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01054.89 240523 Bobcat Portal Cert Ltr Bndr t Office Use Only PRINCIPLE STRUCTURE PERMIT APPLICATI ON .`""" Permit#: 2-02-A ^ .\=1 ) 4 `� -----j Permit Fee:$ 8 Town of Queensbury 742 Bay Road, Queensbury, NY 12804 *Rec Fee: $ NIA—00 YYWY1 yrily.." P: 518-761-8256 www.queensbury.net Invoice#: Flood Zone? Y D Reviewed By: MS Project Location: 1172 US Route 9, Queensbury, NY 12804 Tax Map #: 288.20-1-20 Subdivision Name: N/A *TOWN BD.RESOLUTION 385-2020:$1000 recreation fee for new dwelling units:single family,duplexes/two-family, multiple family, apartments, condominiums,townhouses, and/or manufactured &modular homes, but not mobile homes.This is in addition to the permit fee(s). PROJECT INFORMATION: Residential X Commercial, Proposed Use: Portal/Sign for Bobcat Roller Coaster Ride Single-Family: Two-Family Multi-Family (#of units: ) 1. Custom 2. _Modular(REQUIRED: NYS stamped engineered drawings of foundation plans) Townhouse Garage (#of cars ) Business Office Retail Hotel/Motel Industrial Heated Warehouse/Storage Building Unheated Warehouse/Storage Building Amusement Ride Other (describe: ) MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST floor: 6' x 20'± = 120sf± 1ST floor: 2nd floor: 2"d floor: 3rd floor: Total square feet: Basement(habitable space): Total square feet: 6' x 20'± = 120sf± Principle Structure Packet Revised March 2022 ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction:$ 25,000 2. Proposed use of the building: 3. If Commercial or Industrial, indicate the name of the business: Great Escape Six Flags 4. Source of Heat: Gas Oil Propane Solar Other: N/A (Fireplaces need a separate Fuel Burning Appliances &Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan? YES X NO Explain, if yes: 6. Are there any easements on the property? YES X NO 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? b. Is this a corner lot? YES X NO c.Will the grade be changed as a result of the construction? YES X NO d. What is the water source? X PUBLIC PRIVATE WELL e. What type of wastewater system is on the parcel? SEWER PRIVATE SEPTIC DECLARATION: 1. I acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans, additional reviews and re-approval. 2. If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. I certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. I acknowledge that prior to occupying the facilities proposed I,or my agents,will obtain a certificate of occupancy. 5. I also understand that I/we are required to provide an as-built survey by a NYS licensed land surveyor of all newly constructed facilities prior to issuance of certificate of occupancy. I have read and agree to the above: PRINT NAME: -Q -CCO\ oo d • SIGNATURE: DATE; Principle Structure Packet Revised March 2022 CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): Great Escape Theme Park, LLC (Rebecca Wood, President) Staff Contact: Dean Hyatt, Facilities Manager Mailing Address, C/S/Z: PO Box 543185, Dallas, TX 75357 Cell Phone: ( ) Land Line: ( 518 ) 792-3500 Email: rwood@sftp.com • Primary Owner(s):. Name(s): Great Escape Theme Park, LLC (Rebecca Wood, President) Staff Contact: Dean Hyatt, Facilities Manager Mailing Address, C/S/Z: PO Box 543185, Dallas, TX 75357 Cell Phone: j ) Land Line: ( 518 ) 792-3500 Email: rwood@sftp.com ® Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the back of this form) Contact Name(s): Dean Hyatt Contractor Trade: All proposed work to be completed by Great Escape Theme Park staff Mailing Address, C/S/Z: 1172 State Route 9, Queensbury, NY 12804 Cell Phone: ( 518 ) 812-9345 Land Line: ( 518 ) 792-3500 ext. 3319 Email: dhyatt@sftp.com **Workers' Comp documentation must be submitted with this application** • Architect(s)/Engineer(s): Business Name: RU HOLMES Engineers, PLLC Contact Name(s): Robert U Holmes II, RE. Mailing Address, C/S/Z: 12 East Washington Street, Glens Falls, NY 12801 Cell Phone: ( ) Land Line: ( 518 ) 792-2907 Email: bholmes@,ruhengineers.com Contact Person for Compliance in regards to this project: Dean Hyatt Cell Phone: ( 518 ) 812-9345 Land Line: ( 518 ) 792-3500 ext. 3319 Email: dhyatt@sftp.com Addition/Alteration Application Revised June 2022 '1-1 i i ' I -I 1 I_ I I l i __ �-1 I I -46 xlk idoilfeteLikire.i) /r2"/ t:a I I_ „ , , „ „ , ---ci 1 ,r---(1_, --r firilf:113— I I I I ` _kip_ : :...--,: i' ' ----77-_-_-7.7------ crin 1_1\ 4 11 i ) i 1 1 L67L,yi.�; -ter A,.,--1S i 1 1 . r ____ _____. �_ -_ 1 1 I Eath ' I _� I I i __, 1: - . , - - - _- --- -- - Imiii i-- 1 I ) J 1 -:,,:,ter 1r 14ti 1 1 li,tLa:^5+-__-(Re c.i6cI - —I i41 y i_6 6x'Let -!�---l a-_--61I1 = Sd ,3 k1 l 1 1 1 IAye rLUL.41i I 5!L4eZ. 5z,-I.,it cote--1 ,s 1 ____ oft:. 16 I 4c<1'✓ a i cf� _ 0 oI1I�— II _—_ T —] i I E Li 6 Ay;./lty i_l �5- i I AliI S ,SgL,.12 I lY ah 2.33 1 - -- !— lic 6.1ii� ! i 1 I 1 1 l i �,�,IW��t1�f, 1 i i l l l I I _ I S;'��-, i--f 4v-,� coo i 1 ,. rz 62 ;sec I I_- —I ,1 1 I �, J I I 1 1 he ,,�i �la(c.lrz?rl��� �'sp�I �/��5 `ate _ �% /v'�a�`l R� �7�Tc I ®Cn4,„ _ . I _I -- L - 119_,012( zs)_± 5.i(4 ) +162.�6 52174i ¢ 5a _ fr $0 9z6-! . 1- - i IbieICQ-,t �'1A,-1�)c.L�®1 � ,� � Ke� l14r;4/I ��` I I I F 1 Crc4,.<.e6k) IA 2 y) I:-4111,_ _(11. - I 6 5 Ills _ I ( I I - _16 . - i - 1 {�cr H 1�, 0d✓ ' -v.I I il D b R I - — I — I— I✓'t ISi, l, (3--—-`Y - I 1 - -- y j ` .cy: ° l _�' � I c= � Q ti) h + ?'4'OcIkkr 240410-) 1 1 1-- I I i1 2 I 1 1 1 L 1 -:I. 00.00206 �I � ) - `'i' - - may1 )Q ( S (6!� p_� '`` I —i lI I I I �_-- I I l —1 I 1 I 1 1 17 ; 1 l I I 1 I 1 I I I I 1 � I I I 1 I I � 1 1 1L116A 1 1111 3/21 F_ IN 9 Li di r.� Y° to vepe�a I 1,. '`' 1 I \ .j -C( 1 I Beei a 1 al ' la . I l&---,- -----hi 4.... ..._..---. i f M s- . I 1 1 T1J117 i! 1 ; _, — 1 J,� His i4 ,a` 1 T jam - 64._ i . mem i e. G a. : , ,F-4 IcrArl,_.:: ky 1 .b,(a. 5s),(1. -4 ILM 2- i 6 . i Ul 5i6401 Z f XI X °6 c.. I E.,c.4sit 1 I ifit.z. 0. - !moo, (Li 6 / 4) J27,6S, .i? --e. zik. 1 1 (c.,..--, i,,,.-kv 1 1 1 bA_I_F. 6________JILta3.2„ ..do' -,..., I zh3i-Pi' -li la 1 (f_4_2544 111)1 1 15 i 1 .41. IL tO. - v? = I Z�o I Lebo s,,+; ion,: _0 - F'I _ 99€ a.►b 1,1 111 _ 1 I . 1 1 , - , E 1 1— i_ � , � i I _ 3 l_ 'br4; ._ 5 > - v.,�, I e _____-3_---T.Ii_zdc.,-- - 1 - NE,f -=c5\Ilv ___L__ 1 J i 1 lc. 1. ,,,-.1 .7s,i,. 4? -117 1.0_5; . T ®®®® FF 1 I 1 • , 1 � � I 6' ___ ;s--� I4, ° 9 .4 5�s 5 �� _spas 10_1/96 IIII1 1 1 1 1 1 l 1 1 1 1 1 1 I I I 1 1 1 1 I I I � I I i I i __i i ' --� _I -' ! '- I I �f I I � I I _ ! I T _ � I ( -I �-- -� L- )-i I ( I ! 1 � �- - - i I I _- � -__ I I 11 1 i I- - I 1 , L , I !. --- _ i t i IIII . L I I _ I i L I I I L-i_ I . L : 1 L . � ( -- ; I 1 I . I1 [ I I . I I I I . . F I , E 111 1 1 1 1 0s1 __ 1 I 1 Hill i- 4 1 i !-� I, I 111 Ill 1 --fru 1 1 7r-i- -? i , ii, , 1 1 1 1 1 1 I� i I �I---I; 1 1 1 I 1 I 111 I �I l i r r.— a Lvt r 7✓�� I 1 1 i-( i I 1 1 ( 7I'-61 }.it i T I ! 11 .I�/��. t�JL/ _I ' ®' - I L I ' 1 I I I ( �Zzi 1 .yl 3 . I�<. J L 1 i 1 1 L I L 1 l i l I I-- r -( l _ ! I ) I ( _ . I 1 1 ll 0 1 I 1 1 11 1 1 J IH-- j rI ' I 1 !____ - i I _ 1r, �4I0� � l i1 1 11 vizgirf r I I ( 1 , 1 ( 1 I HI I 1 _I III J 1 LF 11 I LI I i , , ASCE' ASCE Hazards Report AMERICAN SOCIETY OF CMVIL ENGINEERS Address: Standard: ASCE/SEI 7-10 Latitude: 43.350732 1172 State Route 9 Risk Category: II Longitude: -73.691988 Queensbury, New York Soil Class: D Stiff Soil Elevation: 409.965628378086 ft(NAVD 12804 88) ris: j.:i., i ..:.c :::".,.ziw.t 7#7.,.4.2ti:47:Warr : . t1/4, fry. : .:( = '-_..;.:0 .. YI `, .3 Fy. „ .•'.,w% N.;<;,-$S ' !•' ' \iiik .64. ,..,._,. ..,, ,_,..„,....,.______.„ • . . ... _ ., ?.?,.:,.ti,.... . ,,,_.:, ., % .0,...._. ,— .-----,- . .. . ,.:- .,,LL,,-- -..,..,•:4,.. _.:.•,-• • ....,ettz..-0.7,,,,,_,... .,,,„4-,_„, .., •_. y .. ';a:.,..-_. -_,.(. -i V V:62 r Wind Results: Wind Speed 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, and Section 26.5.2, Date Accessed: ifmrprgat2iisiwyy4ata of March 12, 2014 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. https://ascehazardtool.orq/ Page 1 of 6 Tue Mar 26 2024 , . ASCE' AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss : 0.237 SDI : 0.131 Si : 0.082 TL : 6 Fa : 1.6 PGA: 0.12 F : 2.4 PGA M : 0.187 SMs : 0.379 FPGA : 1.56 SM, : 0.196 le : 1 Sps : 0.252 Sias is DesignDesign I6RFelb&Viignse Spectrum 0.30 Design Response Spectrum VII 0.35 0.25 . t -.0 0.30 t - .4 0.20 �g • 0.25 -----0" . s 0.15 t`_. 0.15 - .. : ' -_ 0.10 I_ - 1 - 0 05 - P 0.05 Y, r - 0— . o-I 2 3 4 5 6 7 0 1 '2 3 4 5 6 7 0 1 Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Tue Mar 26 2024 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://ascehazardtool.org/ Page 2 of 6 Tue Mar 26 2024 ASCE. AMERICAN SGCEIY OF CML ENGINEERS Ice Results: Ice Thickness: 0.75 in. Concurrent Temperature: 5 F Gust Speed 40 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Tue Mar 26 2024 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval,and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Snow Results: 2 Ground Snow Load, pg: 50 lb/ft Mapped Elevation: 410.0 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Tue Mar 26 2024 Values provided are ground snow loads. In areas designated "case study required,"extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution.This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported 'elevation' and 'mapped elevation' differ significantly from each other. https://ascehazardtool.orq/ Page 3 of 6 Tue Mar 26 2024 ASCE' AMERICAN SOCIETY OF CML ENGINEERS Rain Results: 15-minute Precipitation Intensity: 5.48 in./h 60-minute Precipitation Intensity: 2.36 in./h Data Source: NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.00v/oh/hdsc/1 Date Accessed: Tue Mar 26 2024 https://ascehazardtool.orq/ Page 4 of 6 Tue Mar 26 2024 . , ASCE' AMERICAN SOCIETY OF CML ENGINEECS Flood Results: Flood Zone Categorization: Some areas are not in the National Flood Hazard Layer. Consult the Authority Having Jurisdiction. Base Flood Elevation: Refer to map for local elevations and interpolate according to the Authority Having Jurisdiction. Data Source: FEMA National Flood Hazard Layer- Effective Flood Hazard Layer for US, where modernized (https://msc.fema.gov/portal/search Date Accessed: Tue Mar 26 2024 FIRM Panel: If available, download FIRM panel here Insurance Study Note: Download FEMA Flood Insurance Study for this area here 4„1 It- ) ti.. 4 ' -• - — _,_, :,,_:„...„,„„s....: _ . ,,,..„, _.,, ;,,,, ,.. ,.......,,„„:„...„..„ , ,:A � }mot '—�yy ��ri ., ,:. —,--",, 4 {. 4 y I f -_, y 1atS �A i; T ky��. _ -..-."ems. __f..�..rs _.. }'' 41 �.i • https://ascehazardtool.orq/ Page 5 of 6 Tue Mar 26 2024 AXE' • AMERICAN SCCIEIY OF CIVIL ENGINEERS The ASCE Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;or has been extrapolated from maps incorporated in the ASCE standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. — In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. • https://ascehazardtool.orq/ Page 6 of 6 Tue Mar 26 2024 CE CALC.COM .... CIVIL ENGINEERING seenseen CALCULATIONS Compactness of Rectangular HSS For Compression: Calculation: 01-054.88 Bobcat Portal Designer/Checker: B. Holmes - Input: O Metric Units (Note:All input Metric units are converted to English units for the equations below and then the output Y English units are converted back to Metric) ' flange AISC Table B4.1 a, Case 6: web This calculation applies to rectangular HSS. x - ---,--- dl or h d tw Inside width of flange(b1 -in or 15.5 - mm) L- — tf t . Steel yield strength (fy-ksi or f_ bi MPa) 1 . . b Thickness of the flange(tf-in or mm 25 Box Or Rectangular HSS Section • Output: Width thickness ratio web, WTF= (b1/tf) Limiting slenderness for compact flange, WTFp= 1.12(29000/fy)^0.5 Limiting slenderness for noncompact flange, WTFr= 1.40(29000/fy)"0.5 Width thickness ratio leg, WTF 22.000 =TF= Limiting slenderness for compact 28.1211 flange, WTFp= f • Limiting slenderness for 35.1521 noncompact flange, WTFr= Flange compact, noncompact or Compact, C slender? , I • CECALC.com LLC-Copyright 2010-2024-All rights reserved. CF' CALC.com • au tee CIVIL ENGINEERING sows sows CALCULATIONS Compressive Strength For Flexural Buckling of Slender Sections: Calculation: [01-054.88 Bobcat Portal Designer/Checker: B. Holmes_ J Input: O Metric Units (Note:All input Metric units are converted to English units for the equations below and then the output English units are converted back to Metric) From AISC E3 & E7: This calculation applies to members with slender unstiffened sections for uniformly compressed elements. Note:AISC E3 generally governs the design of most columns. Torsional buckling of symmetric shapes and flexural-torsional buckling of unsymmetrical shapes are failure modes usually not considered in the design of hot-rolled columns.They generally do not govern, or the critical load differs very little from the weak-axis planar buckling load. Torsional and flexural-torsional buckling modes may, however, control the strength of v symmetric columns manufactured from relatively thin plate elements and unsymmetric columns and symmetric columns having torsional unbraced lengths significantly larger tt - than the weak-axis flexural unbraced lengths. If this is the case then refer to AISC flange Steel Construction Manual, Specification For Structural Steel Buildings, E4 for web calculating the compressive strength of torsional and flexural-torsional buckling of • x _ h d non-slender sections. ®ASD O LRFD fw Laterally unbraced length (L-ft or 10 'm) bf Effective length factor(K) .65 I-Shape Section Steel yield strength (fy-ksi or 46 MPa) Governing radius of gyration (r-in or mm) 2.33 Gross area of the column section 5.59 (Ag-sq in or sq mm) Width of flange(b-in or mm) 16 note:for I-shapes b= 1/2bf Thickness of flange (t-in or mm) 10.25 Output: ForASD Pu = Pn/1.67 and for LRFD Pu= 0.9Pn Nominal compressive strength Pn = FcrAg Note: Slenderness ratio KUr should be less than or equal to 200. Elastic critical buckling stress, Fe= (3.141593^2)(29000)/((KL/r)"2) When KL/r<=4.71((29000/Qsfy)"0.5): Fcr= (0.658^(Qsfy/Fe))fy When KUr>4.71((29000/Qsfy)^0.5): Fcr= 0.877Fe For b/t<=0.56(29000/fy)^0.5, Qs= 1.0 For 0.56(29000/fy)^0.5 <b/t<= 1.03(29000/fy)^0.5, Qs= 1.415-0.74(b/t)((fy/29000)^0.5) For b/t> 1.03(29000/fy)^0.5, Qs= 0.69(29000/(fy(b/t)"2)) Maximum compressive strength of 92.150 kips` the member, Pu = CECALC.com LLC-Copyright 2010-2024-All rights reserved. 01-054.89 Bobcat Portal Beam ./ Design OK RU Holmes Engineers, PLLC i HSS6X6X1/4 • • pi i p D=0.07k/ft v V V * r V V D=0.06k/ftS=0.04k/ft Free Pinned • Pinned Free 3'0" 14'0" 3'0" '/ Design OK AISC 360-16 ASD - HSS6X6X1/4 Steel A500 Gr. B Bending 0.15 V Shear 0.03 Ma(Demand) 3.88 kip-ft Vr(Demand) 1.15 kips Mn/U(Capacity) 25.71 kip-ft Vn/S2(Capacity) 39.03 kips Controlling Equation F7.1:Yielding Controlling Equation G2.1:Nominal Shear Strength Location 10'0" Location 3'0" Load Combination D+S Load Combination D+S Deflection 0.18 Design Info AISC 360-16 ASD Based On Service Cases Shape Type HSS6X6X1/4 Controlling Service Case D+L Weight 18.99 Ibs/ft Max Dy -0.12 in=U1980 Self Weight ' Included Live Load Limit U360 Ix 28.6 in4 . Dead+Live Limit L/360 ly • 28.6 in4 Snow or Wind Limit U360 Cross Section Rotation 0° Total Load Limit U240 Bracing Continuous Result View Load Case N., D se 0.08 in r 1.07 kips 1.07 kips Max Dy=-0.12 in @ 10'0" Max Shear=-0.83 kips @ 17'0" I _ I I Max Moment=2.98 kip-ft @ 10'0" -0.12 in Extremes Type Location Value Max dy 10'0" -0.12 in Max Shear 17'0" -0.83 kips Max Moment 10'0" 2.98 kip-ft Load Case Reactions Fy Reactions (Ibs) Load Case 0'0" 3'0" 17'0" 20'0" Dead 0 1070 1070 0 Snow 0 450 450 0 Plots Load Combinations " Dy(inches) 0.15 0.10.E ■ 1.4 0.05. • •t•. 'ta' . * _ '-'. 0.05 ►a— :y�,,� ' _ . -0.10 - •r- . -0.20 0 25 50 75 100 125 150 175 200 225 Shear(Ibs) 1500 1000 • .�:•' •t• _ 500 • -500 ..°..4a .'' ' -' '-` s:_ _. -1000 - - .. _ ,.,-_.• � ■�� -1500 0 25 50 75 100 125 150 175 200 225 Moment(lb-in) 50000 • • • 40000 • - • - 30000 20000 - ` ' ' ` - -10000 0 25 50 75 100 125 150 175 200 225 Legend ■D+Lr ®D+S I D+R 77; .D+0.75L+0.75Lr -D+0.75L+0.75S D+0.75L+0.75R ■D+W 1D+0.7E D-W D-0.7E a D+0.75W+0.75L+0.75Lr 5'D+0.75W+0.75L+0.75S ■D+0.75W+0.75L+0.75R I D+0.525E+0.75L+0.75Lr ▪D+0.525E+0.75L+0.75S if D+0.525E+0.75L+0.75R II0.6D+W -0-0.6D+0.7E 0.6D-W 0.6D-0.7E Numerical Results (Load Case D) Location (in) Dy (in) Shear(Ibs) Moment lb-in 0.00 0.08 0.00 0.00 6.00 0.06 -39.49 -118.48 12.00 0.05 -78.99 -473.94 18.00 0.04 -118.48 -1066.36 24.00 0.03 -157.98 -1895.76 30.00 0.01 -197.47 -2962.12 36.00 0.00 -236.97 -4265.46 36.00 0.00 832.93 -4265.46 42.00 -0.01 793.44 613.64 48.00 -0.03 753.94 5255.76 54.00 -0.04 714.45 9660.92 60.00 -0.05 674.95 13829.10 66.00 -0.06 635.46 17760.32 72.00 -0.08 595.96 21454.56 72.00 -0.08 595.96 21454.56 78.00 -0.09 521.47 24806.84 84.00 -0.09 446.97 27712.14 90.00 -0.10 372.48 30170.48 96.00 -0.11 297.98 32181.84 102.00 -0.11 223.49 33746.24 108.00 -0.12 148.99 34863.66 114.00 -0.12 74.50 35534.12 120.00 -0.12 -0.00 35757.60 • 126.00 -0.12 -74.50 35534.12 132.00 -0.12 -148.99 34863.66 138.00 -0.11 -223.49 33746.24 144.00 -0.11 -297.98 32181.84 150.00 -0.10 -372.48 30170.48 156.00 -0.09 -446.97 27712.14 162.00 -0.09 -521.47 24806.84 168.00 -0.08 -595.96 21454.56 168.00 -0.08 -595.96 21454.56 174.00 -0.06 -635.46 17760.32 180.00 -0.05 -674.95 13829.10 186.00 -0.04 -714.45 9660.92 192.00 -0.03 -753.94 5255.76 198.00 -0.01 -793.44 613.64 204.00 0.00 -832.93 -4265.46 204.00 0.00 236.97 -4265.46 210.00 0.01 197.47 -2962.12 216.00 0.03 157.98 -1895.76 222.00 0.04 118.48 -1066.36 228.00 0.05 78.99 -473.94 234.00 0.06 39.49 -118.48 240.00 0.08 0.00 0.00 Bobcat Portal Design OK (ACI 318-19) RU Holmes Engineers, PLLC Anchor Bolt Concrete Loads 3 Hooked Bolt ACI Chapter 9 Tension =2 kips futa=58 ksi fc=4 ksi Shear X=2 kips • Embed Depth = 12 in Thickness=48 in Shear Y=2 kips • Has Grout Pads j , No Seismic Provisions — — Tension Steel Shear X Steel Shear Y Steel None i No.4 bar or greater between No. 4 bar or greater between . --- •—•---- ---- anchor and edge(D.6.2.7) i anchor and edge(D.6.2.7) Top View(xy) Side View(xz) 12�n E-9 in-> 51n T n z— 1/2" 5inl 5in • 19 in 9 in 48 in • 5 in E-19 in—' 19 in Design OK X Interaction = 0.17 Y Interaction = 0.21 Tensile Capacity Shear X Capacity Shear Y Capacity cpNr, = 11 .3 kips cpVnX = 7.29 kips cpV„y = 6.07 kips Pullout Controls Breakout Controls Breakout Controls X Interaction =0.17 Y Interaction=0.21 (Nxua/TNxn)5/3+ (Vxua/cpVxn)5/3 (Nyua/(PNyn)5/3+(Vyua//PVyn)5/3 Nxua=2.00 kips, cpNxn= 11.3 kips, Nua=2.00 kips, (PNyn=11.3 kips, Vxua=2.00 kips, cpVxn=7.29 kips Vyua=2.00 kips, cpVyn=6.07 kips Tension Calcs Bolt Tension (D.5.1)=24.7 kips Concrete Breakout(D.5.2)=23.3 kips W Nsa=tP n Ase futa cP Ncb=cP Anc/Anco 4tec lJcp Nb cp=0.75, n =4,A„=0.142 in2 cP=0.7, Anc=361 in2,Anco= 100 in2 futa=58 ksi 1.0, 1.00, — 1.0 y'ec= yed - yc— ycp= 1.0, Nb= 9.24 kips, hef= 3.33 in, kc=24 Pullout(D.5.3)=11.3 kips Side-Face Blowout(D.5.4)= N/A cp Npn=cp yic Np cpNsb=cp(1+s/(6 cal )) 160 cal v A9 fc cp= 0.7, yic= 1.0, Np=4.05 kips cp= 0.7, cal = 5.00 en= 3.00' in Shear Calcs X-Direction Y-Direction Bolt Shear(D.6.1)=10.3 kips Bolt Shear(D.6.1)=10.3 kips 9Vse=W n Ase futa (PVsa=W n Ase futa cp=0.65, n =4,Ase= 0.142in2 cp= 0.65, n =4,Ase=0.142in2 futa= 58 ksi futa=58 ksi Concrete Breakout(D.6.2)=7.29 kips Concrete Breakout(D.6.2)= 6.07 kips WVcb=N Avc/Avco Pec Wed We Vb (PVcb=9 Avc/Avco Wec Wed We Vb cp= 0.7,Avc= 143 in2,Avco= 113 in2 cp=0.7,Avc= 143 in2,Avco= 113 in2 Wec= 1.0, Wed =0.900, We= 1.0 Pec=1.0, Wed =0.900, We= 1.0 Wh = 1.0,Vb=5.31 kips, cal = 5.00 in gib = 1.0, Vb=5.31 kips, cal =5.00 in Concrete Pryout(D.6.3)=46.7 kips Concrete Pryout(D.6.3)=46.7 kips ciNcp=(P kcp Ncb (PVcp= (P kcp Ncb W= 0.7, kcp=2.00 cp= 0.7, kcp=2.00 Civil& Environmental Engineering May 23, 2024 John O'Brien Town of Queensbury Building & Codes Office 742 Bay Rd. Queensbury,NY 12804 oiaracr ar)c ru ,�ra�l�r... r� l Re: Great Escape—Bobcat Portal JE#: 01-054.89 Dear John: This letter is to certify that representatives from this office have visited The Great Escape to observe construction of the Bobcat Sign Portal located in the queue line of the new Bobcat rollercoaster. Based on our field observations and reports from the contractor& Great Escape staff,it is our belief that the Portal has been substantially constructed in accordance with the design plans prepared by RU Holmes Engineers, PLLC, entitled, "Six Flags Great Escape Bobcat Sign Portal", Rev A, dated 3/21/2024. If you have any questions, please do not hesitate to contact us at 518-792-2907 or via email at b119.11 (er)r�ukaerryiri ers.cony Sincerely, RU HOLMES Engineers, PLLC /Z- Robert U. Holmes II,P.E. Principal/Senior Project Manager Ecopy(ies): Dean Hyatt—The Great Escape Duncan Mularz—The Great Escape Mark Smith— Queensbury Codes F:IDataFzle12001 PiojectFzleslGrtEscProj101-054 Great Escape Penues101-054.89 Bobcat PortalVorkDocs101054.89 Bobcat Portal Certification 101054.89 240523 Bobcat Portal Cert Letter.docx 12 E. Washington Street (518) 792-2907 Glens Falls, New York uuuu �iuuumuul a'T" VVVVVIIVVVVVVIIVVVVVVV� III I .,""� . "" �°o GENERAL NOTES: SITE LOCATION a G-1)SURVEY&MAP INFORMATION PROVIDEDTO THE GREAT ESCAPE BY THOMPSON& �9 POLYEU RO MPL-501 MODIFIED FLEMING LAND SURVEYOR'S P.C.,W.J.ROURKE ASSOCIATES,LICENSED LAND SURVEYORS m z 14'± POLYUREA-LINER SYSTEM AND LIMITED FIELD MEASUREMENTS PERFORMED BY JARRETT ENGINEERS,PLLC.(LIMITED Up. n TOTHE AREA BEHIND CURRENT"WIGGLES WORLD" STAND AND ° STEEL POST CONNECTION 2 (TO BE APPLIED OVER STEEL SECURITY/BATHROOMS BLDG.) I� 5, P1 11± COLUMNS AND BEAMS) nll V°8�1' ✓i11�I IliI OR SIMILAR Z €,r,= G-2)MAGNETIC NORTH PER VAN DUSEN&STEVES LAND SURVEYORS,"MAP OF A 0 �o Y� 10 6"STEEL COLUMNS 1'-q" TOPOGRAPHIC SURVEY MADE FOR SIX FLAGS GREAT ESCAPE AND SPLASHWATER o -' i�� - KINGDOM".DATE:JANUARY 3,2007. y THICK STEEL - T - q„ G-3)CONTRACTOR TO LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION;CONTACT DIG ~ m El SAFELY NEW YORK(1-500-962-7962)AND RECORD FILE#.VERIFY BUILDING CONNECTIONS, w L-- LOCATION AND ELEVATION,PRIORTO INITIATING CONSTRUCTION;CON FLICTS OR z N �No I s f ____ DISCREPANCIES SHALL BE REPORTED TO THE OWNER OR ENGINEER IMMEDIATELY.NOTIFY T ------ --------- ENGINEER IMMEDIATELY IF SITE CONDITIONSARE NOTAS INDICATED. w 'RO° IA, } BOBCAT SIGN FRONT BY OTHERS � Q2 zFP 11' LENGTH AT DIRECTION OF OWNER m 1. Z �o ��'✓� � 1 � (20'MAX.) a STRUCTURAL DESIGN LOADS: o I i o � Tuuuulll ��/ 1 PORTAL PLAN z o�y PER RESIDENTIAL CODE OF NEW YORK STATE IT n ESIGN LOADS LIVE PSF DEAD PSF O j�� P 1 SCALE:N.T.S.N.T.S ( ) ( ) 0 o -o OR LOAD 100 5 GROUND show LOAD 50 NA o °o . w SLAB FOUNDATION SOIL-BEARING ❑ ��o PRESSURE(PER GEo-TECH REPORT) 1000 N/A w , m WIND 115 MPH(3-SEC GUST) f J NOTE.SEISMIC DESIGN CATEGORY"B o PROJECT OVERVIEW r SCALE:N.T.S. ___ LUM BERJACK SPLASH _ ���' zzo �q RAGING RIVER � Q �&z Olt RAGING RIVER ROTATING ❑ oL3 LOADING DOCK / PLATE CONNECTOR' 3B PLATE CON SIDES)' 0 PROPOSED BOBCAT RIDE / � O / (TYP.BOTH SIDES) � y ALPINE FEST HAUS Z l TRADEWINDS L T 1 2'±x S'± I I APPROXIMATE LOCATION OF SIGN PANEL ) A PROPOSED PORTAL TO BY OTHERS I 3/8' TYP.)( I Z BOBCAT 0 � � a z NO ©� 6"STEELCOLUMNS( ) �A1 �' -� J (SEE PLAN FOR LAYOUT/ J 0 BLIZZARD CONFIGURATION) I J Y N Y N o - 20'MAX. a-F Q 3' Q > P (TYP.) ) I 0 0 Lu O I �� SHEATHING OVER STEEL POSTS c6 -�/ Fo � AT DIRECTION OF OWNER / I 3) o° ®®®� all c, z w C� w O L 6x6STEELCOLUMN =M Lu a. (TYP.) F-0 -. w 9'-61.+ PROJECT LOCATION BOTTOM OF PANEL o SCALE:N.T.S. 10'-6"± 0 Z -- - - - _ Q /p 10'± Q MIN. 1 CONCRETE SLAB/ NO PEIR CONNECTION O' P2 (TYP.) [Fill •- � " SIGN PORTAL EXISTING A GRADE PRO#01054.59 SHEET:1 OF 2 PLOTTED'. 03/21/20241200PM PORTAL SECTION P 1 SCALE:3/8"=1' C r/ � f u upaoaEsu a�P� ROBERT U.HOLMES II P.E.#082026 3 PORTAL CONCEPT COPYRIGHT© 2023 piSCALE:N.T.S. oN EXCEPT—CE-DE-NEEDI-N-PUT ENT o� Nd CONCRETE SPECIFICATIONS: 1.CAST-IN-PLACE CONCRETE WORK SHALL COMPLY WITH THE FOLLOWING CODES AND STANDARDS:ACI-301, m�z "SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS",ACI-318"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",EXCEPTAS MODIFIED HEREIN. zz o 2.ALL CONCRETE SHALL BE 4000 PSI STRENGTH AT28 DAYS.ALL REINFORCEMENT STEEL SHALL BE 60,000 PSI STRENGTH, ASTM A-615. 0 €g. 0 2q 3.PLACING CONCRETE IN FORMS:DEPOSIT CONCRETE IN FORMS IN HORIZONTAL LAYERS NOT DEEPER THAN 24 INCHES AND s 3 IN A MANNER TO AVOID INCLINED CONSTRUCTION JOINTS.WHERE PLACEMENT CONSISTS OF SEVERAL LAYERS,PLACE ° 6 EACH LAYER WHILE PRECEDING LAYER IN SUNTIL PLASTIC TO AVOID COLD JOINTS. m� (MIN.) CC _ w _ 3.1.CONSOLIDATE PLACED CONCRETE BY MECHAN ICAL VIBRATING EQUIPMENT SUPPLEMENTED BY HAN D-SPADING, 6"STEEL COLUMN CC ° RODDING,OR TAMPING.USE EQUIPMENT AND PROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE 0 WITH ACI 309. 'l E°° 2 SLAB/STEEL CONNECTION 3.2.DO NOT USE VIBRATORS TO TRANSPORT CONCRETE INSIDE FORMS.INSERT AND WITHDRAW VIBRATORS VERTICALLY F o. 1'-6" 1-4 P2 AT UNIFORMLY SPACED LOCATIONS NOT FARTHER THAN VISIBLE EFFECTIVENESS OF MACHINE.PLACE VIBRATORS TO m (NR) 11" RAPIDLY PENETRATE PLACED LAYER AND AT LEAST6 INCHES INTO PRECEDING LAYER.DO NOT INSERT VIBRATORS INTO w ��z LOWER LAYERS OF CONCRETE THAT HAVE BEGUN TO SET.AT EACH INSERTION LIMIT DURATION OF VIBRATION TO L,:° TI ME NECESSARY TO CONSOLIDATE CONCRETE AND COMPLETE EMBEDMENTOF REINFORCEMENTAND OTHER 0 a_ EMBEDDED ITEMS WITHOUT CAUSING SEGREGATION OF MIX. w �3 p 5„ 0 4.PROVIDE CONSTRUCTION AND CONTROL JOINTS AS INDICATED OR REQUIRED.LOCATE CONSTRUCTION JOINTS SO AS NOT o a ���� �A% TO IMPAIR STRENGTH AND APPEARANCE OF THE STRUCTURE. 0 0 y° ������� °.'o p p p O �������� 5.DO NOT TACK-WELD OR WELD REINFORCING STEEL. > 0°a ❑ �zo Q w m 6.COMPACTION OF SUBBASE MATERIAL SHALL BE DONE IN 6"LIFTS T095%ASTM D-1557 DENSITY SPECIFICATIONS. a \\ m 1'6" p a Q 7.EXCAVATION:REMOVE AND DISPOSE OF MATERIALS ENCOUNTERED AS DIRECTED BY OWNER TO OBTAIN REQUIRED p Q /\�( SUBGRADE ELEVATIONS.TRIM BOTTOM TO REQUIRED LINES AND GRADES TO PROVIDE SOLID BASE TO RECEIVE TYP. rn p) UNDISTURBED GROUND CONCRETE B.PRODUCiS: w ?° a PORTLAND CEMENT:ASTM C-150,TYPE I OR TYPE II. z � a AGGREGATES:ASTM C-33,EXCEPT LOCAL AGGREGATES OF PROVEN DURABILITY MAY BE USED WHEN ACCEPTABLE TO THE P p m Li ENGINEER.MAXIMUM COARSE AGGREGATE SIZE SHALL BE IY a c C� a °_� 4' WATER:POTABLE zzo� p a a AIR-ENTRAINING ADMIXTURE:ASTM C-260. p p p o ❑ 0�3 Q a WATER REDUCING ADMIXTURE:ASTM C-494;TYPE AS REQUIRED TO SUIT PROJECT CONDITIONS.USE ONLY ADMIXTURES Q THAT HAVE BEEN TESTED AND ACCEPTED IN MIX DESIGNS. p Q a (3)#4 REBAR 50"LONG O p p Q @16"O.C.VERTICALLY SEALANT/BACKERROD:SEALANT SHALL BE TWO PART POLYSULFIDE JOINT SEALANT MEETING THE REQUIREMENTS OF > a p ASTM C-920,TYPE M,GRADE NS. a 9N MIX: z.DESIGN p Q a (3)#4 REBAR 24"LONG 9.1.MIX PROPORTIONS AND DESIGN:PROPORTION MIXES COMPLYING WITH THE MIX DESIGN PROCEDURES SPECIFIED IN p p @ 14"O.C.HORIZONTALLY ACI 301.USE AIR ENTRAINING ADMIXTURE IN ALL CONCRETE,PROVIDING NOT LESS THAN 5%NOR MORE THAN 7% Q p p ENTRAINED AIR. a. w 3"(TYP.) 9.2.DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING PROPERTIES,AS INDICATED ON c1 a DRAWINGS AND SCHEDULES: J 9.2.1. W/CRATI0-0.46MAXIMUM Lu< O_ 0 3 9.2.2. CONCRETESLUMP AT POINT OF PLACEMENT:NOT LESS THAN 2"NOR MORE THAN 4". UD > & a 0)mLU ® w LLJ 1 CONCRETE SLAB/PEIR CONNECTION 2_ P2 SCALE:11/2„_1, Do 07 % Z LOU LU Lu w O s/a MIN.PLATE =m LU 6"STEELCOLUMN ~m 0 .y w x 16"ANCHOR BOLTS T" lu in s/a°BOLTS W s/a"FLAT Z WASHER AND DOUBLE NUT(TYP.) O (TYPJ>_ # aia• U 3/d'HOLE z S J."CLEAR s/a"FLAT WASHER AND NUT Q GROUT ..�._. � n w N 12"MIN. PORTAL NOTES P2 PRO#01054.89 SHEET:2 OF 2 2 CONCRETE SLAB/STEEL POST CONNECTION PLOTTED 03L2v20241200PM P2 SCALE:N.T.S. h�PF WF3W�U.HO� aQ� SIx1 If r �y'cU NO.062026 y I�u pa4ak au�n�'P ROBERT U.HOLMES II P.E.#082026 COPYRIGHT© 2023