVERTURNING AND UPLIFT LOADS ................... 6 4.40 SITE PREPARATION AND CONSTRUCTION ........................................................ 7 4.40.1 CONSTRUCTION DEWATERING .............................................................. 7 4.40.2 EXCAVATION AND FOUNDATION CONSTRUCTION .............................. 7 5.00 CONCLUDING REMARKS ................................................................................................ 8 FIGURES FIGURE 1 -SITE LOCATION MAP FIGURE 2 -SUBSURFACE EXPLORATION PLAN APPENDICES APPENDIX A -SUBSURFACE EXPLORATION LOGS APPENDIX B -FILL MATERIAL AND EARTHWORK RECOMMENDATIONS APPENDIX C -INFORMATION REGARDING THIS GEOTECHNICAL ENGINEERING REPORT 1.00 INTRODUCTION 1.10 GENERAL - This report presents the results of a subsurface exploration program and geotechnical engineering evaluation completed by Empire Geo-Services, Inc. (Empire) for the proposed Tornado Waterslide planned at The Great Escape and `- Splashwater Kingdom located at 1172 Route 9 in the Town of Queensbury, New York. The approximate location of the project site is shown on Figure 1. Great Escape Theme Parks, LLC (Great Escape) retained Empire to complete this work, which was done in general accordance with our November 15, 2006 proposal. SJB Services, Inc. (SJB), our affiliated drilling company, completed the _ subsurface exploration program, which consisted of five (5) test borings drilled at the project site. On this basis, Empire prepared this report, which summarizes the subsurface conditions encountered by the test borings and presents geotechnical _ recommendations for design and construction of the waterslide foundations, as well as the associated site preparation work and backfilling. 1.20 PROJECT DESCRIPTION Based on the information provided by Great Escape and the project engineer, _ Hawksworth, Bibb, Inc., we understand the project is expected to consist of installation of a new waterslide. The waterslide is planned to be supported on shallow spread foundations and maximum foundation loads will be as follows: • Maximum Dead Load = 20.3 kips • Maximum Live (Ride) Load = 35.5 kips -- • Maximum Live (Wind) Load = +/- 41 kips • Maximum Shear (Wind) Load = 20.4 kips 1.30 SITE DESCRIPTION The project site is located at The Great Escape and Splashwater Kingdom theme - park at 1172 Route 9 in the Town of Queensbury, New York. The proposed waterslide will be located near an existing castle building within the Adventure River loop. Site grades in the proposed waterslide area are relatively flat, with the - exception of two small hills approximately 5 to 10 feet high located at the north and south end of the waterslide. The ground surface is generally covered with grass or concrete pavement within the proposed waterslide area. 1 2.00 SUBSURFACE EXPLORATION The subsurface exploration program consisted of five (5) test borings drilled by SJB between December 8th and December 12th, 2006. The borings are designated - as B-1 through B-5 and their approximate locations are shown on Figure 2. The test boring locations were selected by Empire and were performed within the - proposed waterslide area. Test boring B-3 was drilled to a depth of 52.0 feet below the existing ground surface (bgs), and the remaining test borings were drilled to depths ranging from 13.9 feet to 23.6 feet bgs. The test borings were made using a Central Mine Equipment (CME) model 75 truck-mounted drill rig, using hollow stem auger techniques. Split spoon samples - and Standard Penetration Tests (SPTs) were taken continuously from the ground surface to a depth of 12 feet bgs and at intervals of 5 feet or less beyond the zone of continuous sampling at each location. The split spoon sampling and SPTs were -" completed in general accordance with ASTM D 1586 - "Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils ". A geotechnical engineer prepared the test boring logs based on visual observation of the recovered soil samples and review of the driller's field notes. The soil samples were described based on a visuaUmanual estimation of the grain size distribution, along with characteristics such as color, relative density, consistency, moisture, etc. The test boring logs are presented in .Appendix A, along with general information and a key of terms and symbols used to prepare the logs. 3.00 SUBSURFACE CONDITIONS 3.10 GENERAL SITE STRATIGRAPHY _ The general stratigraphy encountered in the borings consisted of indigenous soils or fill type soils underlain by indigenous soils. A surficial layer of topsoil or concrete pavement was encountered at some locations. The soil stratigraphy _ encountered and the groundwater conditions observed are described in more detail in the following sections and on the boring logs in Appendix A. 3.20 SURFACE MATERIALS AND FILL SOILS A surficial layer of topsoil, measuring approximately 0.1 to 0.2 feet thick, was _ encountered in test borings B-3 and B-4 and a surficial layer of concrete pavement, measuring approximately 0.4 feet thick, was encountered in test boring B-5. Fill type soils were encountered at the ground surface in test boring B-1 and 2 beneath the surface materials in test borings B-3 through B-5. The fill type soils -- generally consisted of reworked gravelly sand soils. The fill type soils encountered in test borings B-1, B-3 and B-5 contained intermixed concrete fragments. Standard Penetration Test (SPT) "N" values in the cohesionless fill soils ranged from 10 to 44 indicating the relative density of these soils varies from "firm" to _ "compact". We point out that some of the SPT "N" values maybe artificially high due to possible obstructions (concrete fragments and/or larger pieces of gravel) encountered by the split spoon sampler. 3.30 INDIGENOUS SOILS - Indigenous soils were encountered at the ground surface in test boring B-2 and beneath the fill type soils in the remaining test borings. The indigenous soils generally consisted of brown to brown-gray and black sand and gravel soils with varying amounts of intermixed silt. Zones containing intermixed cobbles were encountered at various depths and locations in the borings. The indigenous soils encountered are generally classified as SM, SP, SP-SM and GP group soils using the Unified Soil Classification System (USCS). _ Standard Penetration Test (SPT) "N" values in the cohesionless indigenous soils ranged from 5 to greater than 50, with typical values of about 11 or greater indicating the relative density of these soils is generally "firm" to "very compact". - We point out that some of the SPT "N" values may be artificially high due to possible obstructions (cobbles and/or larger pieces of gravel) encountered by the split spoon sampler. 3.40 GROUNDWATER CONDITIONS Water level measurements were made in the test borings at the completion of drilling. These measurements are noted on the subsurface exploration logs in Appendix A. Freestanding water was measured in boring B-3 at a depth of 48.8 feet upon completion of drilling and sampling. Freestanding water was not encountered in the remaining borings upon completion of drilling operations. It should be understood that adequate time may not have passed after completion of _ drilling for water to enter the drilling augers and achieve a static level prior to obtaining measurements. -- It is possible that some localized perched groundwater may also be present in some of the upper more permeable gravelly sand soils, which overlie zones of less permeable silty sand soils. Perched groundwater conditions can be more prevalent 3 particularly following heavy or extended periods of precipitation and during seasonally wet periods. It should be expected that both permanent and perched groundwater conditions - could vary with location and with changes in soil conditions, precipitation and seasonal conditions. 4.00 GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS 4.10 GENERAL Based on our analysis of the conditions encountered in the test borings, it is Empire's opinion that the proposed waterslide can be supported using conventional spread foundation design. The primary geotechnical consideration _ will be removal of existing fill type soils where present beneath proposed foundation bearing grades. The following general considerations and recommendations are provided to assist with planning for the design and construction of the proposed waterslide. More detailed recommendations are presented in the subsequent sections of this report. 1. The existing fill type soils should be removed where present beneath proposed foundation bearing grades. Soil testing information during fill placement regarding compaction, lift thickness or quality control was not available at the time this report was prepared. Due to the potential variations in lift thickness, moisture conditions, degree of compaction when the fill was placed and/or variations in the material used, it is normal practice to recommend that the existing fill soils be removed where present beneath proposed foundation bearing grades and replace the existing fill with controlled Structural Fill. Excavation depths to remove the existing fill soils beneath the foundations are generally expected to be on the order of about 2 to 6 feet bgs, based on the conditions encountered in the test borings. Actual excavation depths could vary between the test boring locations. 2. Spread foundations can be used to support the proposed waterslide. It is anticipated that spread foundations will bear directly on suitable indigenous soils, or on controlled Structural Fill (or flowable backfill), which is placed following excavation and removal of any existing fill type soils. Recommendations for Structural Fill material along with its placement and compaction are presented in Appendix B. 4 4.20 SPREAD FOUNDATION DESIGN As discussed above, spread foundations may be used for supporting the proposed waterslide. Spread foundations should bear on suitable, undisturbed indigenous - soil bearing grades or on controlled Structural Fill (or flowable backfill), which is placed over undisturbed indigenous soil bearing grades following removal of existing fill soils and any unsuitable indigenous soils. Suitable indigenous soil bearing grades should consist of relatively undisturbed indigenous sand soils, which are free of organics, soft, or otherwise deleterious conditions. The recommended suitable bearing grade depths encountered in the test borings are presented in the following table. Recommended Suitable Bearing Grade Depth for S read Foundations or Structural Fill Boring No. Suitable Bearing Grade Depth eet) B-1 6.0 B-2 1.0 B-3 2.0 B-4 6.0 B-5 4.0 - Generally, foundations or Structural Fill supporting foundations should be placed at or below the suitable bearing grade depths presented above, and in accordance with the minimum embedment depths discussed below. Subsurface conditions - away from the test boring locations may vary and require adjustments in the suitable bearing elevation based on actual conditions encountered at the time of construction. Accordingly, close inspection of the foundation bearing grades, by _, qualified geotechnical personnel, is recommended during construction. If Structural Fill is placed beneath spread foundations it must be placed beyond - the foundation limits a horizontal distance equal to at least 1.0 times the thickness of the Structural Fill layer beneath the foundation. Excavations, therefore, will need to be planned and sized accordingly. - Foundations can also be constructed on flowable backfill placed over suitable, undisturbed indigenous soil subgrades, following removal of all existing fill soils and any unsuitable indigenous soils, if determined necessary. Flowable backfill material, if used should be anon-swelling type material and should have a minimum 28-day compressive strength (f c) of 250 pounds per square inch (psi). The flowable backfill should extend at least 12 inches horizontally beyond the foundation limits for its entire depth. Spread foundations constructed on suitable bearing grades in conjunction with the - above recommendations can be sized based on a maximum net allowable bearing pressure of 3,000 pounds per square foot (psf). Actual foundation bearing pressures, in some cases, may be less based on the following recommended - minimum foundation widths. Continuous foundations should be at least 2.0 feet in width and column/individual _ foundations should be at least 3.0 feet in width. All foundations should be embedded a minimum of 4.0 feet below finished exterior grades for frost protection. It is estimated that spread foundations sized and properly constructed in accordance with our recommendations will undergo total settlement of less than 1 inch, with differential settlements of less than %2-inch. _ 4.30 RESISTANCE TO LATERAL OVERTURNING AND UPLIFT LOADS The spread foundations, which are subject to lateral or overturning loads, should - be designed for a factor of safety of 2.0 (F.S.=2.0) against lateral movement and overturning. _ Lateral soil resistance for spread foundations, which are backfilled using Suitable Granular Fill as recommended in Appendix B, can be computed based on passive earth pressures, using a passive earth pressure coefficient (I~,) of 3.0 and a soil unit - weight of 110 pcf. In addition to the passive soil resistance, sliding resistance can be computed based on a soil subgrade/concrete foundation interface friction factor of 0.35. Uplift design for spread foundations should be based on the uplift resistance of the backfill soils and the foundation structure. The weight of the soil column above the foundation, extending out at a maximum angle of 20 degrees, from the vertical line above the edge of the foundation, can be added to the weight of the foundation when computing the uplift resistance. The weight of the soil column may be _ computed based on a unit weight of 110 pounds per cubic foot provided the backfill is a Suitable Granular Fill, which is placed and compacted in accordance with our recommendations in Appendix B. 6 4.40 SITE PREPARATION AND CONSTRUCTION 4.40.1 Construction Dewaterin -- Permanent groundwater conditions are not expected to be encountered within relatively shallow foundation excavations based on the conditions encountered in the test borings. Construction dewatering will be required `- for control of surface water and for any excavations that may encounter perched or trapped groundwater conditions. Surface water should be diverted away from and prevented from accumulating on exposed soil subgrades. Construction dewatering for surface water control, and for excavations which encounter perched groundwater conditions, should be implemented in conjunction with excavation work such that the work generally proceeds in _ the dry. Groundwater levels should be maintained below the proposed excavation bottom. It is anticipated that diversion berms, proper site grading, cut-off trenches, and sump and pump methods of dewatering in conjunction _ with a Structural Fill layer, if necessary, will be sufficient to control surface water and perched groundwater conditions. 4.40.2 Excavation and Foundation Construction Excavation to the proposed bearing grades for foundation construction _ should be performed using a method, which reduces disturbance to the bearing grade soils, such as a backhoe equipped with a smooth blade bucket. All disturbed or otherwise deleterious materials, beneath proposed ,_ foundation bearing grades, should be removed. The indigenous soil bearing grades should be observed and evaluated by a representative of Empire, prior to placement of the overlying Structural Fill, flowable backfill and/or foundation. Placement and compaction of Structural Fill beneath foundations should also be observed and tested by a representative of Empire. All bearing grades for foundation construction should be protected from precipitation and surface water. Water should not be allowed to accumulate on the soil bearing grades and the bearing grades should not be allowed to -- freeze, either prior to or after construction of foundations. If bearing grades are not protected and degrade, they must be undercut and removed accordingly. Foundation excavations should be backfilled as soon as possible and prior to construction of the superstructure. We recommend that the foundation 7 backfill consist of a Structural Fill or Suitable Granular Fill, as -- recommended in Appendix B. The existing fill and indigenous soils excavated for foundation construction may be reused as backfill provided they meet the requirements for Suitable Granular Fill, as described in Appendix B. 5.00 CONCLUDING REMARKS This report was prepared to assist in planning the design and construction of the proposed Tornado Waterslide planned at The Great Escape and Splashwater Kingdom theme park located at 1172 Route 9 in the Town of Queensbury, New York. The report has been prepared for the exclusive use of Great Escape Theme Parks, LLC and other members of the design team, for specific application to this site and this project only. The recommendations were prepared based on Empire Geo-Services, Inc.'s understanding of the proposed project, as described herein, and through the application of generally accepted soils and foundation engineering practices. No warranties, expressed or implied are made by the conclusions, opinions, recommendations or services provided. Empire Geo-Services, Inc. should be informed of any changes to the planned construction so that it may be determined if any changes to the recommendations presented in this report are necessary. Empire Geo-Services, Inc. should also review final plans and specifications to verify that the recommendations were properly interpreted and implemented. Important information regarding the use and interpretation of this report is presented in Appendix C. Respectfully Submitted: EMPIRE GEO-SERVICES, INC. ~~ Tod M. Kobik, P.E. Geotechnical Engineer - And Project Manager 8 FIGURES +ay jr..' 'ri/ ..+'.' ~. '•''rrr ~~~ ~ ~. .I ~ .i i,`, , .`_. .~~~_ rO rl 1 1 ~,/ .. U !yr ~ 5' ,~#,rf.• ,• f,-i~~``,,: ~ •'.l j',, ,~• ! b. , { f I ~ ,3yr 1 % r '~•~ '• ~~~...~ _ 'J SS .':ai ~ rJ~;. ~.I._- - .r I i ! i~~l ~ { ~ +..~' !S• ~i ~y r• '~r yl) '`.~ "'.~ ~_ ~fa• it j' r :' ~! !... !! `.•;~I,...r, ~' : 1 t} .o '~ .'~ ~ ~~"Rt~ l 4'':~. r'IL:~';..i_::..:.;~= ~ ,1~ '' .`_3,~ j rr 1 t +~l.e.;'• wit. 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S` •~`... •'~`. _ „~, _ ~~ `5i, •"'_ t at 2 ^'y'Y"~, ;~~~;f~•.y •aµ, .~1~.' l.'' tom,, ` r:^ : : i f i ~~4~''•`-+ • ~ '~ ..; .u.. ' ~ ..y„ a' s ~ .~{',y.,'`• ,. .'.': r t _.. d i" ,1 1 . j'';~/,~' 'i r •.. T y { '~' a ~ ;~-~~,A ~. t ~ r-'4SY .~`c ~~~ +~~ rre' a"~. I :~~/' ;.r~ r ,i •t •,s ":AFT' ~.'.1 - ` ~ ~ ' ~ i~ r` ~ \!• I r:uy'r r ~ .n '., L'~: • • t~ • . ' ~ Ill . ~ '-l l: 'r•4 ~ !•1 t~ 1, ,rµ~}"a,.s ~ ~`.•rn~ Iw ~ ~~% st, r4. .Y. 4•h,,, s .t ?~f/ t /' y ~ ~~; I , r~.. .r. .us ..~ + ~r w •"'y'' y 1'+r~ i ~i ~ ~ ~ ,. :11i ~Oi~Y,S!' J" "_.x~~ ,~~.~ U. r• - ~~ ~ ~ ,t ~~~: SITE ~ ~;~ /~ ~4 SCALE 1:24,000 ' ~/s 0 1 MILE Iooo o Iooo soon aooo +ooo sooo sooo ~ooo FEET 1 •5 O 1 KILOMETER SOURCE: GLENS FALLS (NY) 7.5' SERIES QUADRANGLE, ORIG. DATE 1966 EMPIRECsEO a subsfdlary of SJB Services, lac. SITE LOCATION MAP NEW TORNADO WATERSLIDE THE GREAT ESCAPE AND SPLASHWATER KINGDOM ROUTE 9 QUEENSBURY, NEW YORK SCALE: AS SHOWN DATE: 12/06 DRAWN BY: HG REVD BY: TMK DWG. FILE: SITE MAP PROJ. No.: AE-O6-055 DRAWING No.: ADVENTURE RIVER C~ C PROPOSED WATER SLIDE EMPIRE - S~ .T.S. [~ ~ ~ G] ~ DATE: 12/06 a subsid/ary of S)! Strvlees, lac. DRAWN BY• HG SUBSURFACE EXPLORATION PLAN REVD BY: TMK NEW TORNADO WATERSLIDE THE DWG. FlLE: BORING PLAN GREAT ESCAPE AND SPLASHWATER KINGDOM PRDJ. No.• AE-os-ors ROUTE 9 QUEENSBURY, NEW YORK DRAWING No.: 2 APPENDIX A SiFBSURFACE EXPLORATION LOGS DATE: PROJ. NO. AE-06-055 START 12/8/2006 SJB SERVICES, INC. HOLE No. B-1 FINISH 12/8/2006 SUBSURFACE LOG SURF. ELEV. G.S. SHEET 1 OF 1 G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: The Great Escape Queensbury, New York DEPTH ~ BLOWS ON SAMPLER REC. SOIL OR ROCK ~H'~ Z 0/8 8/12 12118 16/24 N ~n'~ CLASSIFICATION NOTES 1 3 24 20 13 44 0.4 FILL: Brown Compact fine SAND, trace gravel Silt Dry , , 2 6 5 5 4 10 0.1 (Firm, Moist) ~_ 5 3 8 5 5 8 10 0.4 (Contains Concrete Fragments) 4 17 19 30 43 49 1.8 ------------------------------------------------------------------------------------------- Brown Compact fine to medium SAND little gravel , , little silt, Moist (SM) 5 19 23 36 41 59 0.4 (Very Compact, contains cobbles) 10 6 9 23 11 7 34 1.2 °------°----------------------------°--------------°----------------------------------- Brown and Black Compact fine to medium SAND , little silt, trace gravel, Moist (SM) - 15 7 4 9 8 7 17 0.5 (Brown, Firm, Grades to "trace" silt, SP) - zo 8 11 28 11 6 39 0.5 (Compact, Grades to "fine to coarse" SAND "Some" , Gravel, contains cobbles Boring Terminated at 22.0' Freestandin water was _ g not encountered u on -25 p completion of drilling and samplin g. _ 30 - 35 - 40 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 Geotechnical Engineer METHOD OF INVESTIGATION ASTM D1586 using 4.25" I.D. Hollow Stem Au ers All recovered samples will be retained for approximately sixty (60) days, at which time the samples will be destroyed unless directed otherwise. DATE: START 12/8/2006 SJB SERVICES INC. PROJ. NO. AE-06-055 ~ HOLE NO. B-2 FINISH 12/11/2006 SUBSURFACE LOG SURF. ELEV. G.S. SHEET 1 OF 1 - G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: The Great Escape Queensburv New York DEPTH ~ BLOWS ON SAMPLER REC. SOIL OR ROCK ln) <z 0/6 6/12 12N8 18/24 N ~tt'I CLASSIFICATION NOTES 1 3 3 6 12 9 1.5 Brown Loose fine SAND trace gravel trace silt D SP , , , ry ( ) 2 14 12 13 17 25 1.6 (Firm, Grades to "little" silt SP-SM) , 5 3 12 90 40 22 13 0 0.5 (Very Compact) 4 11 16 13 22 29 1.8 (Firm, Grades to "trace" silt Contains Cobbl SP , es, ) 5 9 10 9 6 19 0.8 (Grades to "little" gravel) ~o 6 14 14 9 7 23 0.8 (Grades to "fine to medium" SAND) 15 7 7 6 5 6 11 1.3 (Grades to "trace" gravel) zo 8 5 6 8 6 14 NR NR = No Recovery Boring Terminated at 22 0' . Freestanding water was z5 not encountered with ' augers at 20.0 over the weekend. 30 35 40 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: ViSUaI by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 Geotechnical En ineer METHOD OF INVESTIGATION ASTM D1586 using 4.25" I.D. Hollow Stem Augers All recovered samples will be retained for approximately sixty (60) days, at which time the samples will be destroyed unless directed otherwisa_ DATE: START 12/11/2006 SJB SERVICES INC PROJ. NO. AE-06-055 , . HOLE NO. B-3 FINISH 12/12/2006 SUBSURFACE LOG SURF. ELEV. G.S. SHEET 1 OF 2 G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: _ The Great Escape Queensbury New York DEPTH ~ ~ BLOWS ON SAMPLER REC. SOIL OR ROCK lnl a oia ei12 1y1a ~s~2a N (n) CLASSIFICATION NOTES 1 4 6 12 28 18 1.2 FILL: Brown Firm fine to medium SAND, Some Gravel 0.2' Topsoil at ground trace silt, concrete fragments: Dry ---------------------------------------------------- surface. 2 31 28 16 29 44 0.8 __-_--_ Brown Compact fine to medium SAND, Some Gravel, trace silt, cobbles, Dry (SP) 5 3 24 50 81 77 131 0.4 (Very Compact) 4 19 22 22 15 44 0.4 (Compact) 5 13 8 5 3 13 0.2 (Firm) 10 6 13 8 2 1 10 0.2 15 --°---------------------------- 2 11 8 10 19 0.3 ---------°-------------------°------------° Brown Firm fine to coarse SAND and GRAVEL, trace silt, Very Moist, SP 20 8 23 27 45 10 72 0.3 (Very Compact, Contains Cobbles) 25 9 4 10 14 14 24 0.9 (Firm, Grades to "little" gravel, Moist) 30 10 5 13 13 15 26 1.7 (Grades to "trace" gravel) 35 11 5 21 31 34 52 1.6 Freestanding water was not encountered with augers at 35.0' o vernight. 40 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 Geotechnical Engineer METHOD OF INVESTIGATION ASTM D1586 using 4.25" I.D. Hollow Stem Au ers All recovered samples will be retained for approximately sixty (60) days, at which time the samples will be destroyed unless directed otherwise. DATE: START 12/11/2006 FINISH 12/12/2006 SHEET 2 OF 2 SJB SERVICES INC. ~ SUBSURFACE LOG PROJ. NO. AE-06-055 HOLE NO. B-3 SURF. ELEV. G.S. G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: The Great Escape Queensburv New York DEPTH ~ i BLOWS ON SAMPLER REC. SOIL OR ROCK (n.> ois uiz ~zr~a ian4 N (n,) CLASSIFICATION NOTES 12 2 6 8 16 14 1.7 45 13 9 25 87 56 112 0.5 50 14 9 13 17 27 30 1.0 Brown Firm fine SAND, trace silt, Moist (SP) (Brown-Gray, Very Compact, Very Moist) (Compact, Grades to "AND" GRAVEL, Wet) Boring Terminated at 52 0' . Freestanding water was s5 encountered at 48.8' upon completion of drilling and sampling. so 65 70 75 80 N = N0. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 __ Geotechnical En ineer METHOD OF INVESTIGATION ASTM D1586 usin 4.25" I.D. Hollow Stem Augers All recovered samples will be retained for approximately sixty (Ii0) days, at which time the samples will be destroyed unless directed otherwise- DATE: START 12/12/2006 FINISH 12/12/2006 SHEET 1 OF 1 SJB SERVICES, INC. SUBSURFACE LOG PROJ. NO. AE-06-055 HOLE NO. B-4 SURF. ELEV. G.S. G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: The Great Escape Queensbury, New York DEPTH O BLOWS ON SAMPLER REC. SOIL OR ROCK (h~) Z 0/8 8/12 12/1 8 18/24 N tn'~ CLASSIFICATION NOTES 1 4 6 4 5 10 1.0 FILL: Brown Firm fine to medium SAND trace silt 0 1' T , , little gravel, Moist . opsoil at ground f 2 4 4 14 13 18 1.0 sur ace. s 3 5 15 17 23 32 1.0 (Compact) 4 69 38 66 ioo/.z 104 0.9 ------------------------------------------------------------------------------------------- Brown Very Compact fine to coarse GRAVEL and SAND , Cobbles, trace silt, cobbles Dry (GP) 5 42 53 35 53 88 1.3 , 1o REF =Sam le S oon 6 38 68 ioo/.a RE 0.8 p p R f l e usa . 7 ioo/.a RE NR Possible Boulder NR = No Recove Boring Terminated with Auger Refusal at 13 9' F t i 1s . rees and ng water was not encount d ere upon l ti comp e on of drilling d li an samp ng. 20 zs 30 - 35 - 40 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: Vlsual by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 Geotechnical Engineer METHOD OF INVESTIGATION ASTM D1586 using 4.25" I.D. Hollow Stem Augers All recovered samples will be retained for approximately sixty (60) days, at which time the samples will be destroyed unless directed otherwise. DATE: START 12/11/2006 SJB SERVICES INC PROJ. NO. AE-06-055 , . HOLE NO. B-5 FINISH 12/11/2006 SUBSURFACE LOG SURF. ELEV. G.S. SHEET 1 OF 1 G.W. DEPTH See Notes PROJECT: Tornado Water Slide LOCATION: The Great Escape Queensbury, New York DEPTH BLOWS ON SAMPLER REC. SOIL OR ROCK ln.~ 0/6 8/t2 12/18 18/24 N ~s'1 CLASSIFICATION NOTES 1 - 3 9 17 26 0.4 FILL: Brown Firm fine to medium SAND, Some Gravel, 0.4' Concrete at ground trace silt, trace concrete fragments, Dry surface. 2 22 11 13 8 24 1.0 (Grades to "trace" gravel) 5 3 8 3 2 2 5 1.2 ------------------------------------------------------------------------------------------- Brown Loose fine SAND, trace silt, Moist (SP) 4 4 7 12 8 19 1.6 (Firm) 5 1 3 2 3 5 1.2 (Loose, Grades to "trace" gravel) ~o REF =Sample Spoon 6 23 33 ioo/.a RE 1.0 (Very Compact, Grades to "little" gravel, Contains Cobbles) Refusal. NR = No Recovery 15 7 100 RE NR zo 8 58 ioo/.a RE 0.3 z5 Boring Terminated with Auger Refusal at 23.6' Freestanding water was not encountered upon completion of drilling and sampling. 30 35 40 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: W. Bosworth DRILL RIG TYPE : CME-75 Geotechnical En ineer METHOD OF INVESTIGATION ASTM D1586 using 4.25" I.D. Hollow Stem Augers All recovered samples will be retained for approximately sixty (60) days, at which time the samples will be destroyed unless directed otherwise. DATE STARTED FINISHED SHEET OF PROJECT 0 N Z ~ a a ~ ~ SJB SERVICES, INC. SU6SURFACE LOG BLOWS ON o~ SAMPLER ~ Z 8 1 18 JOv~ 1z 19 z4 N mc~ 5 ~1 ~ 3 \ TABLE I ~~ Split Spoon Sample Shelby Tube Sample ® Geoprobe Macro-Core Auger or Test Pit Sample ' Rock Core SOIL OR ROCK CLASSIFICATION -3' TOPSOIL Brown SILT, some Sand,. trace clay, ML (Moist-Loose) Gray SHALE, medium hard, weathered, thin bedded, some fractures ~7 (numberod featuros explained on roverse) TABLE II Identification of soil type is made on basis of an estimate of particle sizes, and in the case of fine grained soils also on basis of plastic'dy. Soil Typs Soil Particle Stzs Boulder >12" Cobble 3" - .12" Gravel -Coarse 3" - 3/4" Coarse Grained - Fine 3/4" - ~4 (Granular) Sand -Coarse #4 - #10 -Medium #10 - #40 - Fine #40 - #200 Silt -Non Plastic (Granular) <#200 Fine Grained. Clay -Plastic (Cohesive) TABLE IV _, The relative compactness or consistency is described in accordance with the following terms: Granular Soils Cohesive Soils Term Blows r Foot. N Tsrm Blows Foot, N Very Loose 0 - 4 Very Soft 0 - 2 Loose 4 - 10 Soft 2 - 4 Firm 10 - 30 Medium 4 - 8 Compact 30 - 50 Stiff 8 - 15 Very Compact >50 Very Stiff 15 - 30 Hard >30 (Large particles in the soils will often significantly influence the blows per foot recorded during the penetration test) ~ TABLE VI Rock Clasaification Term Hardness -Soft - Medium Hard - Hard -Very Hard Weathering -Very Weathered - Weathered - Sound Meaning Scratched by fingernail Scratched easily by penknife Scratched with difficulty by penknife Cannot be scratched by penknife Judged from the relative amounts of disintegration, iron staining, core recovery, clay seams, etc. LOCATION PROJ. No. HOLE No. SURF. ELEV. G.W. DEPTH TABLE III NOTES Groundwater at 10' upon completion, and 5' 24 hrs. after completion Run#1, 2.5'-5.0' 9 9570 Recovery 507: ROD 10 The following terms are used in classifying soils consisting of mixtures of two or more soil types. The estimate is based on weight of total sample. Term Percent of Total Same "and" 35 - 50 "some" 20 - 35 "little" 10 - 20 "trace" less than 10 (When sampling gravelly soils with a standard split spoon, the true percentage of gravel is often not recovered due to the relatively small sampler diameter.) TABLE V Varved Horizontal uniform layers or seams of soil(s). ~r Soil deposit more than 6" thick. Seam Soil deposit less than 6" thick. Parting Soil deposit less than 1/t3" thick. Laminated Irregular, horizontal and angled seams and partings of soil(s). Rock Classification Tsrm tAsoning Bedding -Laminated (<1'~ - Thin Bedded (1" - 4~ - Bedded (4" _ 1P' Natural breaks - Thick Bedded (12" - 36' in Rock Layers - Massive (>36'~ (Fracturing refers to natural breaks in the rock oriented at some angle to the rock layers) APPENDIX B FILL MATERIAL AND EARTHWORK RECOMMENDATIONS APPENDIX B FILL MATERIAL AND EARTHWORK RECOMMENDATIONS I. Material Recommendations A. Structural Fill Structural Fill should consist of a crusher run stone, free of clay, organics and friable or deleterious particles. As a minimum, the crusher stone should meet the requirements of New York State Department of Transportation, Standard Specifications, Item 304.12 M -Type 2 Subbase, with the following gradation _ requirements. Sieve Size Percent Finer _ Distribution b Wei t 2 inch 100 %4 inch 25-60 - No. 40 5-40 No. 200 0-10 All fill and/or backfill placed beneath spread foundations should consist of Structural Fill. B. Suitable Granular Fill Suitable soil material, classified as GW, GP, GM, SW, SP and SM soils using the _ Unified Soil Classification System (ASTM D-2487) and having no more than 85- percent by weight material passing the No. 4 sieve, no more than 20- percent by - weight material passing the No. 200 sieve and which is generally free of particles greater than 6 inches, will be acceptable as Suitable Granular Fill. It should also be free of topsoil, asphalt, concrete rubble, wood, debris, clay and other deleterious - materials. Suitable Granular Fill can be used as foundation backfill and as subgrade fill to raise site grades beneath slab-on-grade construction. C. General Fill General Fill may be used for backfill in non-loaded areas outside of slab-on-grade - and paved areas. General Fill should be free of topsoil, organics, debris and deleterious materials and should be of a moisture content suitable for proper compaction. B-1 II. Placement and Compaction Requirements All controlled fill placed beneath foundations, slab-on-grade construction, pavement construction, utilities, and backfill placed above/against foundations should be compacted to a minimum of 95 percent of the maximum dry density as measured by the modified Proctor test (ASTM D1557). Fill placed in non-loaded grass areas can be compacted to a - minimum of 90 percent of the maximum dry density (ASTM D 1557). Placement of fill should not exceed a maximum loose lift thickness of 6 to 9 inches with the - exception of subbase courses beneath slab on grade and pavement construction, which can be placed in a single lift not exceeding 12 inches. The loose lift thickness should be reduced in conjunction with the compaction equipment used so that the required density is attained. Fill should have a moisture content within two percent of the optimum moisture content prior to compaction. Subgrades should be properly drained and protected from moisture and - frost. Placement of fill on frozen subgrades is not acceptable. It is recommended that all fill placement and compaction be monitored and tested by a representative of Empire Geo- Services, Inc. III. Quality Assurance Testing The following minimum laboratory and field quality assurance testing frequencies are recommended to confirm fill material quality and post placement and compaction conditions. These minimum frequencies are based on generally uniform material properties _ and placement conditions. Should material properties vary or conditions at the time of placement vary (i.e. moisture content, placement and compaction, procedures or equipment, etc.) Then additional testing is recommended. Additional testing, which maybe necessary, - should be determined by qualified geotechnical personnel, based on evaluation of the actual fill material and construction conditions. A. Laboratory Testing of Material Properties • Moisture content (ASTM D-2216) - 1 test per 4000 cubic yards or no less than 2 - tests per each material type. • Grain Size Analysis (ASTM D-422) - 1 test per 4000 cubic yards or no less than - 2 tests per each material type. • Liquid and Plastic Limits (ASTM D-4318) 1 test per 4000 cubic yards or no less than 2 tests per each material type. Liquid and Plastic Limit testing is necessary - only if appropriate, based on material composition (i.e. clayey or silty soils). • Modified Proctor Moisture Density Relationship (ASTM D-1557) 1 test per - 4000 cubic yards or no less than 1 test per each material type. B-2 B. Field In-Place Moisture/Density Testing (ASTM D-3017 and ASTM D 2922 • Backfilling along trenches and foundation walls - 1 test per 50 lineal feet per lift. - • Backfilling Isolated Excavations (i.e. column foundations, manholes, etc.) 1 test per lift. • Filling in open areas for slab-on-grade and pavement construction - 1 test per 2500 square feet per lift. B-3 APPENDIX C INFORMATION REGARDING THIS GEOTECHNICAL ENGINEERING REPORT GEOTECHNICAL REPORT LIMITATIONS Empire Geo-Services, Inc. (Empire) has endeavored to meet the generally accepted standard of care for the services completed, and in doing so is obliged to advise the geotechnical report user of our report limitations. Empire believes that providing information about the report preparation and limitations is essential to help the user reduce geotechnical-related delays, cost over-runs, and other problems that can develop during the design and construction process. Empire would be pleased to answer any questions regarding the following limitations and use of our report to assist the user in assessing risks and planning for site development and construction. PROJECT SPECIFIC FACTORS: The conclusions and recommendations provided in our geotechnical report were prepared based on project specific factors described in the report, such as size, loading, and intended use of structures; general configuration of structures, roadways, and parking lots; existing and proposed site grading; and any other pertinent project information. Changes to the project details may alter the factors considered in development of the report conclusions and recommendations. Accordingly, Empire cannot accept responsibility for problems which may develop if we are not consulted regarding any changes to the project specific factors that were assumed during the report preparation. SUBSURFACE CONDITIONS: The site exploration investigated subsurface conditions only at discrete test locations. Empire has used judgement to infer subsurface conditions between the discrete test locations, and on this basis the conclusions and recommendations in our geotechnical report were developed. It should be understood that the' overall subsurface conditions inferred by Empire may vary from those revealed during construction, and these variations may impact on the assumptions made in developing the report conclusions and recommendations. For this reason, Empire should be retained during construction to confirm that conditions are as expected, and to refine our conclusions and recommendations in the event that conditions are encountered that were not disclosed during the site exploration program. USE OF GEOTECHNICAL REPORT: Unless indicated otherwise, our geotechnical report has been prepared for the use of our client for specific application to the site and project conditions described in the report. Without consulting with Empire, ourgeotechnical report should not be applied by any party to other sites or for any uses other than those originally intended. CHANGES IN SITE CONDITIONS: Surface and subsurface conditions are subject to change at a project site subsequent to prepartation of the geotechnical report. Changes may include, but are not limited to, floods, earthquakes, groundwater fluctuations, and construction activities at the site and/or adjoining properties. Empire should be informed of any such changes to determine if additional investigative and/or evaluation work is warranted. MISINTERPRETATION OFREPORT: The conclusions and recommendations contained in our geotechnical report are subject to misinterpretation. To limit this possibility, Empire should review project plans and speciftcations relative togeoteclinical issues to confirm that the recommendations contained in our report have been properly interpreted and applied. Subsurface exploration logs and other rpeort data are also subject to misinterpretation by others if they are separated from the geotechnical report. This often occurs when copies of logs are given to contractors during the bid preparation process. To minimize the potential for misinterpretation, the subsurface logs should not be separated from our geotechnical report and the use of excerpted or incomplete portions of t1:e report should be avoided. OTHER LIMITATIONS: Geotechnical engineering is less exact than other design disciplines, as it is based partly on judgement and opinion. For this reason, our geotechnical report may include clauses that identify the limits of Empire's responsibility, or that may describe other limitations specific to a project. These clauses are intended to help all parties recognize their responsibilities and to assist them in assessing risks and decision making. Empire would be pleased to discuss these clauses and to answer any questions that may arise.