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CC-0375-2021 Office Use Only Ja PRINCIPLE STRUCTURE i PERMIT APPLICATION Permit#: Permit Fee:$ Town of Quccnsbury 742 Bay Road,Queensbury, NY 12804 *Rec Fee:$ P: 518-761-8256 www.queensburynet Invoice#: Flood Zone? Y / N`Reviewed By. Project Location: Z 1 Cat k;Eg T>s) Tax Map #: Subdivision Name: *TOWN BD.RESOLUTION 385-2020:$1000 recreation fee for new dwelling units:single family,duplexes/two-family, multiplefamily, apartments,condominiums, townhouses,and/or manufactured &modular homes,but not mobile homes. This is in addition to the permit fee(s). PROJECT INFORMATION: Residential � Commercial, Proposed Use: C�7�� Single-Family: Two-Family _Multi-Family(#of units:_) 1. _Custom 2. _Modular(REQUIRED:NYS stamped engineered drawings of foundation plans) _Townhouse _Garage (#of cars_) _Business Office Retail _Hotel/Motel _Industrial XHeated Warehouse/Storage Building ?�Unheated Warehouse/Storage Building Amusement Ride _Other(describe: ) MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST floor: 1ST floor: �-Li©© 2na floor: 2"d floor: 3'floor: Total square feet: Basement(habitable space): LL Total square feet: Z"bc) 6y-: Principle Structure Packet Revised January 2021 K ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction:$ 2. Proposed use of the building: ��'�� 3. If Commercial or Industrial, indicate the name of the business: 04F �F �R� 4. Source of Heat: XGas _Oil _Propane _Solar _Other: (Fireplaces need a separate Fuel Burning Appliances&Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan?_YES �<NO Explain, if yes: 6. Are there any easements on the property?_YES XNO 7. SITE INFORMATION: a.What is the dimensions or acreage of the parcel? lQ�o b. Is this a corner lot? _YES XNO c.Will the grade be changed as a result of the construction? _YES K NO d. What is the water source? XPUBLIC _PRIVATE WELL e.What type of wastewater system is on the parcel? SEWER _PRIVATE SEPTIC DECLARATION: 1. 1 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 If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. 1 certify that the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 localzoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a NYS licensed.land surveyor of all newly constructed facilities rlrJ 'or to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: (3xkl'e ,Jer& SIGNATURE: - DATE: ff, 2/• Z( Principle Structure Packet Revised January 2021 CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): Mailing Address, C/S/Z: (---: P1 Cell Phone: ) Land Line: Email: �e • Primary Owner(s): Name(s): Mailing Address, C/S/Z: 2— Z Cell Phone: ( Land Line: (M8 ) Email: ❑ Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the ack of this form) Contractor Name(s): ��9-\ Contractor Trade: Mailing Address, C/S/Z: \ Cell Phone: ) Land Line: Email: \0 t C "Workers' Comp documentation must be submitted with this application" • Architect(s)/Engineer(s): Business Name: a IE%AQA\O �VVVER-kk ,\1��c�— G�V1`►� _� Contact Name(s): Mailing Address, C/S/Z: FT1 \ o \ Cell Phone: J ) Land Line: ) Email: Contact Person for Compliance in regards to this project: 1R9,E Ca �4C,-iA1�-7�J Cell Phone: Land Line: ) Email: Principle Structure Packet Revised January 2021 ;2 FILE COPY RESOLUTION AUTHORIZING PURCHASE AND CONSTRUCTION OF STORAGE BUILDING AT PINE VIEW CEMETERY BY BLUESCOPE CONSTRUCTION, INC. AND ESTABLISHMENT OF CEMETERY STORAGE BUILDING CAPITAL PROJECT FUND #236 RESOLUTION NO.: 417,2020 D C E Q E INTRODUCED BY: Mr. George Ferone MAY 21 2021 WHO MOVED ITS ADOPTION TOWN OF QUEENSBURY SECONDED BY: Mr.Anthony Metivier BUILDING&CODES WHEREAS, the Town of Queensbury's Cemetery Superintendent and Cemetery Commission have recommended that the Town Board authorize the establishment of a Cemetery Storage Building Capital Project to provide for the purchase and construction of a storage building at the Pine View Cemetery,and WHEREAS, Sourcewell is a cooperative, municipal purchasing program that specifically benefits municipalities countrywide, including the Town of Queensbury, which program combines competitive bidding and best value criteria,and WHEREAS, the New York State Legislature adopted legislation allowing any political subdivision in New York State to "piggyback" off an existing County/State Bid and therefore, due to the agreeable and advantageous terms represented by BlueScope Construction, Inc., in this instance, the Town of Queensbury wishes to piggyback with Sourcewell for the purchase and installation of a Rough Order Magnitude (ROM) Storage Building as set forth in BlueScope Construction's letter and proposal dated November 13, 2020 for the amount o El 588 as presented at this meeting, and WHEREAS, the Town of Queensbury will adhere to all New York State bidding requirements, and e i _ i� WHEREAS, the Town Board wishes to accordingly establish Cemetery Storage Building Capital .Project No.: 236 and authorize withdrawals and expenditures in the amount of$498,588 from Capital Reserve No. 64 to fund this Capital Project,and WHEREAS, in accordance with New York State General Municipal Law §6(c), the Town Board is authorized to withdraw and expend funds from Capital Reserve No. 64 subject to permissive referendum, -----.....-- RESOLVED, that the Queensbury Town Board hereby authorizes establishment of C6metery-Storage Building Capital Project No. 236 in the amount of $498,588 to establish funding for expenses related to the Cemetery Storage Building Capital Project described in the preambles of this Resolution, and BE IT FURTHER, RESOLVED, that the Queensbury Town Board hereby approves and authorizes the finalization of design consistent with the Sourcewell bid and purchase and construction of a Rough Order Magnitude (ROM) Storage Building by Blue as set forth in BIueScope Construction Inc.'s letter and proposal dated November 13,2020 substantially in the form presented at this meeting and in accordance with the cooperative, municipal purchasing program Sourcewell for the amount of $498,588,and BE IT FURTHER, RESOLVED, that the Town Board acknowledges that the exact details of such building and the price will be determined consistent with the Sourcewell bid during the finalization of design process and that the Town Board will have to approve such bidding and final price at that time if different than that approved in this Resolution and if the Town Board should approve a total cost for the building of at least$500,000,it is a condition of approval that BlueScope Construction,Inc. shall have to comply with the New York State Wicks Law for this project, and BE IT FURTHER, RESOLVED, that this Resolution is contingent upon BlueScope Construction, Inc., paying prevailing wages as required for municipal projects under New York State Laws,and BE IT FURTHER, RESOLVED, that the Town Board hereby finds that the withdrawals and expenditures for such Capital Project are expenditures for a specific capital project for which the Capital Reserve Uri. . .o:.. . ..wasestablished;..and......... ........ ........ ........ BE IT FURTHER, RESOLVED, that the Town Board fiirther authorizes and directs establishment of appropriations and estimated revenues as follows: • 001-9950-9030-0064 Transfer to Capital Project-$498,588 • 236-0000-55031 Interfund Revenues-$498,588 • 236-8810-2899 Capital Construction-$498,588 and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Budget Officer to amend the Town Budget,make any adjustments, budget amendments, transfers or prepare any documentation necessary to establish such appropriations and estimated revenues,and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Supervisor to execute any necessary documentation, including any needed Agreement between the Town and B1ueScope Construction, Inc., in form acceptable to the Town Supervisor, Cemetery Superintendent, Town Budget Officer and/or Town Counsel, and BE IT FURTHER, RESOLVED, that_the_Town_Board furtherauthorizes._and._directs__the.._T.o.wn._S.upervisor,._.__......:._._.____.... ......_ Cemetery Superintendent, Town Budget Officer, Purchasing Agent and/or Town Counsel to take any and all action necessary to effectuate the terms of this Resolution, and BE IT FURTHER, RESOLVED, that this Resolution is subject to a permissive referendum in accordance with the provisions of Town Law Article 7 and the Town Board hereby authorizes and directs the Town Clerk to publish and post such notices and take such other actions as may be required by law. Duly adopted this 2 1"day of December,2020,by the following vote: AYES: Mr. Ferone,Mrs. Magee,Mr. Strough,Mr.Metivier,Mr. Freer NOES:None ABSENT: None Airtight Bncfosurrs 84177roton'Falls V Ban wwfiCNT13304 315335-0905 May 12, 2021 Town of Queensbury ` 742 Bay Road Queensbury, NY 12804 Thanks for the opportunity for Airtight Enclosures to propose providing Blower door testing services for the Town of Queensbury on the Pineview Cemetery Storage building located ---- - -- -at 21 Quaker Rd-Queensbu -NY-.12804and-the Stor e-building-being-.built-at the-742-Big Ba rY, gY ---------- --..._ _---- Rd site.The buildings need to comply with the Commercial Energy Code C402.5.The buildings shall be tested and verified as having an air leakage rate not exceeding 3 air changes per hour. ..Testing shall.be_conducted.in accordance with RESNET/ICC.3%ASTM.E779.or.ASTM E1827 and__......_. - reported at a pressure of 0.2 inch w.g.(50 Pascals).Testing shall be performed at any time after completion of all penetrations through the building and all air barrier materials installed and complete. On completion of the test A reports will be prepared and submitted detailing the results of the test conducted on the facility. Cost of Services The costs for providing the proposed services are in Table 1. All payments are due within 30 days of receipt of invoice. Table 1. Cost of proposed services. Cost • Blower Door Test and Report per building $1,000 Total $2,000 If you have any questions or comments,please do not hesitate to call. Sincerely, Jeremiah Van Hatten qft Owner - DBA:Airtight Enclosures 4A,(/ J Email:Jeremiah@camroden.com Cell:315-335-0905 . v RESOLUTION AUTHORIZING PURCHASE AND CONSTRUCTION OF STORAGE BUILDING AT PINE VIEW CEMETERY BY BLUESCOPE CONSTRUCTION, INC. AND ESTABLISHMENT OF CEMETERY STORAGE BUILDING CAPITAL PROJECT FUND #236 RESOLUTION NO.: 4179 2020 INTRODUCED BY: Mr. George Ferone WHO MOVED ITS ADOPTION SECONDED BY: Mr.Anthony Metivier ............ WHEREAS, the Town of Queensbury's Cemetery Superintendent and Cemetery Commission have recommended that the Town Board authorize the establishment of a Cemetery Storage Building Capital Project to provide for the purchase and construction of a storage building at the Pine View Cemetery,and WHEREAS, Sourcewell is a cooperative, municipal purchasing program that specifically benefits municipalities countrywide, including the Town of Queensbury, which program combines competitive bidding and best value criteria,and WHEREAS, the New York State Legislature adopted legislation allowing any political subdivision in' New York State to "piggyback" off an existing County/State Bid and therefore, due to the agreeable and advantageous terms represented by-BlueScope Construction, Inc., in this instance, the Town of Queensbury wishes to piggyback with Sourcewell for the purchase and installation of a Rough Order Magnitude (ROM) Storage Building as set forth in BlueScope Construction's letter and proposal dated November 13, 2020 for the amount o $498,588 as presented at this meeting,and WHEREAS, the Town of Queensbury will adhere to all New York State bidding requirements, and a s F WHEREAS, the Town Board wishes to accordingly establish Cemetery Storage Building Capital Project No.: 236 and authorize withdrawals and expenditures in the amount of$498,588 from Capital Reserve No. 64 to fund this Capital Project,and WHEREAS, in accordance with New York State General Municipal Law §6(c), the Town Board is authorized to withdraw and expend funds from Capital Reserve No. 64 subject to permissive referendum, ---- -.. _.__.............NOW,_THEREFORE,.BE_IT.---- RESOLVED, that the Queensbury Town Board hereby authorizes establishment of emefery Storage Building Capital Project No. 236 in the amount of $498,588 to establish funding for expenses related to the Cemetery Storage Building Capital Project described in the preambles of this Resolution,and BE IT FURTHER, RESOLVED, that the Queensbury Town Board hereby approves and authorizes the finalization of design consistent with the Sourcewell bid and purchase and construction of a Rough Order Magnitude (ROM) Storage Building by Blue as set forth in B1ueScope Construction Inc.'s letter and proposal dated November 13,2020 substantially in the form presented at this meeting and in accordance with the cooperative, municipal purchasing program Sourcewell for the amount of $498,588,and BE IT FURTHER, RESOLVED, that the Town Board acknowledges that the exact details of such building and the price will be determined consistent with the Sourcewell bid during the finalization of design process and that the Town Board will have to approve such bidding and final price at that time if different than that approved in this Resolution and if the Town Board should approve a total cost for the building of at least$500,000,it is a condition of approval that BlueScope Construction,Inc. shall have to comply with the New York State Wicks Law for this project, and BE IT FURTHER, RESOLVED, that this Resolution is contingent upon BlueScope Construction, Inc., paying prevailing wages as required for municipal projects under New York State Laws,and BE IT FURTHER, ........... RESOLVED, that the Town Board hereby finds that the withdrawals and expenditures for such Capital Project are expenditures for a specific capital project for which the Capital Reserve .................... 'Fdhd'Nd*.-64'*was eAablislidd, an ...................................................... BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs establishment of appropriations and estimated revenues as follows: • 001-9950-9030-0064 Transfer to Capital Project-$498,588 • 236-0000-55031 Interfund Revenues-$498,588 • 236-8810-2899 Capital Construction-$498,588 and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Budget Officer to amend the Town Budget, make any adjustments, budget amendments, transfers or prepare any documentation necessary to establish such appropriations and estimated revenues,and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Supervisor to execute any necessary documentation, including any needed Agreement between the Town and BlueScope Construction, Inc., in form acceptable to the Town Supervisor, Cemetery Superintendent, Town Budget Officer and/or Town Counsel, and BE IT FURTHER, ........__..___RESQLVED,..that_the Town..Board further_.authorizesand_directs_the.._Town._S.upervisor,._____:.__.___.. _ Cemetery Superintendent, Town Budget Officer, Purchasing Agent and/or Town Counsel to take any and all action necessary to effectuate the terms of this Resolution, and BE IT FURTHER, RESOLVED, that this Resolution is subject to a permissive referendum in accordance with the provisions of Town Law Article 7 and the Town Board hereby authorizes and directs the Town Clerk to publish and post such notices and take such other actions as may be required by law. Duly adopted this 2Is'day of December,2020,by the following vote: AYES: Mr. Ferone,Mrs. Magee,Mr. Strough,Mr. Metivier,Mr.Freer v NOES:None ABSENT: None REVIEWED FOR ENERGY CODE COMPLIANCE Butler Manufacturing BUTLER Research Center �/ 13500 Botts Road www.butlermfg.com �1 COV l Grandview,MO 64030-2897 t� Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Test Number: 2009-04 Sponsor: Butler Research R-30 with X-Tall Clip AM-240 roof system panels, X-Tall panel clips, nominal R-30 insulation over the purlin Test Date: 9/26/2009 5:17 PM Responsible Party: Mark J. Henry Operator: Larry Krueger Witness: 'Greg Effland Summary of Results: Thermal 0.265 W/m2 K Transmittance, U: (0.047 Btu/hr ft2 F) Overall Thermal 3.8 m2 K/W Resistance, Ru: (21.4 hr W F/Btu) J Butler Manufacturing'"is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center 13500 Botts Road vuww.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Summary Prepared For: Butler Research 13500 Botts Road Grandview,Missouri 64030 Test Number:2009-04 Test Start Date: 09/26/2009 5:17 PM Test End Date: 09/28/2009 07:28 AM Report Date: 11/24/2009 Test Information: R-30 with X-Tall Clip Afl?-240 roof system panels,X-Tall panel clips, nominal R-30 insulation over the purlin Test Orientation/Heat Flow Direction: Normal Roof/Inside to Outside Specimen Size: 2.44 m x 3.05 m(8.00 ft x 10.00ft) Test Procedure: The Thermal Transmittance(U)and Thermal Resistance(Ru)were determined in general accordance with ASTM C 1363-05,'Standard Test Method for Thermal Performance of Building Materials,and Envelope Assemblies by Means of a Hot Box Apparatus. ASTM Exceptions,if any: Paragraph 6.12.1.6 The accuracy of the measurement of the total power to the metering box is not within 0.5%. Summary of Test Setup: Average Warm Side Ambient Temperature 37.90 deg C 100.23 deg F) Average Cold Side Ambient Temperature 9.98 deg C (49.97 deg F) Average Warm Side Air Velocity 0.32 m/s (62.40 fpm) Average Cold Side Air Velocity 1.40 m/s(274.84 fpm) Summaryof Results: Thermal Transmittance,U: 0.265 W/m K (0.047 Btu/hr ft2 F) Overall Thermal Resistance,Ru: 3.8 m2 K/W 21.4 hr ft2 FBtu Test Number:2009-04 Page I of 7 Test Results ID:Standard Results-1 112412009 15:44 Rev.2 Butler Manufacturing-is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Specimen Size: 2.44 in x 3.05 in(8.00 ft x 10.00 ft) Panel Type: MR-240 roof system Insulation: Fiberglass,2-layers Framing System: Z-purlins Specimen Construction: The assembly used standard MR-240 roof system panels.The panels were anchored to the purlins with the X-Tall(Retrofit)panel clip (P/N 560745).A standard 3/8" diameter Scrubolt"m fastener attached the panel clips to the purlins.The purlins were 8"x 0.082"thick Z-purlins. Two layers of insulation were draped over the top of the purlins.The first(lower)layer was a nominal R-11 faced fiberglass insulation with a VIW-VR facing. The second layer was nominal R-19 and unfaced. The insulation was draped in such a way as to obtain full recovery of the insulation at mid-span between the purlins.A standard thermal spacer block(P/N 650408)was installed over the purlins between the insulation and the panels. Specimen Conditioning: The assembly was constructed in the Butler Research Center test area and remained there for at least three days before being installed into the guarded hot box. Materials Used: Material Name Description Roof Panel MR-240 roof system panel,24 ga,24 inch wide, Galvalume Plus®finish Thermal Spacer Block Extruded polystyrene foam, 3/4 x 3-1/4 inch (P/N 605408) Nominal R-5.0 per inch R-I I Fiberglass Faced 'Nominal R-11 faced fiberglass blanket insulation Measured Density: 0.6861b/ft3 Measured R-value: 12.8 hr ftZ OF/Btu R-19 Fiberglass Unfaced Nominal R-19 unfaced fiberglass blanket insulation Measured Density: 0.600 lb/ft3 Measured R-value: 20.0 hr ftZ OF/Btu Sources for Materials Used: Butler Manufacturing supplied the panels,panel clips,purlins,and fasteners. Bay Insulation Systems Inc. supplied the faced and unfaced insulation. The original manufacturer of the fiberglass insulation was Knauf. Test Number:2009-04 Page 2 of 7 Test Results ID:Standard Results-]112412009 15:44 Rev.2 Butler Manufacturing-is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Measured Test Data Test Times Test Start Time 09/24/2009 12:32 PM Test End Time 09/28/2009 07:28 AM Time Required to Reach Steady State 63.5 Hours Steady State Start Time 09/27/2009 04:03 AM Steady State End Time 09/27/2009 09:58 AM Test Information Metered Area 10.44 m (112.37 ft) Specimen Area 7.43 m2(80.00 ft2) Average Warm Side Ambient Temperature 37.90 deg C(100.23 deg F) Average Cold Side Ambient Temperature 9.98 deg C (49.97 deg F) input 77.36 watts (263.96 BTU/Hr) Warm Side Heaters 60.48 watts(206.38 BTU/Hr) Warm Side Fans 15.58 watts (53.18 BTU/Hr) Warm Side AVT&RH Sensor Power 1.29 watts(4.41 BTU/Hr) Loss 22.39 watts (76.39 BTU/Hr) Surround Panel and Flanking Loss 17.98 watts(61.35 BTU/Hr) Side of Test Specimen Frame Adjustment 4.43 watts(15.11 BTU/Hr) Meter Wall and Flanking Loss -0.02 watts (-0.07 BTU/Hr) Thermopile Voltage, (E) -0.343 mV Thermopile Null (Eo) -0.3526 mV Thermopile Slope (m) -1.9786 Total Heat Flow Through Test Specimen 54.97 watts (187.57 BTU/Hr) Calculated Thermal Properties Specimen Thermal Transmittance(U) 0.265 W/m2 K (0.047 Btu/hr ft2 F) Specimen Overall Thermal Resistance(Ru) 3.8 m2 K/W (21.4 hr ft2 F/Btu) The estimated uncertainty of the results is t 8.5 % Test Number:2009-04 Page 3 of 7 Test Results ID:Standard Results-1 112412009 15:44 Rev.2 Butler Manufacturing-is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Accreditations: Test Specification Description Accredited B Latest Apparatus Calibration Date: August 2009 Butler Manufacturing will retain a copy of this test report for a minimum of four years. This report is the property of the Test Sponsor as mentioned in this test report and relates only to the products and assemblies as tested. This report may not be reproduced,except in full,without the prior written consent of Butler Manufacturing. The results obtained are tested values. This report is not an endorsement about the tested products and does not constitute a certification of the products tested. For Butler Manufacturing Mark J.Henry Senior Research Engineer Attachments: Test Number:2009-04 Page 4 of 7 Test Results ID:Standard Results-]11241200P 15:44 Rev.2 Butler Manufacturing'is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Revision Log Rev# Date Page(s) Revision(s) Original 11/24/2009 All Rev. 1 6/2/2010 All Corrected trademark symbol omissions in report text Rev.2 3/7/2011 All Changed insulation thickness to nominal R-value.Revised assembly description under report title on first and second pages Test Number:2009-04 Page 5 of 7 Test Results ID:Standard Results-]1/24IM09 15:44 Rev.2 Butler Manufacturing—is a division of BlueScope Buildings North America,Inc. Butler Manufacturing BUTLER Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING A — PLAN VIEW R-30 WITH X—TALL CLIP A—A NORTH I I I I I I I I I I I I ♦50,2 52,4 I I I � I I I I I I I l� I 8"PURLIN I I I I I I I � I I I I 51,3 53,5 W I I W I I I I I I ' I I 0, ♦## INDICATES LOCATION OF THERMO COUPLES (TC) A-A 31 I/4 62 3/4 r 92 NOTES R81 THRU 5 ARE ON THE METER SIDE 49 THRU 53 ARE ON THE CLIMATE SIDE (TC) 49 IS ON TOP OF SHOULDER OF PANEL RIB, NOTHRSIDE OF SEAM TC 1 IS ON THE PURLIN FLANGE RIGHT NEXT TO SCRUBOLT TEST 2009-04 Test Number:2009-04 Page 6 of 7 Test Results ID:Standard Results-I11241200915:44 Rev.2 Butler Manufacturing-is a division of BlueScope Buildings North America,Inc. BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING B — SECTIONS THRU TEST FIXTURE R-30 WITH X—TALL CLIP 6' 4 1' 3 0 2'-0"-6'-0" 1' INSIDE FACE MR-24 PANEL 3 4 X 3 STD FOAM S AC ER BLOCK COMPRESSED FIBERGLASS INSULATION OVER URUN av 61 63 TRANSVERSE SECTION A—A DETAIL B 10' 5' 2'-7r' INSIDE FACE PANEL CUP MR24 ROOF PANEL 3/4X3 SPACER BLOCK 49 50 51 2,] 8"PURUN 8"PURUN DETAIL A R-19 UNFACEO&R-11 FACED LONGITUDINAL SECTION B—B V\ W00DSTRIP TATOP MR-24 PANEL TAPE OVER NYLON CK ARROW CUP A: END PL .................... NYLON ARROW OOD BUCK CUP FIBERGLASS CLIP TO FACING TO WOOD BUCK 8" PURLIN WOOD BUCK 1 5/8" x 11 11/16" DETAIL B DETAIL A TEST 2009-04 Test Number:2009-04 Page 7 of 7 Test Results ID:Standard Results-]112412009 15:44 Rev.2 Butler Manufacturing"'is a division of BlueScope Buildings North America,Inc. COMcheck Software Version COMcheckWeb Envelope Compliance Certificate Project Information Energy Code: 90.1 (2016) Standard Project Title: Queensbury Storage (ashrae) Location: Glens Falls, New York Climate Zone: 6a Project Type: New Construction Performance Sim.Specs: EnergyPlus 8.1.0.009 (EPW: USA NY Albany.County.AP.725180 TMY3.epw) Construction Site: Owner/Agent: Designer/Contractor: Building Area Floor Area 1-Equipment Storage(Warehouse): Nonresidential 1200 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter Roof: Other Insulation Above Deck Roof, [Bldg. Use 1- 1200 -- -- 0.043 0.032 Equipment Storage] (b) NORTH Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 457 -- — 0.075 0.050 Storage] (b) EAST - Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 660 -- --- 0.075 0.050 Storage] (b) SOUTH Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 457 -- -- 0.075 0.050 Storage] (b) WEST Ext.Wall:Other Wood Framed Wall, [Bldg. Use 1-Equipment 560 -- -- 0.075- 0.051 Storage] (b) Door: Other(U-Factor option), Garage door 14%glazing, [Bldg. 144 — --- 0.083 0.370 Use 1-Equipment Storage] Door: Other(U-Factor option), Garage door 14%glazing, [Bldg. 144 __ __ 0.083 0.370 Use 1-Equipment Storage] (a)Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. (b)'Other'components require supporting documentation for proposed U-factors. Envelope PASSES: . - .. Envelope Compliance Statement Compliance Statement. The proposed envelope design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 90.1 (2016)Standard requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 1 of 8 Name-Title Signature Date Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 2 of 8 C COMcheck Software Version COMcheckWeb Inspection Checklist Energy Code: 90.1 (2016) Standard Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed.Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Re .ID 4.2.2, ;,Plans and/or specifications provide all ElComplies 5.4.3.1.1, information with which compliance T❑Does Not 5.7 ;can be determined for the building [PR1]1 'envelope and document where ❑Not Observable exceptions to the standard are ;❑Not Applicable ; claimed. ; Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 3 of 8 u Section Footing/Foundation Plans Verified Field Verified # Inspection Value Value Complies. Comments/Assumptions & Req.ID 4.2.4 Installed below-grade wall R- R- ;❑Complies ;See the Envelope Assemblies [FOl]z insulation type and R-value ;❑Does Not ;table for values. consistent with insulation ;specifications reported in plans :❑Not Observable sand COMcheck reports. ; ;❑Not Applicable 4.2.4 ;Installedslab-on-gradeinsulation ; R- R- ;❑Complies ;See the Envelope Assemblies [FO3]2 type and R-value consistent with 0 Unheated ;❑ Unheated ;❑Does Not :table for values. ;insulation specifications reported ;❑ Heated ❑ Heated ❑Not Observable :in plans and COMcheck reports. ; ; ;❑Not Applicable 5.5.3.5 ;Slab edge insulation ; ft ft ;❑Complies ;See the Envelope Assemblies [FO5]2 depth/length. QDoes Not table for values. ;[-]Not Observable ; j ;❑Not Applicable 5.8.1.7 :Exterior insulation protected ', ;❑Complies [FO6]1 against damage,sunlight, i j❑Does Not ;moisture, wind, landscaping and ;❑Not Observable ;equipment maintenance , activities. ; ;❑Not Applicable ; 5.8.1.7.3 ;Insulation in contact with the ;❑Complies [FO7]1 ground has<=0.3%water t Does Not ;absorption rate per ASTM C272. 1❑Not Observable ;❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 4 of 8 a . Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Req.ID 5.4.3.2 ;Factory-built and site-assembled I ;❑Complies [FR1]3 fenestration and doors are ElDoes Not labeled or certified as meeting air; ;leakage requirements. UNot Observable ❑Not Applicable 5.4.3.4 );Vestibules are installed where ;❑Complies [FR4]3 1 building entrances separate ;❑Does Not conditioned space from the UNot Observable exterior, and meet exterior ; envelope requirements. Doors ( ;❑Not Applicable ;have self-closing devices, and are; ; >=7 ft apart(>= 16 ft apart for 1 I ; �adjoinging floor area >=40000 sq.ft.).Vestibule floor area <=7 ; 50 sq.ft. or 2 percent of the adjoining conditioned floor area. + 5.5.4.3a ;Vertical fenestration U-Factor. U- U- ;❑Complies ;See the Envelope Assemblies [FR8]1 ElDoes Not ;table for values. ;❑Not Observable 1 ❑Not Applicable 5.5.4.3b ;Skylight fenestration U-Factor. ; U- U- ;❑Complies ;See the Envelope Assemblies [FR9]1 ❑Does Not table for values. ❑Not Observable ❑Not Applicable 5.5.4.4.1 ;Vertical fenestration SHGC value. ; SHGC: SHGC: ;❑Complies ;See the Envelope Assemblies [FR10]1 ElDoes Not table for values. ❑Not Observable ❑Not Applicable 5.5.4.4.2 ;Skylight SHGC value. SHGC: ; SHGC: I❑Complies ;See the Envelope Assemblies [FR11]1 ; ElDoes Not ;table for values. ;❑Not Observable ; ❑Not Applicable 5.8.2.1, ;Fenestration products rated (U- ;❑Complies 5.8.2.3, factor, SHGC, and VT) in ❑Does Not 5.8.2.4, ;accordance with NFRC or energy ; 5.8.2.5 ;code defaults are used. 1❑Not Observable [FR12]2 ;❑Not Applicable i 5.8.2.2 ;Fenestration and door products ;❑Complies ` [FR13]1 :are labeled,or a signed and EDoes Not ;dated certificate listing the U- ;factor, SHGC,VT, and air leakage ; ❑Not Observable rate has been provided by the ❑Not Applicable ; manufacturer. 5.5.3.6 ;U-factor of opaque doors ; U- ; U- ;❑Complies ;See the Envelope Assemblies [FR14]2 associated with the building ❑ Swinging ;❑ Swinging ;❑Does Not ;table for values. ;thermal envelope meets Nonswin in Nonswin requirements. 9 9 ❑ in 9 9 UNot Observable ❑Not Applicable 5.4.3.1 ;Continuous air barrier is ;❑Complies [FR15]1 wrapped,sealed, caulked, ElDoes Not gasketed, and/or taped in an lapproved manner, except in ;❑Not Observable ; semiheated spaces in climate ;❑Not Applicable zones 1-6. Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 5 of 8 I. Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID 4.2.4 ;Installed roof insulation type and R- ; R- ;❑Complies ;See the Envelope Assemblies [IN2]1 R-value consistent with insulation ❑ Above deck ❑ Above deck :❑Does Not table for values. ;specifications reported in plans ;❑ Metal ❑ Metal tNot Observable and COMcheck reports. For some Attic Attic ceiling systems,verification may {❑ ❑Not Applicable need to occur during Framing ;Inspection. 5.8.1.2, ;Roof insulation installed per ; ;❑Complies 5.8.1.3 :manufacturer's instructions. i ;❑Does Not [IN3]1 'Blown or poured loose-fill {❑Not Observable insulation is installed only where , :the ceiling slope is <= 3:12. i ![]Not Applicable 4.2.4 Installed above-grade wall R- ; R- ;❑Complies ;See the Envelope Assemblies [IN6]1 insulation type and R-value ❑ Mass ;❑ Mass ;❑Does Not table for values. ;consistent with insulation ;❑ Metal ❑ Metal- ;❑Not Observable ;specifications reported in plans ; ; Steel :and COMcheck reports. ;❑ ❑ Steel ;❑Not Applicable ❑ Wood ;❑ Wood ; ; 5.8.1.2 Above-grade wall insulation UComplies [IN7]1 :installed per manufacturer's I i❑Does Not instructions. j ❑Not Observable ;❑Not Applicable 4.2.4 ;Installed floor insulation type and ; R- R- ;❑Complies ;See the Envelope Assemblies [IN8]2 R-value consistent with insulation:❑ Mass ;❑ Mass ;❑Does Not table for values. ;specifications reported in plans :❑ Steel ❑ Steel ;❑Not Observable and COMcheck reports. ❑ Wood ❑ Wood ;❑Not Applicable ; ; 5.8.1.1 ;Building envelope insulation is ( ;❑Complies [IN10]2 ;labeled with R-value or insulation ;❑Does Not certificate has been provided ;listing R-value and other relevant ' ;❑Not Observable data. ;❑Not Applicable 5.8.1.9 ;Building envelope insulation ;❑Complies [IN18]2 extends over the full area of the ;❑Does Not component at the proposed rated f ;R or U value. ; ❑Not Observable i ;❑Not Applicable 5.8.1.4 ;Eaves are baffled to deflect air to j j❑Complies [IN11]2 :above the insulation. f ;❑Does Not t ;❑Not Observable ; ( ;❑Not Applicable 5.8.1.5 ;Insulation is installed in 1 ;❑Complies [IN12]2 substantial contact with the 1 ;❑Does Not inside surface separating conditioned space from I❑Not Observable ; unconditional space. ;❑Not Applicable ; 5.8.1.6 ;Recessed equipment installed in ;❑Complies [IN13]2 building envelope assemblies i UDoes Not ;does not compress the adjacent ;insulation. l �❑Not Observable ;❑Not Applicable ; 5.8.1.7.1 ;Attics and mechanical rooms I ;❑Complies [IN15]2 have insulation protected where j ;❑Does Not ; ;adjacent to attic or equipment ;access. I ;❑Not Observable j 3❑Not Applicable ; 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 6 of 8 F Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Re .ID 5.8.1.7.2 ;Foundation vents do not interfere j ElComplies [IN16]2 :with insulation. 111Does Not UNot Observable ;E]Not Applicable ; 5:8.1.8 JInsulation intended to meet the TOComplies [IN17] iroof insulation requirements ; Does Not ; ;cannot be installed on top of a 'suspended ceiling. Mark this ONot Observable requirement compliant if ONot Applicable ;insulation is installed accordingly.( , Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 7 of 8 Section # Final Inspection Complies? Comments/Assumptions & Req.iD 5.4.3.3 Meatherseals installed on all loading ;[]Complies [FI1]1 dock cargo doors in Climate Zones 4- :E]Does Not 8. ;ONot Observable ;ONot Applicable Additional Comments/Assumptions: F 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 11/06/20 Data filename: Page 8 of 8 Y 1 ' COMcheck Software Version COMcheckWeb Envelope Compliance Certificate REVIEWED FOR Project Information ENERGY CODE COMPLIANCE Energy Code: 90.1 (2016) Standard Project Title: Queensbury Storage (ashrae) FILE COP Location: Glens Falls, New York Climate Zone: 6a Project Type: New Construction Vertical Glazing/Wall Area: 14% Performance Sim.Specs: EnergyPlus 8.1.0.009 (EPW: USA NY Albany.County.AP.725180 TMY3.epw) Construction Site: Owner/Agent: Designer/Contractor: Building Area Floor Area 1-Equipment Storage(Warehouse): Nonresidential 1200 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value . U-Factor Factor(a) Perimeter Roof: Other Insulation Above Deck Roof, [Bldg. Use 1- 1200 -- -- 0.047 0.032 Equipment Storage] (b) NORTH Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 457 -- -- 0.075 0.050 Storage] (b) EAST Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 660 — -- 0.075 0.050 Storage] (b) SOUTH Ext.Wall: Other Metal Building Wall, [Bldg. Use 1-Equipment 457 -- -- 0.075 0.050 Storage] (b) WEST Ext.Wall: Other Wood Framed Wall, [Bldg. Use 1-Equipment 560 -- -- 0.075 0.051 Storage] (b) Door: Other(U-Factor option), Garage door 14%glazing, [Bldg. 144 -- -- 0.083 0.370 Use 1-Equipment Storage] Door: Other(U-Factor option), Garage door 14%glazing, [Bldg. 144 -- -- 0.083 0.370 Use 1-Equipment Storage] (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)'Other'components require supporting documentation for proposed U-factors. Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 1 of 8 if i Envelope PASSES: Design 2%better than .. Envelope Compliance Statement Compliance Statement. The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 90.1 (2016)Standard requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name-Title Signature Date Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 2 of 8 COMcheck Software Version COMcheckWeb Inspection Checklist Energy Code: 90.1 (2016) Standard Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed.Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID 4.2.2, ;Plans and/or specifications provide all ;❑Complies 5.4.3.1.1, information with which compliance :❑Does Not 5.7 ;can be determined for the building [PR1)1 ;envelope and document where ❑Not Observable exceptions to the standard are :❑Not Applicable ;claimed. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 3 of 8 Section Footing/Foundation Plans Verified Field Verified # Inspection Value Value Complies. Comments/Assumptions & Re .ID 4.2.4 ;Installed below-grade wall ', R- R- ;❑Complies ;See the Envelope assemblies [FO1]2 insulation type and R-value 1 1,❑Does Not :table for values. consistent with insulation ;specifications reported in plans :❑IVot Observable ;and COMcheck reports. ; ;❑Not Applicable 4.2.4 ;Installed slab-on-grade insulation ; R- R- ;❑Complies ;See the Envelope Assemblies [FO3]2 :type and R-value consistent with ❑ Unheated ;❑ Unheated ;❑Does Not table for values. insulation specifications reported ;❑ Heated ❑ Heated UNot Observable in plans and COMcheck reports. , I I❑Not Applicable 5.5.3.5 ;Slab edge insulation ft ; ft ;❑Complies I See the Envelope Assemblies [FO5]2 depth/length. ;❑Does Not I table for values. 1 1 I 1 ❑Not Observable ❑Not Applicable 5.8.1.7 ;Exterior insulation protected j ;❑Complies [FO6]1 against damage, sunlight, f ❑Does Not ;moisture,wind, landscaping and Z ;equipment maintenance 1 i❑Not Observable activities. 4 ;❑Not Applicable ; 5.8.1.7.3 ;Insulation in contact with the ( i❑Complies [FO7]1 :ground has<=0.3%water ;❑Does Not ;absorption rate per ASTM C272. ! ;❑Not Observable ;❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 4 of 8 Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Re .ID 5.4.3.2 Factory-built and site-assembled 10Complies [FR1]3 ifenesteation and doors are ;❑Does Not ilabeled or certified as meeting air; ; !leakage requirements. ; ❑Not Observable ❑Not Applicable ; 5.4.3.4 ;Vestibules are installed where ; ❑Complies [FR4]3 building entrances separate ❑Does Not ;conditioned space from the ;exterior, and meet exterior l❑Not Observable lenvelope requirements. Doors ;❑Not Applicable ;have self-closing devices,and are, I ; >=7 ft apart(>= 16 ft apart for ; ladjoinging floor area >=40000 1 ; sq.ft.).Vestibule floor area <=7 j50 sq.ft.or 2 percent of the 1 l sadjoining conditioned floor area. I ! 5.5.4.3a ;Vertical fenestration U-Factor. U- U- ;❑Complies ?See the Envelope Assemblies [FR8]1 ❑Does Not ;table for values. 1 1 1 I 1 I I 1 I 1 ;❑Not Observable ; ❑Not Applicable 5.5.4.3b ;Skylight fenestration U-Factor. U- U- ;❑Complies ;See the Envelope Assemblies [FR9]1 0Does Not ;table for values. I I 1 1 I 1 1 i ;❑Not Observable ;❑Not Applicable 5.5.4.4.1 ;Vertical fenestration SHGC value. ; SHGC: SHGC: ;❑Complies ;See the Envelope Assemblies [FR10]1 l UDoes Not ;table for values. I 1 1 1 1 ❑Not Observable ;❑Not Applicable 5.5.4.4.2 ;Skylight SHGC value. SHGC: ; SHGC: I❑Complies ;See the Envelope Assemblies [FRl1]1 ; ;❑Does Not table for values. ;ONot Observable ; ;❑Not Applicable 5.8.2.1, ;Fenestration products rated (U- ' �❑Complies 5.8.2.3, factor,SHGC, and VT) in ;❑Does Not 5.8.2.4, ;accordance with NFRC or energy ; 5.8.2.5 ;code defaults are used. ❑Not Observable ; [FR12]2 i❑Not Applicable I 1 ( 1 t i 1 5.8.2.2 ;Fenestration and door products ; ElComplies [FR13]1 :are labeled, or a signed and ! ;❑Does Not ;dated certificate listing the U- ( ; ; !factor, SHGC,VT, and air leakage ; ❑Not Observable ;rate has been provided by the 1 l❑Not Applicable ; manufacturer. 5.5.3.6 ;U-factor of opaque doors ; U- ; U- !❑Complies ;See the Envelope Assemblies [FR14]2 associated with the building ; Swinging ;❑ Swinging ;❑Does Not table for values. ;thermal envelope meets Nonswinging ;❑ Nonswinging ;❑Not Observable requirements. ; ❑Not Applicable ; 5.4.3.1 ;Continuous air barrier is ;❑Complies [FR15]1 !wrapped,sealed, caulked, ! j❑Does Not :gasketed, and/or taped in an ;approved manner,except in 1 1❑Not Observable ! lsemiheated spaces in climate ❑Not Applicable I ; i zones 1-6. +( , Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 5 of 8 . 0 Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID 4.2.4 ;Installed roof insulation type and R- R- ;❑Complies ;See the Envelope Assemblies [IN2]1 R-value consistent with insulation I❑ Above deck ❑ Above deck ;❑Does Not ;table for values. ;specifications reported in plans ;❑ Metal ❑ Metal ❑Not Observable and COMcheck reports. For some ceiling systems,verification may ❑ Attic ❑ Attic t❑Not Applicable ;need to occur during Framing ; ; Inspection. ; 5.8.1.2, ;Roof insulation installed per i EComplies 5.8.1.3 manufacturer's instructions. 1 1❑Does Not [IN3]1 ;Blown or poured loose-fill ;insulation is installed only where +❑Not Observable the ceiling slope is <= 3:12, i ;❑Not Applicable 4,2.4 ;Installed above-grade wall R- R- ❑Complies ;See the Envelope Assemblies [IN6]1 insulation type and R-value ❑ Mass ;❑ Mass ;❑Does Not ;table for values. ;consistent with insulation ❑ Metal ❑ Metal ❑Not Observable specifications reported in plans and COMcheck reports. ;❑ Steel ❑ Steel ;❑Not Applicable ; ❑ Wood 1❑ Wood ; 5.8.1.2 ;Above-grade wall insulation ; ;❑Complies [IN7]1 installed per manufacturer's ;❑Does Not instructions. ❑Not Observable ❑Not Applicable j 4.2.4 ;Installed floor insulation type and , R- R- ;❑Complies ;See the Envelope Assemblies [IN8]2 :R-value consistent with insulation ❑ Mass :❑ Mass j❑Does Not table for values. ;specifications reported in plans ;❑ Steel ;❑ Steel ;❑Not Observable ;and COMcheck reports. ❑ Wood ❑ Wood ;❑Not Applicable ; ; 5.8.1.1 ;Building envelope insulation is ; ;❑Complies [IN10]2 labeled with R-value or insulation l �❑Does Not ;certificate has been provided ; ;listing R-value and other relevant ; ;❑Not Observable data. ! ;❑Not Applicable 5.8.1.9 ;Building envelope insulation ;❑Complies [IN18]2 extends over the full area of the ;❑Does Not ;component at the proposed rated R or U value. 1 ,❑Not Observable {❑Not Applicable 5.8.1.4 ;Eaves are baffled to deflect air to ; ;❑Complies [IN11]2 above the insulation. 1❑Does Not '❑Not Observable ❑Not Applicable 5.8.1.5 ;Insulation is installed in ;❑Complies [IN12]2 substantial contact with the !❑Does Not :inside surface separating :conditioned space from .❑Not Observable unconditional space. 1 ;❑Not Applicable 5.8.1.6 ;Recessed equipment installed in S❑Complies [IN13]2 building envelope assemblies EDoes Not ;does not compress the adjacent ;insulation. ;❑Not Observable I ;❑Not Applicable 5.8.1.7.1 ;Attics and mechanical rooms ;❑Complies [IN15]2 :have insulation protected where ❑Does Not ;adjacent to attic or equipment ;access. UNot Observable ❑Not Applicable 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 6 of 8 Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Re .ID 5.8.1.7.2 ;Foundation vents do not interfere i❑Complies [IN16]2 :with insulation. l ❑Does Not ❑Not Observable j ;❑Not Applicable 5:8J.8 ;Insulation intended to meet the I ;❑Complies [IN17]3 'roof insulation requirements E]Does Not cannot be installed on top of a j ; rsuspended ceiling. Mark this ❑Not Observable I requirement compliant if i 311Not Applicable ?insulation is installed accordingly.} Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 7 of 8 Section # Final Inspection Complies? Comments/Assumptions & Re .ID 5.4.3.3 ;Weatherseals installed on all loading ;❑Complies [Fill' :dock cargo doors in Climate Zones 4- UDoes Not :8. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: i 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Queensbury Storage(ashrae) Report date: 06/01/21 Data filename: Page 8 of 8 Date: 5/20/2021 BUTLER Butler Manufacturl'g rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 1 of 56 Butler ManufacturingTM C®Py 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: 21643 Name: 21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Builder PO #: Jobsite: 21 Quaker Rd TOWN OF QUEENSBURY City, State: Queensbury, New York 12801 BUILDING DEPARTMENT County: Warren Based on our limited examination,compliance with our comments shall not be construed as Country: United States indicating the plans ands ifications are in full compliance with the uildmg Codes of New York State. TABLE OF CONTENTS File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. a � Date: 5/20/2021 BUTLER Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 2 of 56 ,Building Loading-Expanded Report Shape:STORAGE BUILDING Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Collateral Gravity:5.00 psf Frame Weight(assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.533 psf Entire Frm Covering Weight-24 MR-24+Secondary Weight 1.33:Roof:A A D 1.200 psf Entire Pur Covering Weight-24 MR-24:Roof:A Roof Live Load Roof Live Load:20.00 psf Not Reducible Wind Load Wind Speed:Volt:110.00(Vasd:85.21)mph Gust Factor:G: 1.0000 Wind Enclosure:Enclosed Least Horiz.Dimension:40/0/0 Height Used:15/0/0 (Type:Eave) Base Elevation:0/0/0 NOT Windborne Debris Region Site Elevation:346.0 ft Parts/Portions Zone Strip Width: Primary Zone Strip Width:2a:8/0/0 Walls,a:4/0/0 Velocity Pressure:qz:30.98 psf Roof(s),0.6h:8/5/2 Topographic Factor:Kzt:I.0000 qz=0.00256*(1.00)*(110.00)12 *(1.00) Directionality Factor:Kd:0.8500 The'Envelope Procedure'is Used Ground Elevation Factor:Ke:0.9876 Parts and Portions Primaries Parts Wind Exposure Factor:0.575 Primaries Wind Exposure:B-Kz:0.701 Basic Wind Pressure:14.94 psf Basic Wind Pressure:q: 18.22 psf Snow Load Ground Snow Load:pg:50.00 psf Rain Surcharge:0.00 Flat Roof Snow:pf:35.00 psf Exposure Factor:2 Partially Exposed Ce: 1.00 Design Snow(Sloped):ps:35.00 psf Thermal Factor:Heated-Ct:1.00 Specified Minimum Roof Snow:20.00 psf(Code) Obstructed or Not Slippery Snow Accumulation Factor:1.000, Slope Reduction:Cs:1.00 Snow Importance:Is:1.000 Slope Used:1.193 deg.(0.250:12) Ground/Roof Conversion:0.70 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration:Ss:23.80%g System NOT detailed for Seismic Mapped MCE Acceleration:S1:6.80%g Redundancy Factor:Rho:1.00 Site Class:Stiff soil(D)-Default Fundamental Period:Ta:0.2373 Seismic Importance:Ie:1.000 R-Factor:3.00 Design Acceleration Parameter:Sds:0.2539 Overstrength Factor:Omega:2.50 Design Acceleration Parameter:Shc:0.1088 Deflection Amplification Factor:Cd:3.00 Seismic Design Category:B Base Shear:V:0.0846x W %Snow Used in Seismic:20.00 Seismic Snow Load:7.00 psf Longitudinal Direction Parameters Diaphragm Condition:Flexible System NOT detailed for Seismic Fundamental Period Height Used: 14/5/8 Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846x W Side Type Mag Units Shape Applied to Description 1 E 0.131 psf Entire Frm Brc Seismic:Covering Weight-26 Shadowall Unpunched+Secondary Weight 0.63:Wall: 1 2 E 0.170 psf Entire Frm Brc Seismic:Covering Weight-26 Shadowall Unpunched+Secondary Weight 1.09:Wall:2 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. aur�Eit Date: 5/20/2021 Butler Manufacturing ilculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: I1:11 AM Page: 3 of 56 3 E 0.131 psf Entire Frm Bre Seismic:Covering Weight-26 Shadowall Unpunched+Secondary Weight 0.63:Wall:3 4 E 0.132 psf Entire Frm Brc Seismic:Covering Weight-26 Shadowall Unpunched+Secondary Weight 0.65:Wall:4 A E 1.441 psf Entire Frm Seismic:Covering Weight-24 MR-24+Secondary Weight 1.33+7.000 Snow+ (Includes 5.000 Collateral 2.500 Frame Weight):Roof:A A E 1.441 psf Entire Brc Seismic:Covering Weight-24 MR-24+Secondary Weight 1.33+7.000 Snow+ (Includes 5.000 Collateral 2.500 Frame Weight):Roof:A Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Desi n Load Combinations-Framin No. Ori in Factor I Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.0 D+1.0 CG+1.0 PF1 D+CG+PFI(Span 1) 4 System 1.000 1.0D+I.0CG+I.0PF1 D+CG+PF1(Span2) 5 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 6 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 7 System 1.000 1.0D+I.0CG+0.6WPL D+CG+WPL 8 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall: 1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<WI 15 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W1> 18 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 19 System 1.000 1.0D+I.0CG+0.75S+0.45W2> D+CG+S+W2> 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 22 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 23 System 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 24 System 1.000 1.0D+I.0CG+0.7<E+0.7EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 27 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 28 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ 29 System Derived 1.000 1.0D+I.0CG+0.6 WPR+0.6WB1> D+CG+WPR+WB1> 30 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6WB1> D+CU+WPR+WB1> 31 System Derived 1.000 I.0D+I.0CG+0.75S+0.45 WPR+0.45WB1> D+CG+S+WPR+WB1> 32 System Derived 1.000, 1.0 D+1.0 CG+0.6 WPR+0.6<WB1 D+CG+WPR+<WB1 33 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6<WB1 D+CU+WPR+<WB1 34 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 WPR+0.45<WB1 D+CG+S+WPR+<WB1 35 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W133> D+CG+WPL+WB3> 36 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 38 System Derived 1.000 1.0D+1.0CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 39 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W133 D+CU+WPL+<W B3 40 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<W133 41 System Derived 1.000 0.6 MW13 MW13-Wall:1 42 System Derived 1.000 0.6 MW13 MWB-Wall:2 43 System Derived 1.000 0.6 MWB MWB-Wall:3 44 System Derived 1.000 0.6 MW13 MWB-Wall:4 45 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 46 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 47 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+.S+EB>+EG+ 48 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 49 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 50 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<E13+EG+ File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER B�t,a,Man u,a�u,,�9 rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ""' .."""-_ _ne: 11:11 AM Page: 4 of 56 Desi n Load Combinations-Bracing rNo. Origin Factor Application Description 1- System 1.000 1.0 D+0.6 W 1> D+W 1> 2 System 1.000 1.0 D+0.6<W 1 D+<W 1 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW-Wall:1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 17 System Derived 1.000 1.0 D+1.O.CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 24 System Derived 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 25 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W I 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S.+<W2 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 0.6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 System Derived 1.000 0.6 D+0.6 CG+0.7<E+0.7 EG- D+CG+<E+EG- 43 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 44 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ Desi n Load Combinations-Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 S D+CG+S 2 System 1.000 1.0D+I.0CG+I.0PF1 D+CG+PFl(Span 1) 3 System 1.000 1.0D+I.0CG+1.0PFI D+CG+PFl(Span 2) 4 System 1.000 I.0D+I.0CG+1.0PFl D+CG+PFl(Span 3) 5 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 6 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 7 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WBI> 8 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WB1> 9 System Derived 1.000 1.0D+I.0CG+0.755+0.45W1>+0.45WB1> D+CG+S+WI>+WBl> 10 System Derived 1.000 1.0D+I.0CG+0.755+0.45<W2+0.45W131> D+CG+S+<W2+WBI> 11 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<WBI D+CG+<W2+<WBI 12 System Derived 1.000 0.6D+0.6CU+0.6WI>+0.6<WB1 D+CU+Wl>+<WB1 13 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<WBI D+CG+S+Wl>+<WB 1 14 System Derived 1.000 1.0D+1.0CG+0.75S+0.45<W2+0.45<WB1 D+CG+S+<W2+<WB1 15 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 W132> D+CG+<W2+WB2> 16 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 W132> D+CU+W 1>+WB2> File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butiar Manufacturing ilculations Package Preliminary 21-001974-01 Queensbury Cemetery "`" " " "ne: 11:11 AM Page: 5 of 56 17 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45 WB2> D+CG+S+W 1>+WB2> 18 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 19 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 20 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+W 1>+<WB2 21 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45<W132 D+CG+S+W 1>+<WB2 22 System Derived 1.000 1.0D+I.0CG+0.75S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 23 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 24 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6 WB3> D+CU+Wl>+WB3> 25 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45WB3> D+CG+S+WI>+WB3> 26 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 27 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W B3 D+CG+<W2+<WB3 28 System Derived 1.000 0.6D+0.6CU+0.6 Wl>+0.6<WB3 D+CU+WI>+<WB3 29 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45<W133 D+CG+S+W 1>+<W133 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W133 D+CG+S+<W2+<WB3 31 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 32 System Derived 1.000 0.6 D+0.6 CU+0.6 Wl>+0.6 WB4> D+CU+W 1>+WB4> 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB4> D+CG+S+Wl>+WB4> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+WB4> 35 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W134 D+CG+<W2+<WB4 36 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W134 D+CU+W1>+<WB4 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45<WB4 D+CG+S+Wl>+<W134 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W134 D+CG+S+<W2+<WB4 39 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 41 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 42 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ 43 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Design Load Combinations-Girt No. Origin Factor Application Description I System 1.000 0.6 W1> Wl> 2 System 1.000 0.6<W2 <W2 Design Load Combinations-Roof-Panel No. Origin Factor Application Description I System 1.000 1.0 D+1.0 S D+S 2 System 1.000 1.0 D+0.6<W2 D+<W2 3 System 1.000 0.6D+0.6W1> �D+Wl> Design Load Combinations-Wall-Panel No. Origin I Factor I Application Description 1 System 1 1.000 0.6 WI> Wl> 2 System 1.000 0.6<W2 <W2 Deflection Load Combinations-Framin No. Origin Factor Def H Def V Application Description I System 1.000 0 180 LO S S 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42<W I <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 60 180 0.42 WBI> WBI> 9 System Derived 1.000 60 180 0.42<WB1 <WB1 10 System Derived 1.000 60 180 0.42 WB2> WB2> 11 System Derived 1.000 60 180 0.42<WB2 <W132 12 System Derived 1.000 60 180 0.42 WB3> WB3> 13 System Derived 1.000 60 180 0.42<WB3 <W133 14 System Derived 1.000 60 180 0.42 W134> WB4> 15 System Derived 1.000 60 180 0.42<WB4 <WB4 16 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 17 System 1.000 10 0 1.0<E+1.0 EG- <E+EG- 18 System Derived 1.000 10 0 1.0 EB> EB> File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.Ic Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page: 6 of 56 19 1 System Derived 1 1.000 1 10 1 0 11.0<EB kEB Deflection Load Combinations-Purlin No. Origin Factor Deflection Application Description I System 1.000 180 1.0 S S 2 System 1.000 180 0.42 WI> I> 3 System 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. I ri in I Factor Deflection Application Description 1 I System 1 1.000 90 0.42 WI> I> 2 System 1 1.000 90 0.42<W2 kW2 Deflection Load Combinations-Roof-Panel No. Origin Factor Def H Def V Application Description 1 System 1.000 60 60 I.0 S S 2 System 1.000 60 60 0.42<W2 <W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load,Shifted Right ^ASL Alternate Span Live Load,Shifted Left PL2 Partial Live,Full,2 Spans L> Live-Notional Right <L Live-Notional Left S Snow Load US I* Unbalanced Snow Load 1,Shifted Right *US I Unbalanced Snow Load 1,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load,Full,1 Span PHI Partial Load,Half,1 Span PF2 Partial Load,Full,2 Spans PH2 Partial Load,Half,2 Spans S> Snow-Notional Right <S Snow-Notional Left SMS Specified Min.Roof Snow SMS> Specified Min.Roof Snow-Notional Right <SMS Specified Min.Roof Snow-Notional Left PSI Partial Load,Half Span I PS2 Partial Load,Half Span 2 W Wind Load W1> Wind Load,Case 1,Right <W1 Wind Load,Case I,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,11 Ridge,Left WPAI Wind Parallel-Ref A,Case 1 WPA2 Wind Parallel-Ref A,Case 2 WPB1 Wind Parallel-Ref B,Case 1 WPB2 Wind Parallel-Ref B,Case 2 WPC1 Wind Parallel-Ref C,Case 1 WPC2 Wind Parallel-Ref C,Case 2 WPD 1 Wind Parallel-Ref D,Case 1 WPD2 Wind Parallel-Ref D,Case 2 WB1> Wind Brace Reaction,Case 1,Right <WB1 Wind Brace Reaction,Case 1,Left WB2> Wind Brace Reaction,Case 2,Right <WB2 Wind Brace Reaction,Case 2,Left WB3> Wind Brace Reaction,Case 3,Right <WB3 Wind Brace Reaction,Case 3,Left WB4> Wind Brace Reaction,Case 4,Right <WB4 Wind Brace Reaction,Case 4,Left WB5> Wind Brace Reaction,Case 5,Right <WB5 Wind Brace Reaction,Case 5,Left WB6> Wind Brace Reaction,Case 6,Right <WB6 Wind Brace Reaction,Case 6,Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive EB> Seismic Brace Reaction,Right <EB Seismic Brace Reaction,Left FL Floor Live Load FL* Alternate Span Floor Live I oad,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(1) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(1) Auxiliary Live Load,Right,Left,Aisle 1 <AL*(1) Auxiliary Live Load,Left,Right,Aisle I <*AL(1) Auxiliary Live Load,Left,Left,Aisle 1 AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. ;t Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 7 of 56 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction,Right <ALB Aux Live Bracing Reaction,Left WALB> Wind,Aux Live Bracing Reaction,Right <WALB Wind,Aux Live Bracing Reaction,Left ALB>(1) Aux Live Bracing Reaction,Right,Aisle 1 <ALB(1) Aux Live Bracing Reaction,Left,Aisle 1 WALB>(1) Wind,Aux Live Bracing Reaction,Right,Aisle 1 <WALB(1) Wind,Aux Live Bracing Reaction,Left,Aisle 1 ALB>(2) Aux Live Bracing Reaction,Right,Aisle 2 <ALB(2) Aux Live Bracing Reaction,Left,Aisle 2 WALB>(2) Wind,Aux Live Bracing Reaction,Right,Aisle 2 <WALB(2) Wind,Aux Live Bracing Reaction,Left,Aisle 2 ALB>(3) Aux Live Bracing Reaction,Right,Aisle 3 <ALB(3) Aux Live Bracing Reaction,Left,Aisle 3 WALB>(3) Wind,Aux Live Bracing Reaction,Right,Aisle 3 <WALB(3) Wind,Aux Live Bracing Reaction,Left,Aisle 3 ALB>(4) Aux Live Bracing Reaction,Right,Aisle 4 <ALB(4) Aux Live Bracing Reaction,Left,Aisle 4 WALB>(4) Wind,Aux Live Bracing Reaction,Right,Aisle 4 <WALB(4) Wind,Aux Live Bracing Reaction,Left,Aisle 4 ALB>(5) Aux Live Bracing Reaction,Right,Aisle 5 <ALB(5) Aux Live Bracing Reaction,Left,Aisle 5 WALB>(5) Wind,Aux Live Bracing Reaction,Right,Aisle 5 <WALB(5) Wind,Aux Live Bracing Reaction,Left,Aisle 5 WALB Wind,Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U1 User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 UB User Brace Reaction UB1 User Brace Reaction-1 UB2 User Brace Reaction-2 UB3 User Brace Reaction-3 UB4 User Brace Reaction-4 UB5 User Brace Reaction-5 UB6 User Brace Reaction-6 UB7 User Brace Reaction-7 UB8 User Brace Reaction-8 UB9 User Brace Reaction-9 R Rain Load T Temperature Load v Shear File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler ManuTacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 8 of 56 Q Q Q - 1 lal_rr , J Ql 2 N � O C7 O _O O yy � O N 4 J 0] L L <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. }. AL BUTLER Date: 5/20/2021 Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery M ne: 11:11 AM Page: 9 of 56 Bracing-Summary Report Shape:STORAGE BUILDING Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.53 psf Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf.35.00 psf Mapped MCE Acceleration:Ss:23.80%g Primaries Wind Exposure:B-Kz:0.701 Design Snow(Sloped):ps:35.00 psf Mapped MCE Acceleration:Sl:6.80%g Parts Wind Exposure Factor:0.575 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:20.00 psf(Code) Seismic Importance:Ie:1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.2539 Ground Elevation Factor:Ke:0.9876 Snow Importance:Is:1.000 Design Acceleration Parameter:Sd1:0.1088 Thermal Factor:Heated-Ct:1.00 Seismic Design Category:B NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:7.00 psf Base Elevation:0/0/0 Obstructed or Not Slippery %Snow Used in Seismic:20.00 Site Elevation:346.0 ft Diaphragm Condition:Flexible Primary Zone Strip Width:2a:8/0/0 Fundamental Period Height Used:14/5/8 Parts/Portions Zone Strip Width: Walls,a:4/0/0 Transverse Direction Parameters Roof(s),0.6h:8/5/2 System NOT detailed for Seismic Basic Wind Pressure:q: 18.22,(Parts)14.94 psf Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.2373 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Longitudinal Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations-Bracing No. Origin Factor Application Description I System 1.000 1.0 D+0.6 W 1> D+W 1> 2 System 1.000 1.0 D+0.6<W 1 D+<W I 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW-Wall:1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 File:21643 BCTI 120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturinl7 rlculations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page: 10 of 56 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W 1> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<Wl D+CG+<WI 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W 1> 24 System Derived 1.000 0.6 D+0.6 CU+0.6<W l D+CU+<W 1 25 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W l> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 . D+CG+S+<W 1 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System Derived 1.000 1.0 11+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 0.6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 System Derived 1.000 0.6 D+0.6 CG+0.7<E+0.7 EG- D+CG+<E+EG- 43 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+Ej+EG+ 44 S stem Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. a AL BUTLER Date: 5/20/2021 Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 11 of 56 03xs2 'o 05 0 o, ti °s lcr_n" l f4'_n" fLrl' T T'I Dia onal Bracing Member Design Summa :Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status 1 R 0.375 26.77 47.9 -0.13 1.0000 1.0000 0.051 0.6D+0.6CU+0.6<W4 passed 2 R 0.375 26.34 47.9 -0.13 1.0000 1.0000 0.051 0.6D+0.6CU+0.6W4> passed 3 R 0.375 27.05 47.9 -2.05 1.0000 1.0000 0.801 0.6MW Wall 3 passed 4 R 0.375 27.05 47.9 -2.05 1.0000 1.0000 0.801 0.6MW Wall 1 passed Mem. End Diagonal Connection Design Information 1 Left Slot:Web Thk=0.134,Load Case 0.6D+0.6CU+0.6<W4,Factored F=0.13,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.164,Load Case 0.6D+0.6CU+0.6<W4,Factored F=0.13,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK web direct shear OK,web punching shear OK tensile fracture of web OK >>PASSED. 2 Left Slot:Web Thk=0.134,Load Case 0.6D+0.6CU+0.6W4>,Factored F=0.13,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.134,Load Case 0.6D+0.6CU+0.6W4>,Factored F=0.13,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK web punching shear OK tensile fracture of web OK >>PASSED. 3 Left Slot:Web Thk=0.134,Load Case 0.6MW Wall 3,Factored F=2.05,E factor=1.000,stress increase=1.000,slot offset,=3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.134,Load Case 0.6MW Wall 3,Factored F=2.05,E factor=1.000,stress increase=1.000,slot offset,=3.000,web-flange weld OK web direct shear OK,web punching shear OK tensile fracture of web OK, >>PASSED. 4 Left Slot:Web Thk=0.134,Load Case 0.6MW Wall 1,Factored F=2.05,E factor=1.000,stress increase=1.000,slot offset,=3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. Right Slot:Web Thk=0.164,Load Case 0.6MW Wall 1,Factored F=2.05,E factor=1.000,stress increase=1.000,slot offset,=3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, »PASSED. File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version: 2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 12 of 56 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 13 of 56 RBX009 8 C 0 Y X 90,_0„ Portal Frame to Main Frame Connection Design Information,Wall 2,bay 1 Left Portal Clip Design Left Main Frame Clip Design (1)row of(2)0.750"A325T **FAILED**Clip Width Greater Than Frame Depth **Connection Not Designed Horizontal Shear 1.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.203 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. Web Rupture Min Thickness na PASSED. Right Portal Clip Design Right Main Frame Clip Design (1)row of(2)0.750"A325T (1)row of(2)0.750"A325T 3MZE0600607000002B 3MZE0600614400002B Horizontal Shear 1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED.Bolt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.203 PASSED.Clip Buckling Min Thickness 0.24 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED.Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED.Web Rupture Min Thickness 0.003 PASSED. File:21643 BCT1120020-1-0-4 TUC+Partition Painted MR.advc_Unit-01 Version: 2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manu}acturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery Kne: 11:11 AM Page: 14 of 56 Frame Cross Section:A HFB HFB Oi /-7ft TT X Dimension Key 1 8" 2 F-2" Frame Clearances Horiz.Clearance between members 1(CX008)and 4(CX009):16-0" Vert.Clearance at member 1(CX008):12'-10 3/4" Vert.Clearance at member 4(CX009):12'-10 3/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. µ Date: 5/20/2021 BUTLER Butler Manufacturing ilculations Package Preliminary 21-001974-01 Queensbury Cemetery - 11:11 AM Page: 15 of 56 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 0/0/01 0/0/0 Portal Frame 0.0000 Automatic Design Design Load Combinations-Framing No. Origin Factor I Application Description 1 System 1.000 1.0D+I.0CG+I.0S> D+CG+S> 2 System 1.000 1.0D+I.0CG+1.0<S• D+CG+<S 3 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 4 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 5 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 6 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall:1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 12 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W I 13 System 1.000 0.6 D+0.6 CU+0.6 WPL +CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 16 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 17 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 18 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 19 System 1.000 1.OD+I.00G+0.75S+0.45WPL D+CG+S+WPL 20 System 1.000 1.OD+I.00G+0.75S+0.45WPR D+CG+S+WPR 21 System 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ +CG+E>+EG+ 22 System 1.000 1.0D+I.0CG+0.7<E+0.7EG+ +CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 1.0D+I.00G+0.15S+0.525E>+0.525EG+ D+CG+S+E>+EG+ 26 System 1.000 1.0D+I.00G+0.155+0.525<E+0.525EG+ D+CG+S+<E+EG+ 27 System Derived 1.000 I.0D+I.00G+0.6 WPR+0.6WB1> +CG+WPR+WB1> 28 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WB1> 29 System Derived 1.000 I.0D+I.00G+0.755+0.45 WPR+0.45WB1> D+CG+S+WPR+WB1> 30 System Derived 1.000 I.0D+I.00G+0.6 WPR+0.6<WBI D+CG+WPR+<WBI 31 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WBI D+CU+WPR+<WBI 32 System Derived 1.000 I.0D+I.00G+0.75S+0.45 WPR+0.45<WBI D+CG+S+WPR+<WB1 33 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 36 System Derived 1.000 1.OD+I.00G+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 37 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W B3 D+CU+WPL+<WB3 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W133 D+CG+S+WPL+<WB3 39 System Derived 1.000 0.6 MWB MWI3-Wall:1 40 System Derived 1.000 0.6 MWB MWB-Wall:2 41 System Derived 1.000 0.6 MWB MWB-Wall:3 42 System Derived 1.000 0.6 MWB MWB-Wall:4 43 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 45 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 46 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 47 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 48 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.1 Jt.2 1 6.00 0.2500 0.1345 10.00 10.00 13.69 214.4 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 8.82 74.6 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 8.82 74.6 55.00 55.00 KN SS 3P 4 6.00 0.2500 0.1345 10.00 10.00 13.69 214.4 55.00 55.00 BP KN 3P - Total Frame Weight=578.0 (p) (Includes all plates) Boundary Condition Summary File:21643 BCT1120020-1-0-4 TUC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing diculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 16 of 56 Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 19/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type t Frame Cross Section:A Type Exterior Column Exterior Column X-Loc 0/0/0 19/0/0 Grid -Grid2 A-4 A-3 Base Plate W x L(in.) 8 X 11 8 X 11 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, Load Type Desc. Hx Vy Hx V D Frm 0.01 0.27 -0.01 0.27 CG Frm - - - - S> Frm <S Frm - W2> Frm <W2 Frm - WPL Frm - WPR Frm MW-Wall:1 Frm MW-Wall:2 Frm - MW-Wall:3 Frm MW-Wall:4 Frm - CU Frm Wl> Frm <W 1 Frm S Frm E> Frm EG+ Frm <E Frm EG- Frm WB1> Brc 0.50 0.81 0.50 -0.81 <WB1 Brc -0.51 -0.82 -0.50 0.82 WB3> Brc 0.57 0.92 0.57 -0.92 <WB3 Brc -0.57 -0.92 -0.57 0.92 MWB-Wall: 1 Brc 0.57 0.92 0.57 -0.92 MWB-Wall:2 Brc - - - - MWB-Wall:3 Brc -0.57 -0.92 -0.57 0.92 MWB-Wall:4 Brc - - - - EB> Brc 0.43 0.69 0.43 -0.69 <EB Brc -0.43 -0.69 -0.43 0.69 WB2> Brc 0.51 0.83 0.51 -0.83 <WB2 Brc -0.52 -0.84 -0.52 0.84 WB4> Brc 0.57 0.92 0.57 -0.92 <WB4 Brc -0.57 -0.92 -0.57 0.92 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 0.6 0.5 CG 0.0 0.0 0.0 0.0 S> 0.0 0.0 0.0 0.0 <S 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 0.0 MW-Wall:1 0.0 0.0 0.0 0.0 MW-Wall:2 0.0 0.0 0.0 0.0 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 17 of 56 MW-Wall:3 0.0 0.0 0.0 0.0 MW-Wall:4 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 WI> 0.0 0.0 0.0 0.0 <W1 0.0 0.0 0.0 0.0 S 0.0 0.0 0.0 0.0 E> 0.0 0.0 0.0 0.0 EG+ 0.0 0.0 0.0 0.0 <E 0.0 0.0 0.0 0.0 EG- 0.0 0.0 0.0 0.0 WB1> 1.0 1.0 0.0 0.0 <WBI 1.0 1.0 0.0 0.0 WB3> 1.1 1.1 0.0 0.0 <WB3 1.1 1.1 0.0 0.0 MWB-Wall: 1 1.1 1.1 0.0 0.0 MWB-Wall:2 0.0 0.0 0.0 0.0 MWB-Wall:3 1.1 1.1 0.0 0.0 MWB-Wall:4 0.0 0.0 0.0 0.0 EB> 0.9 0.9 0.0 0.0 <EB 0.9 0.9 0.0 0.0 WB2> 1.0 1.0 0.0 0.0 <WB2 1.0 1.0 0.0 0.0 WB4> 1.1 1.1 0.0 0.0 <WB4 1.1 1.1 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) (k) k k) (in-k) in-k 0/0/0 A-4 0.34 41 0.35 33 - 0.55 41 0.82 33 19/0/0 A-3 0.35 36 0.34 39 - 0.55 39 0.82' 36 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage& itch standards are based on ACI-318 Appendix D criteria for"cast-in-place"anchor rods(Min s ace=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in.) in. Rods in. in. in. Type Flange Web 0/0/0 1 A-4 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 19/0/0 A-3 4 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Caser6O.k344r m Tension Case Maximum CompCase Maximum Bracing/WA Case X-Loc Shear Axial LTension Load Shear Comp Load Shear Axial Frame Load Shear k k C k Case k k Case k (k k Case 0/0/0 0.35 0.83 -0.55 41 0.35 0.83 33 - 0 19/0/0 0.35 0.82 0.55 39 0.35 0.82 36 - 0 Base Plate Connection Stren th Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.019 33 0.014 41 0 0 0.009 33 0.015 41 0.010 33 0.011 33 0.014 41 19/0/0 0.019 36 0.014 39 0 0 0.008 36 0.015 39 0.010 36 0.011 36 0.014 39 Web Stiffener Summary Mem. Stiff. Dese. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. I (ft) (in.) in.) (in.) (in.) I Description 1 1 S3 12.90 9.500 N/A N/A N/A 0.1875 2.000 1 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.1250 4 1 S3 12.90 9.500 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875 W-BS-0.1250 F-OS-0.1250 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt I Outside Flange Inside Flange File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version: 2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing ilculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 18 of 56 Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Con figuration Pitches lst/2nd Configuration Pitches Ist/2nd No. No. (in.) (in.) (in.) (in.) (in.) ID .Desc. (in.) LIDDesc. (in.) 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 2.50 2 1 KN(Face) 0.375 6.00 ]0.00 0.750 A325N/ST 3.001Flush 2.50/2.50 2.50/2.50 3 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 2.50/2.50 4 2 KN Face 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 2.50 Moment Connections: Outside Flange Required Stren th Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yieldin Ru ture Tearing Weld Weld 1 2 36 0.0 0.6 55.0 AISC DG-16/Thin plate 0.238 0.013 0.380 0.000 0.000 0.016 0.959 0.516 2 1 36 0.0 0.6 55.0 AISC DG-16/Thin plate 0.238 0.013 0.380 0.000 0.000 0.016 0.959 0.516 3 1 36 0.0 0.6 55.0 AISC DG-16/Thin plate 0.237 0.013 0.383 0.000 0.000 0.016 0.516 0.516 4 2 36 0.0 0.6 55.0 AISC DG-16/Thin plate 0.237 0.013 0.383 0.000 0.000 0.016 0.516 0.516 Inside Flan a Re uired Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 39 0.0 0.6 53.2 AISC -I 6/Thin plate 0.229 0.011 0.365 0.000 0.000 0.015 0.959 0.516 2 1 39 0.0 0.6 53.2 AISC DG-16/Thin plate 0.229 0.011 0.365 0.000 0.000 0.015 0.959 0.516 3 1 39 0.0 0.6 53.2 AISC DG-I6/Thin plate 0.228 0.011 0.368 0.000 0.000 0.015 0.516 0.516 4 2 39 0.0 0.6 53.21 AISC DG-16/Thin plate 0.228 0.011 0.368 0.000 0.000 0.015 0.516 0.516 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Flange Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB Load Case Design Note k 1 13/3/8 13/3/8 HFB3060 0.000 1 4 13/3/8 13/3/8 HFB3060 0.000 1 Frame Design Member Summa -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure I 12.94 10.00 33 -0.8 -55.4 0.0 53.2 508.9 121.4 0.12 1 10.78 10.00 33 -0.4 22.0 0.02 2 0.42 9.00 33 -0.1 -55.1 0.0 46.8 169.5 39.0 0.33 2 0.42 9.00 33 0.6 21.6 0.03 3 0.42 9.00 36 0.0 -55.0 0.0 83.1 169.5 39.0 0.33 3 0.42 9.00 36 -0.6 21.6 0.03 4 12.94 10.00 36 -0.8 -54.8 0.0 53.2 508.9 121. 0.12 4 10.78 10.00 36 0.4 22.0 0.02 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn I Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag 1 12.94155.23 155.2 155.2 4.28 1.50 80.92 9.00 16.18 3.00 17.66 4.54 0.07 213.94 1.66 1.00 1.09 0.95 2 0.42192.00 9.5 9.5 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.70 3 0.42192.00 9.5 9.5 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 1.00 4 12.94155.23 155.2 155.2 4.28 1.50 80.92 9.00 16.18 3.00 17.66 4.54 0.07 213.941 1.66 1.00 1.09 0.95 Deflection Load Combinations-Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LO S S 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42<W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 60 180 0.42 WB1> WB1> 9 System Derived 1.000 60 180 0.42<W131 <WB1 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.adve Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 19 of 56 10 System Derived 1.000 60 180 0.42 WB2> WB2> I I System Derived 1.000 60 180 0.42<W132 <WB2 12 System Derived 1.000 60 180 0.42 W133> WB3> 13 System Derived 1.000 60 180 0.42<W133 <W133 14 System Derived 1.000 60 180 0.42 W134> W134> 15 System Derived 1.000 60 180 0.42<W134 <WB4 16 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 17 System 1.000 10 0 1.0<E+1.0 EG- <E+EG- 18 System Derived 1.000 10 0 1.0 EB> EB> 19 System Derived 1.000 10 0 I.0<EB <EB Controlling Frame Deflection Ratios for Cross Section:A Description Ratio I Deflection in.) IMemberl Joint I Load Case I Load Case Description Max.Horizontal Deflection (H/452) 0.353 4 1 2 13 <W133 Max.Vertical Deflection for Span I L/99999 -0.000 4 2 15 <W134 *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Frame Lateral Stiffness(K): 1.351 (k/in) Fundamental Period(calculated)(T):0.873(sec.) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 20 of 56 5 O ,L6 2 Y �yti3 3 OQ X _ Diagonal Bracing Member Design Summary:Sidewall 4 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor I Factor Ratio Load Case Status I R 0.5 23.24 36.5 -2.65 1.0000 1.0000 0.578 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 0.5 23.23 36.5 -2.66 1.0000 I.0000 0.580 1.OD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information I Left Slot:Web Thk=0.134,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=2.65,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.134,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=2.65,E factor=1.000,stress increase=1.000,slot offset,= 3.000 web-flange weld OK web direct shear OK web punching shear OK,tensile fracture of web OK »PASSED. 2 Left Slot:Web Thk=0.134,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=2.66,E factor=1.000,stress increase=1.000,slot offset,= 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.134,Load Case I.OD+I.00G+0.7<E+0.7EG+,Factored F=2.66,E factor=1.000,stress increase=1.000,slot offset,= 000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 B[lTLER Butter Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 21 of 56 LSecondary-Summary Report_ Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity,5.00 psf Roof Covering+Second.Dead Load:2.53 psf Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 6.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf:35.00 psf Mapped MCE Acceleration:Ss:23.80%g Primaries Wind Exposure:B-Kz:0.701 Design Snow(Sloped):ps:35.00 psf Mapped MCE Acceleration:S1:6.80%g Parts Wind Exposure Factor:0.575 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:20.00 psf(Code) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.2539 Ground Elevation Factor:Ke:0.9876 Snow Importance:Is:1.000 Design Acceleration Parameter:Sd1:0.1088 Thermal Factor:Heated-Ct:1.00 Seismic Design Category:B NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:7.00 psf Base Elevation:0/0/0 Obstructed or Not Slippery %Snow Used in Seismic:20.00 Site Elevation:346.0 ft Diaphragm Condition:Flexible Primary Zone Strip Width:2a:8/0/0 Fundamental Period Height Used:14/5/8 Parts/Portions Zone Strip Width: Walls,a:4/0/0 Transverse Direction Parameters Roof(s),0.6h:8/5/2 System NOT detailed for Seismic Basic Wind Pressure:q: 18.22,(Parts)14.94 psf Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.2373 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Longitudinal Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Design Load Combinations-Purlin No. Ori in Factor Application Description I System 1.000 1.0 D+I.0 CG+1.0 S D+CG+S 2 System I.000 1.0 D+1.0 CG+1.0 PFI +CG+PFI(Span 1) 3 System 1.000 1.0 D+1.0 CG+1.0 PFI +CG+PF1(Span 2) 4 System 1.000 1.0 D+1.0 CG+1.0 PFI +CG+PFI(Span 3) 5 System 1.000 1.0 D+1.0 CG+1.0 PF2 +CG+PF2-Pattern 1 6 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 7 System Derived I.000 I.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WB1> 8 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WB1> 9 System Derived 1.000 1.0D+I.0CG+0.755+0.45W1>+0.45WB1> D+CG+S+Wl>+WB1> 10 System Derived 1.000 I.0D+I.0CG+0.755+0.45<W2+0.45WB1> D+CG+S+<W2+WB1> 11 System Derived 1.000 LOD+1.00G+0.6<W2+0.6<WBI D+CG+<W2+<WB1 12 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+Wl>+<WB1 13 System Derived 1.000 I.0D+I.0CG+0.75S+0.45W1>+0.45<WBI D+CG+S+Wl>+<WB1 14 System Derived 1.000 I.0D+I.0CG+0.755+0.45<W2+0.45<WB1 D+CG+S+<W2+<WB1 15 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 16 System Derived I.000 0.6D+0.6CU+0.6W1>+0.6WB2> D+CU+W1>+WB2> 17 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45 WB2> D+CG+S+W 1>+WB2> 18 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 19 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 20 System Derived 1.000 0.6 D+0.6 CU+0.6 W I>+0.6<W B2 D+CU+W 1>+<WB2 File:21643 BCT1120O20-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 B(JTLER Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 22 of 56 21 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<W132 D+CG+S+Wl>+<WB2 22 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W132 D+CG+S+<W2+<WB2 23 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 24 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 W133> +CU+W 1>+WB3> 25 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB3> D+CG+S+W 1>+WB3> 26 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+W133> 27 System Derived 1.000 L0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 +CU+WI>+<WB3 29 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<WB3 D+CG+S+WI>+<WB3 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 +CG+S+<W2+<WB3 31 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 32 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6W134> +CU+WI>+WB4> 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB4> D+CG+S+W 1>+WB4> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> +CG+S+<W2+WB4> 35 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W134 +CG+<W2+<WB4 36 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6<WB4 D+CU+Wl>+<WB4 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<W134 D+CG+S+W 1>+<W134 38 System Derived 1.000 1.0D+1.0CG+0.755+0.45<W2+0.45<WB4 +CG+S+<W2+<WB4 39 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 41 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 42 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ 43 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Girt No. Origin Fac[or Application Description I System 1.000 0.6 WI> 1> 2 System 1.000 0.6<W2 W2 Deflection Load Combinations-Purlin No. Origin Factor Deflection Application Description 1 System 1.000 180 LO S �NW2 2 System 1.000 180 0.42 Wl> 1> 3 System 1.000 180 0.42<W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 0.42 W 1> 1W1> 2 System 1.000 90 0.42<W2 J<W2 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Buller Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 23 of 56 Wall• 1 __�-----_-_____- __�------ _ ___-. El ci Q � Q 1W1B0 1W1B1 Dimension Key 1 2'-4 1/2" Maximum Secondary Designs for Sha a STORAGE BUILDING on Side 1 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % I % I % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bud Shr Cmb We Cs (i Bud Shr Cmb Wcp Cs Bud Shr Cmb Wcp Cs in.) 1,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.60 0.29 0.55 0.00 2 0.30 0.15 0.33 0.00 1 16.5 1,2 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.30 0.15 0.33 0.00 1 10.5 0.60 0.29 0.55 0.00 2 2,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.33 0.16 0.31 0.00 2 0.17 0.09 0.19 0.00 1 10.5 2,2 120.00, 8.500.060 Z Con-60.0 I Yes 10.5 0.17 0.08 0.19 0.00 1 10.5 10.33 0.16 0.31 0.00 2 Maximum See ndary Deflections for Shape STORAGE BUILDING on Side 1 Desi n Id Se ment Deflection in. Ratio Location ft Load Case Description 1 1 0.21 (L/I 136) 8.00 1 0.42W1> I 2 0.22 (L/1106) 31.88 1 0.42W1> 2 I 0.13 (L/1876) 8.50 1 0.42W I> 2 2 0.11 (L/2120) 31.88 1 0.42W1> File:21643 BCT1120020-1-0-4 TIIC+Partition Painted M -advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler ManuTacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery he: 11:11 AM Page: 24 of 56 Wall:2 ------------- ---------------- -------- --- Q Q Q Q 1 W2B1 1 W2B2 1 W283�1263 ht T4_n" L Dimension Key 1 F-0" 2 9" 3 1'-7 1/2" 4 4'-0" Maximum Secondary Designs for Sha a STORAGE BUILDING on Side 2 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp s in. 1,1 5.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.06 0.00 1 2,1 9.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.07 0.08 0.00 1 3,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.05 0.00 0.00 0.00 1 4,1 12.50 8.500.060 C Sim-60.0 Yes 0.0 0.29 0.00 0.00 0.00 1 5,1 24.00 8.500.060 Z Sim-60.0 Yes 0.0 0.45 0.29 0.53 0.00 1 6,1 12.50 8.500.060 C Sim-60.0 Yes 0.0 0.30 0.06 0.26 0.00 1 7,1 2.38 8.500.060 C Sim-60.0 Yes 0.0 8,1 12.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 1 911 . 20.00.8.500.060 Z Sim-60.0 Yes 0.0 0.77 0.00 0.00 0.00 1 10,1 13.25 8.50x0.060 C Sim-60.0 Yes 0.0 0.37 0.05 0.31 0.00 1 11,1 5.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.06 0.00 1 12,1 24.00 8.500.060 Z Sim-60.0 Yes 0.0 0.34 0.22 0.41 0.00 1 13,1 9.00 8.500.060 Z Sim-60.0 Yes 0.0 0.03 0.07 0.08 0.00 1 Maximum See ndary Deflections for Shape STORAGE BUILDING on Side 2 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 - 2 1 - - 3 1 - 4 1 0.09 (L/1627) 6.50 1 0.42W 1> 5 1 0.24 (L/964) 9.50 1 0.42W 1> 6 1 0.09 (L/1580) 6.50 1 0.42W1> 7 1 - - 8 1 - - - - 9 1 0.52 (L/458) 10.00 1 0.42W1> 10 1 0.13 (L/1204) 6.50 1 0.42W 1> I I - - 12 1 0.18 (L/1262) 14.50 1 0.42W 1> 13 1 - File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 „e,,�°°, �,,,� ciculations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page:25 of 56 ;Wall:3 __ __-_......-..--- --------- ---- -------- - 22 Q � Q 1 W3Bo 1 W3B1 Dimension Key I F-61/2" Maximum Secondary Designs for Sha a STORAGE BUILDING on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % °/o % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bud Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 1,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.60 0.29 0.55 0.00 2 0.30 0.15 0.33 0.00 1 10.5 1,2 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.30 0.15 0.33 0.00 1 10.5 0.60 0.29 0.55 0.00 2 2,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.33 0.16 0.31 0.00 2 0.17 0.08 0.19 0.00 1 10.5 2,2 120.00, 8.500.060 Z Con-60.0 1 Yes 1 10.5 0.17 0.09 0.19 0.00 1 1 10.5 10.33 0.16 0.31 10.00 2 Maximum Sec ndary Deflections for Shape STORAGE BUILDING on Side 3 Design Id Segment Deflection in. Ratio Location fl Load Case Description 1 1 0.21 (L/1136) 8.00 1 0.42W1> 1 2 0.22 (L/1106) 31.88 1 0.42W1> 2 1 0.11 (L/2182) 8.00 1 0.42W1> 2 2 0.13 (L/1832) 31.88 1 0.42W 1> File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version: 2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 26 of 56 Q Q Q Q 1W4B1 1W4B2 1W4133 2n--w l �g_rr lei Dimension Key 1 1'-0" 2 1'-6 1/2" Maximum Secondary Designs for Sha a STORAGE BUILDING on Side 4 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.43 0.00 0.30 0.00 1 0.22 0.14 0.26 0.00 1 10.5 1,2 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.22 0.12 0.25 0.00 1 10.5 0.44 0.22 0.41 0.00 2 0.22 0.12 0.25 0.00 1 10.5 1,3 20.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.22 0.14 0.26 0.00 1 10.5 0.43 0.00 0.00 0.00 1 2,1 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.23 0.00 0.00 0.00 1 0.12 0.07 0.14 0.00 1 10.5 2,2 20.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.12 0.06 0.13 0.00 1 10.5 0.23 0.12 0.22 0.00 2 0.12 0.06 0.13 0.00 1 10.5 23 20.00 8.500.060 Z Con-60.0 Yes 10.5 0.12 0.07 0.14 0.00 1 10.5 0.23 0.00 0.00 0.00 1 Maximum See ndary Deflections for Shape STORAGE BUILDING on Side 4 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.21 (L/1061) 9.50 1 0.42W1> 1 2 0.00 (L/8338) 29.88 2 0.42<W2 1 3 0.22 (L/1045) 50.88 1 0.42W1> 2 1 0.11 (L/2028) 9.50 I 0.42W1> 2 2 - - 2 3 1 0.11 L/1998 50.88 1 1 0.42W1> File:21643 BCT1120020-1-0-4 THC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butlor Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page:27 of 56 Roof:-A __- -- --- fLrL f a,�, L 9n,-n^ 11 Maximum Secondary Designs for Sha a STORAGE BUILDING on Side A Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.01 0.04 0.67 1.00 2 0.55 0.36 0.89 1.02 5 34.5 1,2 20.00 I O.00x0.060 Z Con-60.0 Yes 16.5 0.55 0.33 0.89 1.02 5 16.5 0.67 0.79 0.97 0.00 6 0.55 0.33 0.89 1.02 6 16.5 1,3 20.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.55 0.36 0.89 1.02 6 34.5 0.01 0.34 0.67 1.00 4 2,1 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.49 0.00 0.49 0.00 1 2,2 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.55 0.00 0.00 0.00 1 2,3 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.49 0.00 0.49 0.00 1 3,1 20.00 10.000.079 Z Con-60.0 Yes 34.5 0.01 0.04 0.67 1.00 2 0.55 0.36 0.89 1.02 5 34.5 3,2 20.00 10.000.060 Z Con-60.0 Yes 16.5 0.55 0.33 0.89 1.02 5 16.5 0.67 0.79 0.97 0.00 6 0.55 0.33 0.89 1.02 6 16.5 3,3 20.00 10.000.079 Z Con-60.0 Yes 34.5 0.55 0.36 0.89 1.02 6 34.5 0.01 0.34 0.67 1.00 4 4,1 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.22 0.00 0.27 0.00 18 4,2 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.25 0.00 0.29 0.00 18 4,3 20.00 11.500.068 EZ Sim-60.0 Yes 0.0 0.22 0.00 0.37 0.00 34 Maximum Seconda DeFlections for Shape STORAGE BUILDING on Side A Design Id Se ment Deflection in. Ratio Location ft Load Case Description 1 1 -0.41 (L/555) 9.00 1 LOS File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 28 of 56 1 2 -0.06 (L/4222) 29.88 1 LOS 1 3 -0.42 (L/549) 50.88 1 LOS 2 1 -0.34 (L/671) 10.50 1 LOS 2 2 -0.42 (L/571) 30.00 1 LOS 2 3 -0.34 (L/671) 49.50 1 LOS 3 I -0.41 (L/555) 9.00 1 LOS 3 2 -0.06 (L/4222) 29.88 1 LOS 3 3 -0.42 (L/549) 50.88 1 LOS 4 1 -0.17 (L/1339) 10.50 1 LOS 4 2 -0.21 (L/1140) 30.00 1 LOS 4 3 -0.17 L/1339 49.50 1 LOS Purlin Anchor a a Forces for Shape STORAGE BUILDING,Roof A,Panel Type is MR24,Pitch= -0.250:12 AR Clip if re 'd-PC7 Bay Thickness Load(psf) Ld Case #Purlin Length Simple? Diaphragm Allowable Defl Actual Defl Width 1 0.079 -41.19 1 8 20.00 N 40.01 1.333 0.552 2 0.060 -41.19 1 8 20.00 N 40.01 1.333 0.452 3 0.079 -41.19 1 8 20.00 N 40.01 1.333 0.550 Reference Located Force per Force per Anch.Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line P, Anch.Line(k) Anchor Anchors AR,STD Stiffness Stiffness Allow Shr Stress Ratio l(0.00) Frame 0.61D 0.06D (k) 0.15 0 0,0 2.447 2.793 0.069 0.011 0.167 BR.1 0.57T(in-k) 4.35 1 1,0 0.069 0.000 0.000 2(20.00) Frame 0.94D 0.08D (k) 0.26 0 0,0 3.772 6.111 0.069 0.008 0.121 BR.I 0.90T(in-k) 4.35 1 1,0 0.069 0.000 0.000 3(40.00) Frame 0.93D 0.08D (k) 0.26 0 0,0 3.717 6.111 0.069 0.008 0.119 BR.I 0.59T(in-k) 4.35 I 1,0 0.069 0.000 0.000 4(60.00) Frame 0.61D 0.06D k 0.15 1 0 1 0,0 1 2.447 1 2.793 1 0.069 0.011 1 0.167 File:21643 BCT1120020-1-0-4 THC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing llculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 29 of 56 Framing-Summary Report Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.53 psf Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf 35.00 psf Mapped NICE Acceleration:Ss:23.80%g Primaries Wind Exposure:B-Kz:0.701 Design Snow(Sloped):ps:35.00 psf Mapped NICE Acceleration:S1:6.80%g Parts Wind Exposure Factor:0.575 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:20.00 psf(Code) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.2539 Ground Elevation Factor:Ke:0.9876 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.1088 Thermal Factor:Heated-Ct:1.00 Seismic Design Category:B NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:7.00 psf Base Elevation:0/0/0 Obstructed or Not Slippery %Snow Used in Seismic:20.00 Site Elevation:346.0 ft Diaphragm Condition:Flexible Primary Zone Strip Width:2a:8/0/0 Fundamental Period Height Used:14/5/8 Parts/Portions Zone Strip Width: Walls,a:4/0/0 Transverse Direction Parameters Roof(s),0.6h:8/5/2 System NOT detailed for Seismic Basic Wind Pressure:q: 18.22,(Parts)14.94 psf Redundancy Factor:Rho: 1.00 Fundamental Period:Ta:0.2373 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Longitudinal Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File:21643 BCT1120020-1-0-4 THC+Partition Painted MP-advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 30 of 56 :Wall:4,Frame atc 1/0/0 _ _ —__-- __------__-- -- _ Frame Cross Section: 1 - - - -- --- -- --- ---------- --- -- - - 3 CO in m u- 0 ElGFB CD v x Dimension Key 1 8 1/2" 2 F-61/2" 3 2 @ 2'-6 1/16" 4 2'-4 1/2" Frame Clearances Horiz.Clearance between members 1(CX001)and 6(CX002):36-7" Vert.Clearance at member 1(CX001): 12'-5 11/16" Vert.Clearance at member 6(CX002): 13'-2 9/16" Vert.Clearance at member 7(EPX001): 12'-7 5/8" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page: 31 of 56 Frame Location Desi n Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 1/0/0 1 101610 ISTORAGE BUILDING Rigid Endwall#1 EW 1 90.0000 Automatic Design Desi n Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 1.0D+I.0CG+I.0S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.0D+I.0CG+I.0PF1 D+CG+PFI(Span 1) 4 System 1.000 1.0 D+1.0 CG+1.0 PFl D+CG+PF1(Span 2) 5 System 1.000 I.0D+I.0CG+0.6W2> D+CG+W2> 6 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 7 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 8 System 1.000 1.0D+I.0CG+0.6WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall:1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 15 System 1.000 6.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 I.0D+I.0CG+0.75S+0.45W1> D+CG+S+Wl> 18 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W I D+CG+S+<W 1 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 22 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 23 System 1.000 1.0D+I.0CG+0.7E>+0.7EG+ D+CG+E>+EG+ 24 System 1.000 1.0D+I.0CG+0.7<E+0.7EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 27 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 28 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft (ksi) (ksi Jt.I Jt.2 I 5.00 0.1345 0.1345 12.00 12.00 13.20 142.8 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 8.32 86.5 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1644 9.00 12.00 11.37 123.2 55.00 55.00 SP SS 3P 4 5.00 0.1345 0.1644 12.00 9.00 8.63 94.9 55.00 55.00 SS SP 3P 5 5.00 0.1345 0.1345 9.00 9.00 10.25 91.5 55.00 55.00 SP KN 3P 6 5.00 0.1345 0.1345 12.00 12.00 14.03 158.5 55.00 55.00 BP KN 3P 7 5.00 0.1345 0.1345 10.00 1 10.00 1 12.63 129.9 55.00 1 55.00 1 BP CP 3P Total Frame Weight=827.3 (p) (Includes all plates) Frame Member Releases Member Joint I Joint 7 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su .Y Moment Displacement X(in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:1 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 20/0/0 40/0/0 Gridl-Grid2 1-C 1-B 1-A Base Plate W x L(in.) 8 X 13 8 X 1 I 8 X 13 Base Plate Thickness(in.) 0.375 0.375 0.375 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version: 2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Bu„e,Manu}ecturin llculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 32 of 56 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx V D Frm 0.05 0.46 0.90 -0.05 0.46 CG Frm 0.07 0.49 1.12 -0.07 0.49 - S> Frm 0.47 3.46 - 7.83 -0.47 3.46 - - <S Frm 0.47 3.46 - 7.83 -0.47 3.46 - W2> Frm -1.71 -1.79 -3.06 -0.67 -0.93 <W2 Frm 0.99 0.06 -1.33 1.64 -0.98 WPL Frm 0.59 -1.24 -2.52 -0.59 -1.24 WPR Frm 0.52 -2.04 -4.40 -0.45 -2.10 MW-Wall:I Frm - - - - - MW-Wall:2 Frm 0.79 0.58 -0.17 1.72 -0.41 MW-Wall:3 Frm - - - - - - MW-Wall:4 Frm -1.77 -0.45 - -0.02 -0.67 0.48 - CU Frm - - - - - - Wl> Frm -1.38 -2.47 2.10 -4.45 -1.00 -1.62 - <W1 Frm 1.32 -0.62 -2.10 -2.71 1.31 -1.67 - S Frm 0.47 3.46 - 7.83 -0.47 3.46 - - E> Frm -0.35 -0.24 0.02 0.03 -0.30 0.20 - - EG+ Frm - 0.05 - 0.11 - 0.05 - - <E Frm 0.35 0.24 -0.02 -0.03 0.30 -0.20 - - EG- Frm -0.05 -0.11 -0.05 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 1.9 1.8 CG 0.0 0.0 2.1 2.1 S> 0.0 0.0 14.7 14.7 <S 0.0 0.0 14.7 14.7 W2> 2.4 2.4 5.8 5.8 <W2 2.6 2.6 2.2 2.2 WPL 0.0 0.0 5.0 5.0 WPR 0.1 0.1 8.5 8.5 MW-Wall: 1 0.0 0.0 0.0 0.0 MW-Wall:2 2.5 2.5 0.0 0.0 MW-Wall:3 0.0 0.0 0.0 0.0 MW-Wall:4 2.4 2.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 WI> 2.4 2.4 8.5 8.5 <WI 2.6 2.6 5.0 5.0 S 0.0 0.0 14.7 14.7 E> 0.7 0.7 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.7 0.7 0.0 0.0 EG- 0.0 0.0 0.2 0.2 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in-k in-k 0/0/0 1-C 1.06 12 1.06 18 - - - 1.21 13 4.52 3 - - 20/0/0 1-B - - - - 1.26 14 1.26 13 2.13 13 9.84 1 - 40/0/0 1-A 0.92 17 1.03 10 0.98 16 4.53 4 - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 Appendix D criteria for"cast-in-place"anchor rods Min space=4*drod X-Loc I Grid Mem. Thickness I Width I Length I Stiff. I Num.Of I Rod Diam.I Pitch I Gage I Hole Welds to Welds to File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing ticulations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page: 33 of 56 No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 1-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 20/0/0 I-B 7 0.375 8 11 No 4 0.750 5.0 5.0 Sid OS-0.1875 OS-0.1875 40/0/0 1-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear k k Case k k Case k k Case k k k Case 0/0/0 1.12 3.34 18 0.79 -1.19 13 0.41 4.45 3 - 0 20/0/0 1.24 -1.07 14 1.23 -2.12 13 0.01 9.85 I - - 0 40/0/0 1 1.04 1 -0.25 1 10 0.30 -0.98 16 0.44 4.48 4 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bendin Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.061 18 0.031 13 - 0 0 0.039 3 0.045 13 0.072 3 0.048 3 0.049 3 20/0/0 0.067 14 0.055 13 0 0 0.101 1 0.067 13 0.187 1 0.116 1 0.116 1 40/0/0 0.056 10 0.026 16 0 0 0.039 4 0.037 16 0.072 4 0.048 4 0.049 4 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 1.03 8.735 64.94 N/A N/A 0.1875 2.000 Both SP-BS-0.1250,W-OS-0.1250,F-OS-0.1250 3 1 WSF 10.96 11.621 70.69 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 6 1 S3 13.22 11.731 N/A NIA N/A 0.1875 2.000 Both SP-BS-0.1250,W-OS-0.1250,F-OS-0.1250 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Con figuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. (in.) 1 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 2 2 SP 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 10.01 0.750 A325N/ST 3.00 it Flush 2.50 11 Flush 2.50 4 2 SP 0.375 6.00 10.01 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 5 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 6 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 7 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Stren th Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 20 -3.6 0.8 139.0 AISC DG-I6/Thin plate 0.355 0.017 0.575 0.000 0.000 0.022 0.516 0.516 2 1 20 -3.6 0.8 139.0 AISC DG-16/Thin plate 0.355 0.017 0.575 0.000 0.000 0.022 0.516 0.516 2 2 14 0.1 0.3 51.1 AISC DG-16/Thin plate 0.221 0.006 0.357 0.000 0.000 0.008 0.516 0.631 3 1 14 0.1 0.3 51.1 AISC DG-16/Thin plate 0.221 0.006 0.357 0.000 0.000 0.008 0.516 0.631 4 2 13 0.3 0.4 42.8 AISC DG-16/Thin plate 0.190 0.008 0.307 0.000 0.000 0.010 0.516 0.631 5 1 13 0.3 0.4 42.8 AISC DG-16/Thin plate 0.190 0.008 0.307 0.000 0.000 0.010 0.516 0.631 5 2 19. -0.5 2.6 106.7 AISC DG-16/Thin plate 0.448 0.052 0.724 0.000 0.000 0.067 0.516 0.516 6 2 19 -0.5 2.6 I06.7 AISC DG-16/Thin late 0.448 0.052 0.72 0.000 0.000 0.067 0.516 0.516 Inside Flange Required Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) I (k) (in-k) Proc. Tension Shear. Bending Yielding Rupture Tearing Weld Weld 1 2 13 1.2 0.3 77.7 AISC DG-16/Thin plate 0.256 0.005 0.415 0.000 0.000 0.007 0.516 0.516 2 1 13 1.2 0.3 77.7 AISC DG-16/Thin plate 0.256 0.005 0.415 0.000 0.000 0.007 0.516 0.516 2 2 3 -0.4 0.2 127.2 AISC DG-16/Thin plate 0.537 0.004 0.868 0.000 0.000 0.005 0.516 0.631 3 1 3 -0.4 0.2 127.2 AISC DG-I6/Thin plate 0.531 0.004 0.868 0.000 0.000 0.005 0.516 0.631 4 2 4 -0.5 0.6 115.4 AISC DG-16/Thin plate 0.486 0.013 0.785 0.000 0.000 0.017 0.516 0.631 5 1 4 -0.5 0.6 115. AISC DG-16/Thin plate 0.486 0.013 0.785 0.000 0.000 0.017 0.516 0.631 5 2 14 0.1 0.7 ', 7 AISC DG-16/Thin plate 0.314 0.014 0.507 0.000 0.000 0.018 0.516 0.516 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing ciculations Package Preliminary 21-001974-01 Queensbury Cemetery '� -_`.ne: 11:11 AM Page: 34 of 56 1 6 1 2 1 14 1 0.11 0.71 72.71 AISC DG-16/Thin plate 1 0.3141 0.014 0.5071 0.0001 0.0001 0.0181 0.5161 0.516� *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren th Ratios Mem. it. Ld Axial Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs (k (k) Tension Shear V+T Bending Yielding Bearing Weld Weld 7 1 2 1 13 1 2.11 1.21 13 1 2.11 1.2 0.067 0.0551 0.0001 0.0691 0.0481 0.0411 0.1431 0.043 Flange Brace Summary Member I From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 1/9/12 37/6/1 GFB2037 0.207 20 3 6/0/0 25/0/0 GFB2042 0.071 4 3 11/0/0 20/0/0 GFB2014 0.137 1 5 6/0/0 51010 GFB2037 0.108 20 6 12/6/0 12/6/0 GFB2050 0.185 1 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle I Min FB Typ I Purlin Bolt Shear FB/"SF Reaction Force I I Moment Shear I I Rl R2 Purlin Bearing Bearin 20/0/0 1-B 1.26 0.00 Std 0.00 0.00 N 0.00 34.13 0.079 GFB 3.32 4.71 3.07 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure •k k in-k in-k k k in-k in-k Flexure 1 12.49 12.00 20 -3.6 -139.0 0.0 18.0 211.7 39.0 0.79 I 0.00 12.00 18 -1.2 21.4 0.05 2 0.49 9.00 20 -0.8 -127.8 0.0 44.9 169.5 39.0 0.76 2 0.49 9.00 3 3.6 21.6 0.16 3 10.97 12.00 1 -0.5 -223.1 0.0 53.1 248.5 39.0 0.90 3 10.97 12.00 1 -4.9 32.0 0.15 4 0.03 11.99 4 -0.6 -177.1 0.0 13.0 188.2 39.0 0.96 4 0.00 12.00 2 4.8 32.0 0.15 5 1.00 9.00 4 -0.5 120.5 0.0 13.0 169.5 39.0 0.73 5 9.26 9.00 4 -3.6 21.6 0.17 6 12.50 12.00 1 -4.4 -92. 0.0 18.0 211.7 39.0 0.63 6 0.00 12.00 10 -1.0 21. 0.05 7 6.56 10.00 18 -6.7 37.2 0.0 18.4 128.0 39.0 0.62 7 0.00 10.00 13 -1.3 21.5 0.06 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg I Rpc Aeff/ No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 A 1 12.49 149.92 149.9 149.9 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.60 1.00 1.15 0.96 2 0.49 219.62 10.3 10.3 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.72 3 10.97 219.62 60.0 60.0 3.27 0.67 69.46 2.81 11.58 1.12 13.64 1.76 0.03 98.78 1.81 1.00 1.18 0.69 4 0.03 219.50 180.0 180.0 3.27 0.67 69.31 2.81 11.56 1.12 13.62 1.76 0.03 98.60 1.85 1.00 1.18 1.00 5 1.00 219.50 180. 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 2.11 1.00 1.13 1.00 6 12.50 159.07 150. 150.0 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.57 7 6.56 157.49 151. 151.6 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.13 1.00 1.14 1.00 Deflection Load Combinations-Framin FNo. Origin Factor Def H Def V Application Description 1' System 1.000 0 180 LO S S 2 System I.000 60 180 0.42 W1> l> 3 System 1.000 60 180 0.42<W 1 W 1 4 System 1.000 60 I80 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 9 System 1.000 10 0 1.0<E+1.0 EG- <E+EG- File:21643 BCT1120020-1-0-4 THC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. sur�ER Date: 5/20/2021 Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 35 of 56 Controlling Frame Deflection Ratios for Cross Section:1 Description Ratio Deflection in.) IMemberl Joint ILoadCase Load Case Description Max.Horizontal Deflection (IV182) -0.844 1 2 3 <Wl Max.Vertical Deflection for Span 1 (L/969) -0.232 3 1 1 S Max.Vertical Deflection for Span 2 L/1002 0.225 5 1 1 S *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Frame Lateral Stiffness(K):0.780(k/in) Fundamental Period(calculated)(T):0.992(sec.) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted M -advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 But1er1 nu,, ,,n? dculations Package Preliminary 21-001974-01 Queensbury Cemetery an? 11:11 AM Page: 36 of 56 ;Wall:4,Frame at:20/0/0 Frame Cross Section:2 m m '- U. In m m C� C7 U- U- - O Y 0 AMW Dimension Key 1 8 1/2" 2 l'-6 1/2" 3 2 @ 2'-6 1/16" 4 9" 5 P-71/2" Frame Clearances Horiz.Clearance between members 1(CX003)and 4(CX004):35'-1" Vert.Clearance at member I(CX003):11'-4 7/8" Vert.Clearance at member 4(CX004):12'-1 3/8" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manu}acturinp Tlculations Package Preliminary 21-001974-01 Queensbury Cemetery kne: 11:11 AM Page: 37 of 56 Frame Location Design Parameters: Location Avg.Bay Space I Description Angle Group Trib.Override Design Status 20/0/0 19/6/0 ISTORAGE BUILDING Clears an#1 90.0000 Automatic Design Design Load Combinations-Framin No. Ori in Factor Application Description I System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0D+I.0CG+1.0<S D+CG+<S 3 System 1.000 I.0D+I.0CG+0.6W2> D+CG+W2> 4 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 5 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 6 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall:1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 11 System 1.000 0.6 D+0.6 CU+0.6 WI> D+CU+W1> 12 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 13 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+Wl> 16 System 1.000 1.0D+I.0CG+0.75S+0.45<WI D+CG+S+<WI 17 System 1.000 1.0D+I.0CG+0.755+0.45W2> D+CG+S+W2> 18 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 21 System 1.000 1.0D+I.0CG+0.7E>+0.7EG+ D+CG+E>+EG+ 22 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG-. 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 1.0D+I.0CG+0.155+0.525E>+0.525EG+ D+CG+S+E>+EG+ 26 System 1.000 1.0D+I.0CG+0.155+0.525<E+0.525EG+ D+CG+S+<E+EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ( ) (ksi) ksi) Jt.I R.2 1 5.00 0.3750 0.1345 12.00 20.00 13.21 250.1 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 22.00 25.00 18.90 336.8 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 25.00 22.00 19.68 318.0 55.00 55.00 SS KN 3P 4 6.00 0.2500 0.1345 12.00 22.00 14.03 282.8 55.00 55.00 BP KN 3P Total Frame Weight=1187.7 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rod. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2 Type Exterior Column Exterior Column X-Loc 0/0/0 40/0/0 Grid -Grid2 2-C 2-A Base Plate W x L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx V Hx V D Frm 0.50 1.55 -0.50 1.55 - - CG Frm 0.72 1.95 -0.72 1.95 - S> Frm 5.03 13.65 -5.03 13.65 - - <S Frm 5.03 13.65 -5.03 13.65 - W2> Frm -3.64 -4.42 0.21 -3.18 - <W2 Frm 0.91 -0.67 2.88 -2.18 - WPL Frm -0.16 -3.99 0.14 -3.97 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing diculations Package Preliminary 21-001974-01 Queensbury Cemetery - 11:11 AM Page: 38 of 56 WPR Frm -0.98 -6.33 1.06 -6.39 MW-Wall:1 Frm - - - - MW-Wall:2 Frm 1.45 0.92 3.19 -0.92 - MW-Wall:3 Frm - - - - MW-Wall:4 Frm -3.21 -0.86 -1.30 0.86 - CU Frm - - - - - - _ Wl> Firm -3.83 -6.98 0.40 -5.74 - - <W1 Frm 0.72 -3.23 3.07 -4.74 - - - S Frm 5.03 13.65 -5.03 13.65 - - E> Frm -0.63 -0.41 -0.58 0.39 - - EG+ Frm 0.07 0.20 -0.07 0.20 - - <E Frm 0.63 0.41 0.58 -0.39 - - EG- Frm 1 -0.07 -0.20 0.07 -0.20 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 3.2 3.1 CG 0.0 0.0 3.9 3.9 S> 0.0 0.0 27.3 27.3 <S 0.0 0.0 27.3 27.3 W2> 3.4 3.4 7.6 7.6 <W2 3.8 3.8 2.9 2.9 WPL 0.0 0.0 8.0 8.0 WPR 0.1 0.1 12.7 12.7 MW-Wall:1 0.0 0.0 0.0 0.0 MW-Wall:2 4.6 4.6 0.0 0.0 MW-Wall:3 0.0 0.0 0.0 0.0 MW-Wall:4 4.5 4.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 Wl> 3.4 3.4 12.7 12.7 <WI 3.8 3.8 8.0 8.0 S 0.0 0.0 27.3 27.3 E> 1.2 1.2 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 1.2 1.2 0.0 0.0 EG- 0.0 0.0 0.4 0.4 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on I st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load I Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cc Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k (k) (k) (k) (in-k) (in-k) 0/0/0 2-C 2.00 11 6.25 1 - - 3.26 11 17.15 1 - - 40/0/0 2-A 6.25 1 1.92 8 2.91 14 17.15 1 - - Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diametei Gaize&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods Min space=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage I Hole I Welds to Welds to No. in. in. in. Rods in. in. in. Type Flan Re Web 0/010 2-C 1 0.375 8 13 No 4 0.750 1 5.0 1 5.0 1 Std I OS-0.1875 OS-0.1875 40/0/0 2-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection adin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin /WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear k k Case k k Case k k Case k k k Case 0/0/0 6.30 17.16 2 2.00 -3.25 11 6.30 17.16 2 - - 0 40/0/0 6.30 17.18 1 0.34 -2.91 14 6.30 17.18 1 - - 0 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER rlculations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 39 of 56 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.341 2 0.085 11 - 0 0 0.149 2 0.122 11 0.276 2 0.284 2 0.200 2 40/0/0 0.341 1 0.076 14 - 0 0 0.150 1 0.107 14 0.177 1 0.220 1 0.203 1 Web Stiffener ummary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 1.67 21.634 160.85 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-OS-0.1250,F-OS-0.1250 4 1 S3 12.12 21.500 N/A N/A N/A 0.2500 2.500 Both SP-BS-0.1875,W-OS-0.1250,F-OS-0.1250 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lst/2nd No. No. in. in. in. in. in. ID I Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 23.38 0.750 A325N/ST 3.00 32 Extended 3.50/2.00 11 Flush 14.06/2.00 2 1 KN(Top) 0.375 6.00 23.38 0.750 A325N/ST 3.00 32 Extended 3.50/2.00 11 Flush 14.06/2.00 3 2 KN(Face) 0.375 6.00 25.25 0.750 A325N/ST 3.00 31 Extended 3.25 11 Flush 18.63 4 1 2 1 KN(Facc) 1 0.375 6.00 25.26 0.750 A325N/ST 3.00 31 Extended 3.25 11 Flush 18.63 Moment Connections: Outside Flange Required Stren th Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bendin Yieldin Rupture Tearing Weld Weld 1 2 2 -17.3 5.8 794.7 AISC DG-16/Thin plate 0.415 0.059 0.887 0.405 0.598 0.040 0.959 0.516 2 1 2 -17.3 5.8 794.7 AISC DG-16/Thin plate 0.415 0.059 0.887 0.405 0.598 0.040 0.733 0.516 3 2 I -5.7 15.0 745.2 AISC DG-16/Thin plate 0.482 0.204 0.994 0.324 0.479 0.158 0.728 0.516 4 2 I -5.7 15.0 745.2 AISC DG-16/Thin plate 0.482 0.204 0.994 0.324 0.479 0.158 0.959 0.516 Inside Flange Required Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate I Shear Shear Bearing Flange Web No. No. Cs k k) (in-kL Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 11 3.3 1.3 221.0 AISC DG-16/Thin plate 0.438 0.027 0.707 0.000 0.000 0.028 0.959 0.516 2 1 11 3.3 1.3 221.0 AISC DG-16/Thin plate 0.438 0.027 0.707 0.000 0.000 0.028 0.719 0.516 3 2 12 0.7 1.9 162.5 AISC DG-16/Thin plate 0.260 0.038 0.422 0.000 0.000 0.049 0.719 0.516 4 2 12 0.7 1.9 162.5 AISC DG-16/Thin plate 0.260 0.038 0.422 0.000 0.000 0.049 0.959 0.516 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Flange Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 2 4/3/13 35/0/0 (2)GFB2097 0.145 0 2 14/3/13 25/0/0 GFB3000 0.109 2 3 0/5/0 20/0/0 GFB3000 0.126 1 3 5/5/0 15/0/0 GFB3000 0.127 2 3 151510 5/0/0 2 GFB2097 0,176 1 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 11.43 20.00 2 -17.3 -794.7 0.0 50.1 1158.4 157.6 0.96 1 11.43 20.00 2 -5.8 21.7 0.27 2 18.06 25.00 1 -6.3 855.8 0.0 57.6 901.4 50.2 1.00 2 0.79 22.00 2 14.9 21.3 0.70 3 0.42 24.93 1 -6.3 855.6 0.0 57.6 898.7 50.1 1.01 3 17.82 22.00 1 -15.0 21.3 0.71 4 12.16 22.00 1 -17. -835.8 0.0 46.4 1170.0 111.4 1.01 4 12.16 22.00 1 5.7 21. 0.27 Parameters Used for Axial and Flexural Design Mem. I Loc. I Lx I Ly/Lt I Lb I Ag I Afn I Ixx I Iyy Sx Sy I Zx Zy J I Cw I Cb I Rpg I Rpc Aeff/ File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER ticulations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 40 of 56 No. ft I in. I in. I in. I in.2 I in.2 I in.4 in.4 in.3 I in.3 I in.3 in.3 in.4 in.6 A 1 11.43 137.15 137.1 137.1 6.34 1.88 441.07 7.82 44.11 3.13 49.26 4.77 0.19 '752.60 1.65 1.00 1.00 0.80 2 18.06 421.10 60.0 60.0 5.19 0.94 455.96 3.91 36.48 1.56 43.65 2.46 0.04 602.00 1.03 0.94 1.00 0.49 3 0.42 421.10 60.0 60.0 5.18 0.94 452.91 3.91 36.33 1.56 43.47 2.45 0.04 598.60 1.03 0.94 1.00 0.49 4 12.16 145.94 145.9 145.9 5.89 1.50 466.21 9.00 42.38 3.00 48.17 4.60 0.08 1064.91 1.65 0.98 1.00 0.73 Deflection Load Combinations-Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LO S S 2 System 1.000 60 180 0.42 Wl> WI> 3 System 1.000 60 180 0.42<W 1 <Wl 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 9 System 1.000 1 10 1 0 1.0<E+1.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:2 I. Description Ratio I Deflection(in.) IMemberl Joint Load Case Load Case Description Max.Horizontal Deflection (H/1046) 0.141 1 1 2 3 <W l Max.Vertical Deflection for"S an 1 L/498) -0.886 3 1 1 S *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Frame Lateral Stiffness(K):7.784(k/in) Fundamental Period(calculated)(T):0.433(sec.) File:21643 BCT112O020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. . r Date: 5/20/2021 BUTLER Butler Manur—Luring rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page:41 of 56 Wall:4,Frame at:40/0/0 Frame Cross Section:3 m m LL m m m C7 LL LL U N 0 U E O Y 0 X Dimension Key I 8 1/2" 2 F-61/2" 3 2 @ 2'-6 1/16" 4 9" 5 1'-7 1/2" Frame Clearances Horiz.Clearance between members I(CX005)and 4(CX006):34'-7" Vert.Clearance at member I(CX005):I F-1 15/16" Vert.Clearance at member 4(CX006):1 P-9 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER 1!1culations Package Preliminary 21-001974-01 Queensbury Cemetery "ne: 11:11 AM Page: 42 of 56 Frame Location Den Parameters: Location Avg.Ba S ace Descri tion An le Grou Trib.Override Design Status 40/0/0 1 19/6/0 ISTORAGE BUILDING Clears an#1 90.0000 Automatic Design Design Load Combinations-Framing No. Ori in Factor I Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.0D+I.0CG+0.6W2> D+CG+W2> 4 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 5 System 1.000 1.OD+I.00G+0.6WPL D+CG+WPL 6 System 1.000 1.0D+I.0CG+0.6WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall: 1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 12 System 1.000 0.6 D+0.6 CU+0.6<WI D+CU+<Wl 13 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.75S+0.45WI> D+CG+S+WI> 16 System 1.000 1.0D+I.0CG+0.75S+0.45<WI D+CG+S+<W1 17 System 1.000 1.0D+I.0CG+0.75S+0.45W2> D+CG+S+W2> 18 System 1.000 1.0D+I.0CG+0.755+0.45<W2 D+CG+S+<W2 19 System 1.000 1.OD+I.00G+0.755+0.45WPL D+CG+S+WPL 20 System 1.000 1.0D+I.0CG+0.755+0.45WPR D+CG+S+WPR 21 System 1.000 I.0D+I.0CG+0.7E>+0.7EG+ D+CG+E>+EG+ 22 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 26 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ 27 System Derived I.000 1.0D+I.0CG+0.6WPR+0.6WB1> D+CG+WPR+WB1> 28 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 W13 1> D+CU+WPR+WB1> 29 System Derived 1.000 1.0D+I.0CG+0.755+0.45WPR+0.45WB1> D+CG+S+WPR+WB1> 30 System Derived 1.000 I.0D+I.0CG+0.6WPR+0.6<WBI D+CG+WPR+<WB1 31 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WBI D+CU+WPR+<WB1 32 System Derived 1.000 I.0D+I.0CG+0.755+0.45WPR+0.45<W13I D+CG+S+WPR+<WB1 33 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 36 System Derived 1.000 1.OD+I.00G+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 37 System Derived 1.000 0.6D+0.6CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 38 System Derived 1.000 1.OD+I.00G+0.75S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 39 System Derived 1.000 0.6 MWB MWB-Wall:1 40 System Derived 1.000 0.6 MWB MWB-Wall:2 41 System Derived 1.000 0.6 MWB MWB-Wall:3 42 System Derived 1.000 0.6 MWB MWB-Wall:4 43 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 45 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 46 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 47 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 48 System Derived 1.000 1.0D+I.00G+0.155+0.525<EB+0.525EG+ D+CG+S+<EB+EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.I Jt.2 1 6.00 0.2500 0.1345 12.00 22.00 13.21 224.5 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 25.00 20.00 18.90 332.9 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 20.00 26.00 19.68 310.9 55.00 55.00 SS KN 3P 4 6.00 0.2500 0.1345 12.00 26.00 14.03 301.1 55.00 55.00 BP KN 3P Total Frame Weight=1169.3 (p) (Includes all plates) Boundary Condition Summary File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. 0 Date: 5/20/2021 B[JTLER rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page:43 of 56 Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Yin. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Exterior Column X-Loc 0/0/0 40/0/0 Grid -Grid2 3-C 3-A Base Plate W x L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx V D Frm 0.58 1.52 -0.58 1.55 CG Frm 0.84 1.95 -0.84 1.95 - S> Frm 5.90 13.65 -5.90 13.65 <S Frm 5.90 13.65 -5.90 13.65 - - W2> Frm -3.84 -4.42 0.40 -3.19 - <W2 Frm 0.76 -0.67 3.04 -2.18 - - WPL Frm -0.40 -3.99 0.38 -3.97 - WPR Frm -1.38 - -6.33 1.46 -6.39 - - MW-Wall:1 Frnr - - - - - - MW-Wall:2 Frm 1.37 0.92 3.27 -0.92 - MW-Wall:3 Frm - - - - - - MW-Wall:4 Frm -3.15 -0.86 -1.36 0.86 - - CU Frm - - - - - - WI> Frm -4.19 -6.98 0.75 -5.74 - - <W1 Frm 0.41 -3.23 3.38 -4.74 - - S Frm 5.90 13.65 -5.90 13.65 - E> Frm -0.60 -0.40 -0.61 0.38 - EG+ Frm 0.09 0.20 -0.09 0.20 - <E Frm 0.60 0.40 0.61 -0.38 - - EG- Frm -0.09 - -0.20 0.09 -0.20 - WBl> Bre 0.03 -2.91 -2.38 -0.03 0.02 - - <WBI Brc -0.04 - 2.45 0.04 -0.04 - WB3> Bre 0.03 -2.85 -2.44 -0.03 0.02 - <WB3 Brc -0.04 - 2.45 0.04 -0.04 - MWB-Wall:I Brc 0.03 -3.49 -2.60 -0.03 0.02 - - MWB-Wall:2 Brc - - - - - MWB-Wall:3 Brc -0.04 - 2.62 0.04 -0.04 - MWB-Wall:4 Brc - - - - - - EB> Brc 0.03 -2.65 -2.23 -0.03 0.02 <EB Brc -0.04 - 2.26 0.04 -0.03 - Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) (k) (k) k) D 0.0 0.0 3.1 3.1 CG 0.0 0.0 3.9 3.9 S> 0.0 0.0 27.3 27.3 <S 0.0 0.0 27.3 27.3 W2> 3.4 3.4 7.6 7.6 <W2 3.8 3.8 2.9 2.9 WPL 0.0 0.0 8.0 8.0 WPR 0.1 0.1 '12.7 12.7 MW-Wall:1 0.0 0.0 0.0 0.0 MW-Wall:2 4.6 4.6 0.0 0.0 MW-Wall:3 0.0 0.0 0.0 0.0 MW-Wall:4 4.5 4.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 WI> 3.4 3.4 12.7 12.7 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.Ic Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. a BUTLER Date: 5/20/2021 Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 44 of 56 <WI 3.8 3.8 8.0 8.0 S 0.0 0.0 27.3 27.3 E> 1.2 1.2 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 1.2 1.2 0.0 0.0 EG- 0.0 0.0 0.4 0.4 WB1> 0.0 0.0 0.0 2.4 <WB1 0.0 0.0 0.0 2.4 WB3> 0.0 0.0 0.0 2.4 <WB3 0.0 0.0 0.0 2.4 MWB-Wall:1 0.0 0.0 0.0 2.6 MWB-Wall:2 0.0 0.0 0.0 0.0 MWB-Wall:3 0.0 0.0 0.0 2.6 MWB-Wall:4 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 2.2 <EB 0.0 0.0 0.0 2.2 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in-k in-k 0/0/0 3-C 2.16 11 7.33 1 2.10 39 4.32 28 17.12 1 - 40/0/0 3-A 7.33 1 1.96 8 - - 2.93 31 17.15 I Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods Min space=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 3-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 40/0/0 3-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case I Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 7.39 17.15 2 0.46 -4.32 28 7.39 17.15 2 1.75 -4.32 0.46 28 40/0/0 7.38 17.17 1 0.55 -2.93 31 7.38 17.17 I - - - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange LoadE23 Load Shear Case Tension Case V+T Case Bendin Case BearingCase Tension Case CompCase Weld CaseCase 0/0/0 0.401 2 0.112 28 - 0 0 0.149 2 6.159 28 0.177 2 0.219 22 40/0/0 0.400 1 0.076 31 - 0 0 0.149 1 0.108 31 0.177 1 0.219 11 Web Stiffener Summa Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 1.83 24.636 183.17 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-OS-0.1250,F-OS-0.1250 4 1 1 S3 11.78 25.500 N/A N/A N/A 0.2500 2.500 Both SP-BS-0.1875 W-OS-0.1250,F-OS-0.1250 Bolted End-Plate Connections(Plate Fy=55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Con figuration Pitches lst/2nd Configuration Pitches lst/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 25.25 0.750 A325N/ST 3.00 32 Extended 3.25/2.00 11 Flush 16.50/2.00 2 1 KN(Top) 0.375 6.00 25.25 0.750 A325N/ST 3.00 32 Extended 3.25/2.00 11 Flush 16.50/2.00 3 2 KN(Face) 0.375 6.00 29.25 0.750 A325N/ST 3.00 31 Extended 3.25 11 Flush 22.63 4 1 2 1 KN Face 0.375 6.00 29.26 0.750 A325N/ST 3.00 31 Extended 3.25 11 Flush 22.63 Moment Connections: File:21643 BCT1120020-1-0-4 THC+Partition Painted MRadvc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing ilculations Package Preliminary 21-001974-01 Queensbury Cemetery ""' ne: 11:11 AM Page: 45 of 56 Outside Flange Required Stren th Stren th Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. I No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture I Tearing Weld Weld 1 2 2 -17.4 6.8 910.5 AISC DG-16/Thin plate 0.430 0.069 0.904 0.325 0.481 0.047 0.964 0.516 2 1 2 -17.4 6.8 910.5 AISC DG-16/Thin plate 0.430 0.069 0.904 0.325 0.481 0.047 0.769 0.516 3 2 1 -7.2 14.6 837.6 AISC DG-16/Thin plate 0.444 0.198 0.910 0.324 0.479 0.153 0.671 0.516 4 2 1 1 -7.2 14.6 837.6 AISC DG-16/Thin plate 0.444 0.198 0.910 0.324 0.479 0.153 0.959 0.516 Inside Flange Required Strength Strength Ratios* Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yieldingj Rupture Tearing Weld Weld 1 2 11 3.3 1.5 235.1 AISC DG-16/Thin plate 0.414 0.030 0.668 0.000 0.000 0.039 0.959 0.516 2 1 11 3.3 1.5 235.1 AISC DG-I6/Thin plate 0.414 0.030 0.668 0.000 0.000 0.039 0.719 0.516 3 2 31 2.5 2.6 162.7 AISC DG-I6/Thin plate 0.249 0.054 0.403 0.000 0.000 0.069 0.719 0.516 4 2 131 2.5 2.6 162.71 AISC DG-16/Thin plate 0.249 0.054 0.403 0.000 0.000 0.069 0.959 0.516 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Flange Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 4/3/13 35/0/0 (2)GFB3000 0.214 0 2 14/3/13 25/0/0 GFB2097 0.093 2 3 01510 20/0/0 GFB2097 0.121 2 3 51510 151010 GFB2097 0.112 2 3 151510 51010 (2)GFB3000 0.232 1 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint I) Controlling Cases Require Strength Available Strength Stren th Ratios Axial Axial Shear Mom-x y Ax ial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr MIX Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 11.19 22.00 2 -17.4 -910.5 0.0 53.6 1170.0 111. 1.02 I 11.19 22.00 2 -6.8 21.4 0.32 2 17.97 20.00 2 -7.4 674.1 0.0 59.1 703.8 49.9 1.02 2 0.86 25.00 2 14.7 21.2 0.69 3 0.00 20.00 2 -7.4 674.0 0.0 59.1 703.8 49.9 1.02 3 17.48 26.00 1 -14.6 21.2 0.69 4 11.83 26.00 I -17.5 -926. 0.0 45.3 1394.0 111.8 0.98 4 11.83 26.00 1 6.5 21.3 0.31 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 A 1 11.19 134.22 134.2 134.2 5.89 1.50 466.21 9.00 42.38 3.00 48.17 4.60 0.08 1064.91 1.65 0.98 1.00 0.71 2 17.97 415.11 60.0 60.0 4.51 0.94 268.72 3.91 26.87 1.56 31.52 2.43 0.04 383.73 1.04 1.00 1.00 0.55 3 0.00 415.11 60.0 60.0 4.51 0.94 268.72 3.91 26.87 1.56 31.52 2.43 0.04 383.73 1.04 1.00 1.00 0.55 4 11.83 141.95 141.9 141.9 6.43 1.50 683.16 9.01 52.55 3.00 60.49 4.62 0.08 1492.75 1.66 0.94 I.00 0.67 Deflection Load Combinations-Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LO S S 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42<W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E>+1.0 EG- +EG- 9 System 1.000 10 0 1.0<E+1.0 EG- E+EG- Controlling Frame Deflection Ratios for Cross Section:3 Description Ratio I Deflection in.) IMemberl Joint Load Case Load Case Description Max.Horizontal Deflection (H/1398) -0.105 1 1 2 5 <W2 ax.Vertical Deflection for Span I (L/496) -0.882 3 1 1 S File:21643 BCT1120020-1-6-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER ButlerMa•ufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery " ""— 11:11 AM Page: 46 of 56 *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Frame Lateral Stiffness(K):9.546(k/in) Fundamental Period(calculated)(T):0.391(sec.) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1 c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. J � BUTLER Date: 5/20/2021 Butler Manufecturft dculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 47 of 56 - ---- ----- - -- -- -- - - ----- ------ ------ ---------- ---- - ----- - --- ---------- -—-- -- Wall:4,Frame at: 59/0/0 --- - - - -- —-- - - - -- -- - —__ - Frame Cross Section:4 - -- --- ------ - ---- ------ --------- ------------ 3 co LL m LL m U' ' GFB CD X Dimension Key 1 8 1/2" 2 1'-6 1/2" 3 2 @ 2'-6 1/16" 4 2'-4 1/2" Frame Clearances Horiz.Clearance between members 1(CX007)and 6(CX002):36'-7" Vert.Clearance at member I(CX007): 12'-5 11/16" Vert.Clearance at member 6(CX002):13'-2 9/16" Vert.Clearance at member 7(EPX001): 12'-7 5/8" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER Butler Manufacturing diculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page:48 of 56 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override I Design Status 591010 1 10/6/0 ISTORAGE BUILDING Rigid Endwall#2 EW 3 90.0000 Automatic Design Design Load Combinations-Framing No. Origin Factor I Application Description I System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.OD+I.00G+I.OPFI D+CG+PFI(Span 1) 4 System 1.000 1.0 D+1.0 CG+1.0 PFI D+CG+PFI(Span 2) 5 System 1.000 1.0D+I.0CG+0.6W2> D+CG+W2> 6 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 7 System 1.000 1.OD+I.00G+0.6WPL D+CG+WPL 8 System 1.000 1.0D+I.0CG+0.6WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall: 1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D+0.6 CU+0.6<WI D+CU+<W1 15 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+W1> 18 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W I 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 I.0D+I.00G+0.75S+0.45WPL D+CG+S+WPL 22 System 1.000 1.0D+1.0CG+0.75S+0.45WPR D+CG+S+WPR 23 System 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 24 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 27 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 28 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ 29 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 W131> D+CG+WPR+WBI> 30 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WBI> 31 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR+0.45WB1> D+CG+S+WPR+WB1> 32 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6<WB1 D+CG+WPR+<WB1 33 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR+<WB1 34 System Derived 1.000 1.0D+I.0CG+0.755+0.45WPR+0.45<WB1 D+CG+S+WPR+<WBI 35 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W133> D+CG+WPL+WB3> 36 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W133> D+CU+WPL+WB3> 37 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 WPL+0.45WB3> D+CG+S+WPL+WB3> 38 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W B3 D+CG+WPL+<WB3 39 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 40 System Derived 1.000 1.OD+I.00G+0.75S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 41 System Derived 1.000 0.6 MWB MWB-Wall:1 42 System Derived 1.000 0.6 MWB MWB-Wall:2 43 System Derived 1.000 0.6 MWB MWB-Wall:3 44 System Derived 1.000 0.6 MWB MWB-Wall:4 45 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 46 System Derived 1,000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 47 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 48 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 49 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 50 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) in.) (in.) (in.) (in.) (ft) ( ) (ksi) (ksi) Jt.I R.2 1 5.00 0.1345 0.1345 12.00 12.00 13.20 142.8 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 8.32 86.5 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1644 9.00 12.00 11.37 123.2 55.00 55.00 SP SS 3P 4 5.00 0.1345 0.1644 12.00 9.00 8.63 94.9 55.00 55.00 SS SP 3P File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing diculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page:49 of 56 5 I 5.00 I 0.11345 0345 9.00 I9.00 I 10.25 91.SI 55.00 I5500 I SP IKNI 3 1 1 5500 55. 6 5.00 0. 345 .1345 12.00 12.00 4.03 58.5 00BPKN 3P 7 5.00 0.1 10.00 10.00 12.63 129.9 B CP 3P �] Total Frame Weight=827.3 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint2 7 No Yes Boundary Condition Summary Member X-Loc Y-Loc Sum.X Su rip.Y Moment Displacement X in. Displacement Yin. Dis lacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 20/0/0 40/0/0 Grid -Grid2 4-C 4-B 4-A Base Plate W x L(in.) 8 X 13 8 X I I 8 X 13 Base Plate Thickness(in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz Vy Hx Hz Vy Hx V D Frm 0.05 0.46 0.90 -0.05 0.46 - CG Frm 0.07 0.49 1.12 -0.07 0.49 - S> Frm 0.47 3.46 7.83 -0.47 3.46 - <S Frm 0.47 3.46 - 7.83 -0.47 3.46 - W2> Frm -1.71 -1.79 - -3.06 -0.67 -0.93 - <W2 Frm 0.99 0.06 - -1.33 1.64 -0.98 - WPL Frm 0.59 -1.24 - -2.52 -0.59 -1.24 - WPR Frm 0.52 -2.04 -4.40 -0.45 -2.10 - MW-Wall: 1 Frm - - - - - - MW-Wall:2 Frm 0.79 0.58 - -0.17 1.72 -0.41 MW-Wall:3 Frm - - - - - MW-Wall:4 Frm -1.77 - -0.45 - -0.02 -0.67 0.48 CU Frm - - - - - - - W1> Frm -1.38 - -2.47 2.10 -4.45 -1.00 -1.62 <WI Frm 1.32 -0.62 -2.10 -2.71 1.31 -1.67 S Frm 0.47 3.46 - 7.83 -0.47 3.46 E> Frm -0.35 -0.24 0.02 0.03 -0.30 0.20 - EG+ Frm - 0.05 - 0.11 - 0.05 - <E Frm 0.35 0.24 -0.02 -0.03 0.30 -0.20 - Eb- Frm - -0.05 - -0.11 - -0.05 - - WBI> Brc -0.03 2.41 - -0.03 0.03 -0.01 - - <WBI Brc 0.07 2.91 -2.45 - -0.02 -0.07 0.05 - - WB3> Brc -0.03 - 2.47 - -0.03 0.03 -0.02 - - <WB3 Brc 0.07 2.85 -2.45 - -0.02 -0.07 0.05 - - MWB-Wall:1 Brc -0.03 - 2.63 - -0.04 0.03 -0.02 - - MWB-Wall:2 Brc - - - - - - - MWB-Wall:3 Brc 0.08 3.49 -2.62 -0.02 -0.08 0.06 - MWB-Wall:4 Brc - - - - - - EB> Brc -0.03 - 2.26 -0.03 0.03 -0.01 - <EB Brc 0.06 2.65 -2.26 -0.02 -0.06 0.05 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 1.9 1.8 CG 0.0 0.0 2.1 2.1 S> 0.0 0.0 14.7 14.7 <S 0.0 0.0 14.7 14.7 File:21643 BCT1120020-1-0-4 THC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/20/2021 BUTLER dculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 50 of 56 W2> 2.4 2.4 5.8 5.8 <W2 2.6 2.6 2.2 2.2 WPL 0.0 -0.0 5.0 5.0 WPR 0.1 0.1 8.5 8.5 MW-Wall:1 0.0 0.0 0.0 0.0 MW-Wall:2 2.5 2.5 0.0 0.0 MW-Wall:3 0.0 0.0 0.0 0.0 MW-Wall:4 2.4 2.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 W1> 2.4 2.4 8.5 8.5 <W1 2.6 2.6 5.0 5.0 S 0.0 0.0 14.7 14.7 E> 0.7 0.7 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.7 0.7 0.0 0.0 EG- 0.0 0.0 0.2 0.2 WB1> 0.0 0.0 0.0 2.4 <WBI 0.0 0.0 0.0 2.4 WB3> 0.0 0.0 0.0 2.4 <WB3 0.0 0.0 0.0 2.4 MWB-Wall:1 0.0 0.0 0.0 2.6 MWB-Wall:2 0.0 0.0 0.0 0.0 MWB-WaIL-3 0.0 0.0 0.0 2.6 MWB-Wall:4 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 2.2 <EB 0.0 0.0 0.0 2.2 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 4-C 1.06 12 1.06 18 - - 2.10 43 2.42 33 4.52 3 20/0/0 4-13 - - - - 1.26 14 1.26 13 2.13 13 9.84 1 40/0/0 4-A 0.92 17 1.03 10 - - - - 0.99 30 4.53 4 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 Appendix D criteria for"cast-in- lace"anchor rods(Min space=4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 4-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 20/0/0 4- 40/0/0 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 40/0/0 4-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Camp Load Shear Axial Frame Load Shear (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 1.12 3.34 18 0.38 -2.42 33 0.41 4.45 3 1.75 -2.42 0.38 33 20/0/0 1.24 -1.07 14 0.00 -2.12 30 0.01 9.85 1 - - - 0 40/0/0 1 1.04 -0.25 10 0.28 -0.99 30 0.44 4.48 4 - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod ILoad Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension I Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.078 33 0.063 33 0 0 0.039 3 0.091 33 0.072 3 0.091 33 0.049 33 20/0/0 0.067 14 0.055 30 - 0 0 0.101 1 0.067 30 0.187 1 0.116 1 0.116 1 40/0/0 0.056 10 0.026 30 0 0 0.039 4 0.037 30 0.072 4 0.048 4 0.049 4 Web Stiffener Summa Mem. I Stiff. I Desc. I Loc. Web Depth I h/t a/h a Thick. I Width Side Welding File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing-rlculations Package Preliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 51 of 56 No. No. ft in. in. in. in. Description 2 1 S9 1.03 8.735 64.94 N/A N/A 10.11875 2.000 Both SP-BS-0.1250,W-OS-0.1250,F-OS-0.1250 3 1 WSF 10.96 11.621 70.69 N/A N/A 0. 875 2.000 Both F-OS-0.1250,W-OS-0.1250 6 1 S3 13.22 11.731 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1250 W-OS-0.1250 F-OS-0.1250 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. R. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Con figuration Pitches lst/2nd No. No. in. in. in. in. in. ID Desc. in. ID I Desc. in. 1 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 2 2 SP 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 10.01 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 4 2 SP 0.375 6.00 10.01 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 5 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/ST 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 6 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/ST 3.00 11 Flush 2.50 11 Flush 2.50 7 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 1 Flush 3.00 Moment Connections: Outside Flange Required Strength Stren th Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 20 -3.6 0.8 139.0 AISC DG-16/Thin plate 0.355 0.017 0.575 0.000 0.000 0.022 0.516 0.516 2 1 20 -3.6 0.8 139.0 AISC DG-16/Thin plate 0.355 0.017 0.575 0.000 0.000 0.022 0.516 0.516 2 2 14 0.1 0.3 51.1 AISC DG-16/Thin plate 0.221 0.006 0.357 0.000 0.000 0.008 0.516 0.631 3 1 14 0.1 0.3 51.1 AISC DG-16/Thin plate 0.221 0.006 0.357 0.000 0.000 0.008 0.516 0.631 4 2 13 0.3 0.4 42.8 AISC DG-16/Thin plate 0.190 0.008 0.307 0.000 0.000 0.010 0.516 0.631 5 1 13 0.3 0.4 42.8 AISC DG-16/fhin plate 0.190 0.008 0.307 0.000 0.000 0.010 0.516 0.631 5 2 19 -0.5 2.6 106.7 AISC DG-16/Thin plate 0.448 0.052 0.724 0.000 0.000 0.067 0.516 0.516 6 2 19 -0.5 2.6 106.7 AISC DG-16/Thin late 0.448 0.052 0.724 0.000 0.000 0.067 0.516 0.516 Inside Flange Required Strength Strength Ratios* Mem. It. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear BendingYieldingRupture Tearin Weld Weld 1 2 13 1.2 0.3 77.7 AISC DG-16/Thin plate 0.256 0.005 0.415 0.000 0.000 0.007 0.516 0.516 2 1 13 1.2 0.3 77.7 AISC DG-16/fhin plate 0.256 0.005 0.415 0.000 0.000 0.007 0.516 0.516 2 2 3 -0.4 0.2 127.2 AISC DG-16/Thin plate 0.537 0.00 0.868 0.000 0.000 0.005 0.516 0.631 3 1 3 -0.4 0.2 127.2 AISC DG-16/Thin plate 0.537 0.00 0.868 0.000 0.000 0.005 0.516 0.631 4 2 4 -0.5 0.6 115.4 AISC DG-16/Thin plate 0.486 0.013 0.785 0.000 0.000 0.017 0.516 0.631 5 1 4 -0.5 0.6 115.4 AISC DG-16/Thin plate 0.486 0.013 0.785 0.000 0.000 0.017 0.516 0.631 5 2 14 0.1 0.7 72.7 AISC DG-16/Thin plate 0.314 0.014 0.507 0.000 0.000 0.018 0.516 0.516 6 2 14 0.1 0.7 72.7 AISC DG-16/Thin plate 0.314 0.014 0.507 0.000 0.000 0.018 0.516 0.516 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren th Ratios Mem. it. Ld Axial Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k) (k) Cs (k) I (k) Tension Shear V+T Bending I Yielding Bearing Weld I Weld 7 1 2 1 13 1 2.11 1.21 13 1 2.11 1.2 0.067 0.0551 0.0001 0.0691 0.0481 0.0411 0.1431 0.043 Flange Brace Summary Member I From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 1/9/12 37/6/1 GFB2037 0.207 20 3 6/0/0 25/0/0 GFB2042 0.071 4 3 11/0/0 20/0/0 GFB2014 0.102 1 5 6/0/0 510/0 GFB2037 0.108 20 6 12/6/0 12/6/0 GFB2050 0.185 1 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear Rl R2 Purlin BearingBearin 20/0/0 4-13 1 1.26 1 0.00 1 Std 1 0.00 0.00 N 0.00 34.13 0.079 GFB 3.32 4.71 3.07 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. r o Date: 5/20/2021 BUTLER Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery "..`kne: 11:11 AM Page: 52 of 56 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 12.49 12.00 20 -3.6 -139.0 0.0 18.0 211.7 39.0 0.79 1 0.00 12.00 18 -1.2 21.4 0.05 2 0.49 9.00 20 -0.8 -127.8 0.0 44.9 169.5 39.0 0.76 2 0.49 9.00 3 3.6 21.6 0.16 3 10.97 12.00 1 -0.5 -223.1 0.0 53.1 248.5 39.0 0.90 3 10.97 12.00 1 -4.9 32.0 0.15 4 0.03 11.99 4 -0.6 -177.1 0.0 13.0 188.2 39.0 0.96 4 0.00 12.00 2 4.8 32.0 0.15 5 1.00 9.00 4 -0.5 120.5 0.0 13.0 169.5 39.0 0.73 5 9.26 9.00 4 -3.6 21.6 0.17 6 12.50 12.00 1 -4.4 -92. 0.0 18.0 211.7 39.0 0.63 6 0.00 12.00 10 -1.0 21. 0.05 7 6.56 10.00 18 -6.7 37.2 0.0 18.4 128.0 39.0 0.62 7 0.00 10.00 13 -1.3 21.5 0.06 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 Ag 1 12.49 149.92 149.9 149.9 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.60 1.00 1.15 0.96 2 0.49 219.62 10.3 10.3 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.72 3 10.97 219.62 60.0 60.0 3.27 0.67 69.46 2.81 11.58 1.12 13.64 1.76 0.03 98.78 1.81 1.00 1.18 0.69 4 0.03 219.50 180.0 180.0 3.27 0.67 69.31 2.81 11.56 1.12 13.62 1.76 0.03 98.60 1.85 1.00 1.18 1.00 5 1.00 219.50 180. 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 2.11 1.00 1.13 1.00 6 12.50 159.07 150. 150.0 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 I.00 1.15 0.57 7 6.56 157.49 151. 151.6 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.13 1.00 1.14 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LO S S 2 System 1.000 60 180 0.42 W1> WI> 3 System 1.000 60 180 0.42<W 1 <Wl 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42<W2 <W2 6 System I.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 9 System 1.000 1 10 0 1.0<E+1.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (14/182) -0.844 1 2 3 <W 1 Max.Vertical Deflection for Span 1 (L/969) -0.232 3 1 1 S Max.Vertical Deflection for Span 2 L/1002) -0.225 5 1 I S *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Frame Lateral Stiffness(K):0.780(k/in) Fundamental Period(calculated)(T):0.993(sec.) File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. 4 Date: 5/20/2021 BUTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery 11:11 AM Page: 53 of 56 File:21643 BCT1120020-1-0-4 TUC+Partition Painted MR.advc Unit-01 Version:2021.1 c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. BUTLER Date: 5/20/2021 Butler Manufacturing rlculations Package Preliminary 21-001974-01 Queensbury Cemetery `ne: 11:11 AM Page: 54 of 56 ;Coverin Summary Report -- - - -- --- --- Shape:STORAGE BUILDING Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.53 psf Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf.35.00 psf Mapped NICE Acceleration:Ss:23.80%g Primaries Wind Exposure:B-Kz:0.701 Design Snow(Sloped):ps:35.00 psf Mapped MCE Acceleration:S1:6.80%g Parts Wind Exposure Factor:0.575 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:20.00 psf(Code) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.2539 Ground Elevation Factor:Ke:0.9876 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.1088 Thermal Factor:Heated-Ct:1.00 Seismic Design Category:B NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:7.00 psf Base Elevation:0/0/0 Obstructed or Not Slippery %Snow Used in Seismic:20.00 Site Elevation:346.0 ft Diaphragm Condition:Flexible Primary Zone Strip Width:2a:8/0/0 Fundamental Period Height Used:14/5/8 Parts/Portions Zone Strip Width: Walls,a:4/0/0 Transverse Direction Parameters Roof(s),0.6h:8/5/2 System NOT detailed for Seismic Basic Wind Pressure:q: 18.22,(Parts)14.94 psf Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.2373 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Longitudinal Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Covering Design Loads-Wall:1 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W I> Standard Spacing is Adequate 12.91 0/0/0 20.000 0.65 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 0/0/0 17.000 0.57 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 12.91 36/0/0 20.000 0.65 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 36/0/0 17.000 0.57 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 10.49 4/0/0 20.000 0.52 OUT -1.170 Interior Area psf <W2 I Standard Spacing is Adequate 1 9.68 4/0/0 1 17.000 0.57 IN 1.080 Covering Design Loads-Wall:2 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 12.91 0/0/0 20.000 0.65 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 0/0/0 17.000 0.57 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 12.91 56/010 20.000 0.65 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 56/0/0 17.000 0.57 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 10.49 4/0/0 20.000 0.52 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 1 9.68 4/0/0 17.0001 0.57 IN 1.080 Covering Design Loads-Wall:3 Zone Units I Type Description Actual I Locl Allow. I Ratio Dir. Coef. End Zone psf I WI> Standard Spacing is Adequate 1 12.91 0/0/0 1 20.0001 0.65 1 OUT -1.440 File:21643 BCT1 1 20020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.Ic Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. P Date: 5/20/2021 BQJTLER Butler Manufacturing dculations Package Preliminary 21-001974-01 Queensbury Cemetery -""ne: 11:11 AM Page: 55 of 56 End Zone psf <W2 Standard Spacing is Adequate 9.68 0/0/0 17.000 0.57 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 12.91 36/0/0 20.000 0.65 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 36/0/0 17.000 0.57 IN 1.080 Interior Area psf W1> Standard Spacing is Adequate 10.49 4/0/0 20.000 0.52 OUT -1.170 Interior Area Psf <W2 Standard Spacing is Adequate 9.68 4/0/0 17.000 0.57 IN 1.080 Covering Design Loads-Wall:4 Zone Units I Type Description Actual Loc1 Allow. Ratio Dir. Coef. End Zone psf WI> Standard Spacing is Adequate 12.91 0/0/0 22.000 0.59 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 0/0/0 15.000 0.65 IN 1.080 End Zone psf Wl> Standard Spacing is Adequate 12.91 56/0/0 22.000 0.59 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 9.68 56/0/0 15.000 0.65 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 10.49 4/0/0 22.000 0.48 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 9.68 4/0/0 15.000 0.65 IN 1.080 Covering Design Loads-Roof:A Zone Units Type Description Actual LocI Allow. Ratio Dir. Coef. Entire Surface psf S Standard Spacing is Adequate 36.19 0/0/0 121.000 0.30 IN 1.000 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 8/5/2 31.000 0.63 OUT -2.265 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 2/9/11 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 2/9/11 31.000 0.63 OUT -2.265 Side Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 16.14 8/5/2 31.000 0.52 OUT -1.880 Side Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 16.14 8/5/2 31.000 0.52 OUT -1.880 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 2/9/11 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 2/9/11 31.000 0.63 OUT -2.265 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 8/5/2 31.000 0.63 OUT -2.265 Side Zone psf <W2 Standard Spacing is Adequate 5.50 5116/14 121.000 0.05 IN 0.480 Side Zone psf W1> Standard Spacing is Adequate 16.14 51/6/14 31.000 0.52 OUT -1.880 Side Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 16.14 8/5/2 31.000 0.52 OUT -1.880 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 51/6/14 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 51/6/14 31.000 0.63 OUT -2.265 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 57/2/5 121.000 0.05 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 19.59 57/2/5 31.000 0.63 OUT -2.265 Side Zone psf <W2 Standard Spacing is Adequate 5.50 51/6/14 121.000 0.05 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 16.14 51/6/14 31.000 0.52 OUT -I.880 Side Zone psf <W2 Standard Spacing is Adequate 5.50 51/6/14 121.000 0.05 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 16.14 51/6/14 31.000 0.52 OUT -1.880 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 57/2/5 121.000 0.05 IN 0.480 Corner Zone psf W l> Standard Spacing is Adequate 19.59 57/2/5 31.000 0.63 OUT -2.265 Corner Zone psf <W2 Standard Spacing is Adequate 5.50 51/6/14 121.000 0.05 IN 0.480 Corner Zone psf WI> Standard Spacing is Adequate 19.59 51/6/14 31.000 0.63 OUT -2.265 Side Zone psf <W2 Standard Spacing is Adequate 5.50 8/5/2 121.000 0.05 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 16.14 8/5/2 31.000 0.52 OUT -1.880 Side Zone psf <W2 Standard Spacing is Adequate 5.50 51/6/14 121.000 0.05 IN 0.480 Side Zone psf W1> Standard Spacing is Adequate 16.14 51/6/14 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 16/10/3 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 16/10/3 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 16/10/3 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 16/10/3 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 16/10/3 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 16/10/3 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 43/1/13 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 43/1/13 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 43/1/13 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 43/1/13 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 43/1/13 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 43/1/13 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 43/1/13 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 43/1/13 31.000 0.52 OUT -1.880 Misc.Edge Zone psf <W2 Standard Spacing is Adequate 5.50 16/10/3 121.000 0.05 IN 0.480 Misc.Edge Zone psf W 1> Standard Spacing is Adequate 16.14 16/10/3 31.0001 0.52 OUT -1.880 File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MRadvc_Unit-01 Version:2021.1c Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/20/2021 BuBUTLER'n dculations Package PYeliminary 21-001974-01 Queensbury Cemetery ne: 11:11 AM Page: 56 of 56 Interior Area psf I <W2 I Standard Spacing is Adequate I 5.50I 16/10/3 121.00O1 0.05 I IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 8.96 16/10/3 31.000 0.29 OUT -1.080 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max.Length Wall:I Shadowall Unpunched 26 Butler-Cote Cool Desert Beige Left to Right Left to Right 40/0/0 Wall:2 Shadowall Unpunched 26 Butler-Cote Cool Desert Beige Left to Right Left to Right 40/0/0 Wall:3 Shadowall Unpunched 26 Butler-Cote Cool Desert Beige Left to Right Left to Right 40/0/0 Wall:4 Shadowall Unpunched 26 Butler-Cote Cool Desert Beige Left to Right Left to Right 40/0/0 Roof:A MR-24 24 Butler-Cote Cool Emerald Green Right to Left Not Applicable 50/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul.Block Mod.Ctrl. Ice Damming Wall: 1 Torx CMC MPS,CMC MPS,SDS Stitch Standard Option Yes None No Yes SDS Stitch Wall:2 Torx CMC MPS,CMC MPS,SDS Stitch Standard Option Yes None No Yes SDS Stitch Wall:3 Torx CMC MPS,CMC MPS,SDS Stitch Standard Option Yes None No Yes SDS Stitch Wall:4 Torx CMC MPS,CMC MPS,SDS Stitch Standard Option Yes None No Yes SDS Stitch Roof:A Stainless Standard Option Standard Option Yes Thermal Block- No Yes Extra Tall Clip File:21643 BCT1120020-1-0-4 TIIC+Partition Painted MR.advc_Unit-01 Version:2021.1c Butler Manufacturing,a division of BlueScope Buildings North America,Inc. r Y REVIEWED FOR ENERGY CODE COMPLIANC Butler Manufacturing BUTLER �/ Research center 'FILE'�� ® ® 1 13500 Botts Road Grandview,MO 64030-2897 www.butlermfg.com Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Shadowall Wall Panel R-19 Insulation Shadowall TM wall system panels, nominal R-19 faced fiberglass insulation - Test Numbers: 2012-07 and 2012-08 Prepared for: Butler Research Center 13500 Botts Road Grandview, Missouri Report Date: 5/2//2012 Butler Manufacturing Research Center 13500 Botts Road Grandview,Missouri 64030 816-968-5701 1 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Summary Test Information: Shadowall Wall Panel R-19 Insulation ShadowallTM wall system panels, nominal R-19 faced fiberglass insulation Test Number 2012-07 2012-08 Test Start Date 3/6/2012 3/12/2012 Test End Date 3/9/2012 3/5/2012 Report Date 3/12/2012 4/3/2012 Test Orientation Vertical Wall Heat Flow Direction Inside to Outside Specimen Size 2.44 m X 3.05 m(8.00 ft x 10.00 ft) Test Procedure: The Thermal Transmittance (U) and Thermal Resistance (Ru) were determined in general accordance with ASTM C 1363-05, Standard Test Method for Thermal Performance of Building Materials and Envelope Assemblies by Means of a Hot Box Apparatus. Summary of Test Setup: Test Test Average Warm Side Air Temp. 37.78 °C(100.00 OF) 37.77 °C (99.98 OF) Average Cold Side Air Temp. 10.02 °C (50.03 OF) 10.03 °C (50.05 OF) Average Warm Side Air Velocity 0.32 m/s(62.92 fpm) 0.31 m/s(60.19 fpm) Average Cold Side Air Velocity 1.29 m/s (253.35 fpm) 1.30 m/s(255.69 fpm) Girt Spacing 10'-0" 5'-0" Summary of Results: 0.389 W/m2K 0.479 W/m2K Thermal Transmittance, U (0.069 Btu/hr ft o F) (0.084 Btu/hr ft OF) Overall Thermal Resistance Ru 2.6 m2K/W 2.1 M2K/W ' (14.6 hr ft2 OF/Btu) (11.9 hr W OF/Btu) 2 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butlermfg.com Grandview,M0 64030-2897 Phone 816-968-5700 The following table shows the values calculated from the above test results. Summary of Test Results Calculated for a T-0" Girt Spacing Thermal Transmittance, U 0.075 Btu/ hr ft2 IF Overall Thermal Resistance, Ru :13.3 hr ft2 IF/Btu The Overall Thermal Resistance, Ru, is the effective R-value of the wall assembly. Method of Calculation: The U-factor for a 7-0" girt spacing is calculated from the results of the tests using 5' and 10' girt spacings. It uses a linear relationship between the U-factor and the inverse of the girt spacing. This method was developed by the Building Technology Center at the Oak Ridge National Laboratory and is based on hot box tests performed for through-fastened roofs. Original Test Reports: Copies of the original test reports are included below. Revision Log Rev# Date Page(s) Revision(s) Original 5/5/2012 All Rev. 1 11/5/2015 3 Rev. 1 3 Butler Manufacturing BUTLER Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Test Number: 2012-07 Sponsor: Butler Research Center 13500 Botts Road Grandview, Missouri 64030 Shadowall 1 Girt R-19 ShadowallTM wall system panels, 1 girt, nominal R-19 faced fiberglass insulation Test Date: 3/6/2012 Report Date: 3/12/2012 Butler Manufacturing Research Center 13500 Botts Road Grandview,Missouri 64030 816-968-5701 4 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiormfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Summary Prepared For: Butler Research Center 13500 Botts Road Grandview, Missouri 64030 Test Number: 2012-07 Test Start Date: 3/6/2012 . Test End Date: 3/9/2012 Test Information: Shadowall 1 Girt R-19 ShadowallTM wall system panels, 1 girt, nominal R-19 faced fiberglass insulation Test Orientation /Heat Flow Direction: Vertical Wall/Inside to Outside Specimen Size: 2.44 m x 3.05 m(8.00 ft x 10.00 ft) Test Procedure: The Thermal Transmittance (U) and Thermal Resistance (Ru) were determined in general accordance with ASTM C 1363-05, Standard Test Method for Thermal Performance of Building Materials and Envelope Assemblies by Means of a Hot Box Apparatus. Summary of Test Setup: Average Warm Side Ambient Temperature 37.78 deg C (100.00 deg F) Average Cold Side Ambient Temperature 10.02 deg C (50.03 deg F) Average Warm Side Air Velocity 0.32 m/s (62.92 m) Average Cold Side Air Velocity 1.29 m/s (253.35 fpm) Summary of Results: Thermal Transmittance, U: 0.389 W/m2 K (0.069 Btu/hr ft2 F) Overall Thermal Resistance,Ru: 2.6 m2 K/W (14.6 hr ft2 F/Btu) 5 Butler Manufacturing BUTLER Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Specimen Size: 2.44 in x 3.05 in (8.00 ft x 10.00 ft) Panel Type: Shadowall wall system Insulation: Fiberglass, 1-layer Framing System: Z-girt Specimen Construction: The girt was installed in the test frame. One end of the insulation facing was attached to the inside of the test frame. The test frame was rotated to vertical. The depth of the drape of the insulation was checked. The other end of the facing was attached to the inside of the test frame. The test frame was rotated back to horizontal. The wall panels were installed with self-drilling screws. The side laps of the panel and the perimeter of the panel area were taped to prevent.air leakage. Specimen Conditioning: The assembly was built at the Butler Research Center and remained there until it was tested. The insulation was unrolled and was in environmental conditions for at least 12 hours before being enclosed in the test assembly. The insulation was "fluffed" in a manner similar to the NAHB procedure for quality testing of faced insulation, in order to promote the recovery of the insulation thickness. Materials Used: Material Name Description Wall Panel ShadowallTM wall system panel, 26 gauge, painted Birch White finish R-19 Fiberglass Nominal R-19 faced fiberglass blanket insulation Measured thermal resistance: 18.42 hr ft' F/Btu Sources for Materials Used: Butler Manufacturing supplied the girt,the wall panels, and fasteners. Bay Insulation Systems, Inc supplied the faced fiberglass insulation. The original manufacturer of the fiberglass was Owens Corning. 6 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Measured Test Data Test Times Test Start Time 3/6/2012 11:14 AM Test End Time 3/9/2012 7:15 AM Time Required to Reach Steady State 55.8 Hours Steady State Start Time 3/8/2012 7:00 PM Steady State End Time 3/9/2012 3:55 AM Test Information Metered Area 10.48 m2 (112.75 ft2) Specimen Area 7.43 m2 (80.00 ft2) Average Warm Side Ambient Temperature 37.78 deg C (100.00 deg F) Average Cold Side Ambient Temperature 10.02'deg C (50.03 deg F) Input 112.06 watts 382.35 Btu/hr Warm Side Heaters 89.65 watts (305.88 Btu/hr) Warm Side Fans 21.16 watts (72.20 Btu/hr) Warm Side AVT&RH Sensor Power 1.25 watts (4.26 Btu/hr) Loss 31.86 watts 108.72 Btu/hr) Surround Panel Loss 19.85 watts (67.73 Btu/hr) Specimen Flanking Loss 12.02 watts (41.02 Btu/hr) Meter Wall and Flanking Loss -0.01 watts (-0.05 Btu/hr) Thermopile Voltage (E) -0.473 mV Thermopile Null (Eo) -0.4800 mV Thermopile Slope (m) -1.8810 Total Heat Flow Through Test Specimen 80.20 watts (273.64 Btu/hr) Calculated Thermal Properties Specimen Thermal Transmittance (U) 0.389 W/m2 K (0.069 Btu/hr ft2 F) Specimen Overall Thermal Resistance (Ru) 2.6 m2 K/W (14.6 hr ft2 FBtu) The estimated uncertainty of the results is f 7.3% 7 Butler Manufacturing BUTLER Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Accreditations: Test Specification Description Accredited B ASTM C 1363-11 Thermal Performance of Building Materials International Accreditation and Envelope Assemblies by Means of a Service, Inc. Hot Box Apparatus Latest Apparatus Calibration Date: August 2011 ASTM Exceptions, if any: Responsible Party: Mark J. Henry Operator: Larry Krueger Witness: Mark Henry Butler Manufacturing will retain a copy of this test report for a minimum of four years. This report is the property of the Test Sponsor as mentioned in this test report and relates only to the products and assemblies as tested. This report may not be reproduced, except in.full, without the prior written consent of Butler Manufacturing. The results obtained are tested values. This report is not an endorsement about the tested products and does not constitute a certification of the products tested. For Butler Manufacturing Mark J. Henry Senior Research Engineer Attachments: Revision Log Rev# Date Page(s) Revision(s) Original 3/12/2012 All 8 BUTLER Butler Manufacturing Research Center Q 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING A — ELEVATION SHADOWALL 1 GIRT R-19 2,.4" 2._0" 4" 3'-1Yz" . B 1 1,49 s0 w I c� = N 5 ¢ •sue� � �Ss•.� ¢ �_ --- ---♦V_V-- ——— —� --- --- GIRT I N C1O •sue •s� I N X 1 B y �— BOTTOM NOTES (TC) 11 THUR 20 ARE ON THE CLIMATE SIDE SURFACE (TC) 49 THRU 58 ARE ON THE METER SIDE SURFACE ♦ ## INDICATES LOCATION OF THERMO COUPLES (TC) TEST 2012-07 9 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING B — SECTIONS THRU TEST FIXTURE SHADOWALL 1 GIRT R-19 8' COMPRESSED FIBERGLASS INSIDE FACE INSULATION OVER GIRT (097365 1-1/4" T-30 TORX w00D FRAME SHADOWALL PANEL SDS FASTENER @ 12' OC 131415 16 5152f3NI-I 6 GIRT INSIDE SECTION A—A DETAIL B FACE INSIDE OF PANEL RIB %. TAPE FLUSH WITH TOP OF WOOD FRAME END PLUG NYLON ARROW ��'; CLIP �'��i �i'i /�� ` In R-19 INSULATION WOOD STRIP W 5 ' W00 FRAME 1 5/8' x 11 5/8" 0 oo `O u7 WALL GIRT DETAIL A PANEL n o m �R-19 INSULATION DETAIL A SECTION B—B ♦ ## INDICATES LOCATION OF THERMO COUPLES (TC) TEST 2012-07 10 BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING C — SECTIONS THRU TEST FIXTURE SHADOWALL 1 GIRT R-19 (097365) 1-1/4" T-30 TORX TAPE OVER NYLON AIR GAP SIDS FASTENER @ 12' OC ARROW CLIP SHADOWALL PANEL w X wa 0 oo� FIBERGLASS CLIP GIRT R-19 INSULATION WOOD FRAME DETAIL B 1 5/8" X 11 5/8" TEST 2012-07 11 BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Test Number: 2012-08 Sponsor: Butler Research Center 13500 Botts Road Grandview, Missouri 64030 Shadowall 2 Girts R-19 ShadowallTM wall system panels, 2 girts, nominal R-19 faced fiberglass insulation Test Date: 3/12/2012 Report Date: 4/3/2012 Butler Manufacturing Research Center 13500 Botts Road Grandview,Missouri 64030 816-968-5701 12 BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 ASTM C 1363 Thermal Performance Test Report Summary Prepared For: Butler Research Center 13500 Botts Road Grandview,Missouri 64030 Test Number: 2012-08 Test Start Date: 3/12/2012 Test End Date: 3/15/2012 Test Information: Shadowall 2 Girts R-19 ShadoivallTM wall system panels, 2 girts, nominal R-19 faced fiberglass insulation Test Orientation/Heat Flow Direction: Vertical Wall/Inside to Outside Specimen Size: 2.44 mx3.05 m(8.00 ftx 10.00ft) Test Procedure: The Thermal Transmittance (U) and Thermal Resistance (Ru) were determined in general accordance with ASTM C 1363-05, Standard Test Method for Thermal Performance of Building Materials and Envelope Assemblies by Means of a Hot Box Apparatus. Summary of Test Setup: Average Warm Side Ambient Temperature 37.77 deg C 99.98 de F Average Cold Side Ambient Temperature 10.03 deg C (50.05 deg F) Average Warm Side Air Velocity 0.31 m/s 60.19 f m) Average Cold Side Air Velocity 1.30 m/s (255.69 fpm) Summaryof Results: Thermal Transmittance, U: 0.479 W/m2 K 0.084 Btu/hr ft2 F) Overall Thermal Resistance, Ru: 2.1 m2 K/W (11.9 hr ft2 FBtu) 13 BUTLER Butler Manufacturing Research Center m 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Specimen Size: 2.44 m x 3.05 in (8.00 ft x 10.00 ft) Panel Type: ShadowallTM wall system Insulation: Fiberglass, 1-layer Framing System: Z-girt Specimen Construction: The girts were installed in the test frame. One end of the insulation facing was attached to the inside face of the test frame. The test frame was rotated to vertical. The insulation was allowed to hang down under its own weight. The dimension of the drape of the insulation was checked. The other end of the insulation facing was attached to the test frame. The test frame was rotated back to horizontal. The wall panels were fastened to the girts with self-drilling screws. The side laps of the panels and the perimeter of the panel area were taped to prevent air leakage. Specimen Conditioning: The assembly was built at the Butler Research Center and remained there until it was tested. The insulation was unrolled and was in environmental conditions for at least 12 hours before being enclosed in the test assembly. The insulation was "fluffed" in a manner similar to the NAHB procedure for quality testing of faced insulation, in order to promote the recovery of the insulation thickness. Materials Used: Material Name Description Wall Panel ShadowallTM wall system panel, 26 gauge, Painted Birch White finish R-19 Fiberglass Nominal R-19 faced fiberglass blanket insulation Measured thermal resistance: 18.42 hr ft' F/Btu Sources for Materials Used: Butler Manufacturing supplied the girts, wall panels, and fasteners. Bay Insulation Systems Inc. supplied the insulation. The original manufacturer of the fiberglass insulation was Owens Corning. 14 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiormfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Measured Test Data Test Times Test Start Time 3/12/2012 11:27 AM Test End Time 3/15/2012 7:43 AM Time Required to Reach Steady State 51.6 Hours Steady State Start Time 3/14/2012 3:00 PM Steady State End Time 3/14/2012 11:55 PM Test Information Metered Area 10.48 m2 (112.75 ft) Specimen Area 7.43 m2 (80.00 ft2) Average Warm Side Ambient Temperature 37.77 deg C (99.98 deg F) Average Cold Side Ambient Temperature 10.03 deg C (50.05 deg F) input 131.59 watts 449.00 Btu/hr Warm Side Heaters 118.51 watts (404.38 Btu/hr) Warm Side Fans 11.82 watts (40.33 Btu/hr) Warm Side AVT &RH Sensor Power 1.26 watts (4.30 Btu/hr) Loss 32.79 watts (111.88 Btu/hr) Surround Panel Loss 19.85 watts (67.73 Btu/hr) Specimen Flanking Loss 12.95 watts (44.20 Btu/hr) Meter Wall and Flanking Loss -0.01 watts (-0.05 Btu/hr) Thermopile Voltage (E) -0.472 mV Thermopile Null (Eo) -0.4800 mV Thermopile Slope (m) -1.8810 Total Heat Flow Through Test Specimen 98.80 watts (337.12 Btu/hr) Calculated Thermal Properties Specimen Thermal Transmittance (U) 0.479 W/m2 K (0.084 Btu/hr ft2 F) Specimen Overall Thermal Resistance (Ru) 2.1 m2 K/W (11.9 hr ft2 FBtu) The estimated uncertainty of the results is f 7.3% 15 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 Accreditations: Test Specification Description Accredited B ASTM C 1363-11 Thermal Performance of Building Materials International Accreditation and Envelope Assemblies by Means of a Service, Inc. Hot Box Apparatus Latest Apparatus Calibration Date: August 2011 ASTM Exceptions, if any: Responsible Party: Mark J. Henry Operator: Larry Krueger Witness: Mark Henry Butler Manufacturing will retain a copy of this test report for a minimum of four years. This report is the property of the Test Sponsor as mentioned in this test report and relates only to the products and assemblies as tested. This report may not be reproduced, except in full, without the prior written consent of Butler Manufacturing. The results obtained are tested values. This report is not an endorsement about the tested products and does not constitute a certification of the products tested. For Butler Manufacturing Mark J. Henry Senior Research Engineer Attachments: Revision Log Rev# Date Page(s) Revision(s) Original 4/3/2012 All 16 J BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butlermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING A - ELEVATION SHADOWALL 2 GIRTS AND R-19 3' 3' 2' PANEL LAPS 2'-6° 4" 2'-7Y4" B w z g ♦♦ ♦ i N 14.52 15,53 16,54 17,55 - io i U N Z ----- ♦♦ ♦ --- --- --- --- GIRT x 1 B Y 4—0,0 NOTES BOTTOM (TC) 11 THUR 20 ARE ON THE CLIMATE SIDE SURFACE (TC) 49 THRU 58 ARE ON THE METER SIDE SURFACE ♦ ## INDICATES LOCATION OF THERMO COUPLES (TC) TEST 2012-08 17 BUTLER Butler Manufacturing Research Center ® 13500 Botts Road www.butiermfg.com Grandview,MO 64030-2897 Phone 816-968-5700 DRAWING B - SECTIONS THRU TEST FIXTURE SHADOWALL 2 GIRTS AND R-19 R-19 INSULATION INSIDE FACE ISHADOWALL PANEL COMPRESSED OVER GIRT WOOD FRAME !/ 1819.20 57 8 GIRT 1-1/4" T-30 TORX SIDS FASTENER @ 12" OC INSIDE SECTION A-A DETAIL B FACE to I N w U R U GIRT AVG. 3.88" o n m WALL PANEL R-19 INSULATION w N io I N DETAIL A SECTION B-B ♦ ## INDICATES LOCATION OF THERMO COUPLES (TC) TEST 2012-08 18 � f BUTLER Butler Manufacturing Research Center 13500 Botts Road www.butiermfg.com Grandview,MD 64030-2897 Phone 816-968-5700 DRAWING G — DETAILS SHADOWALL 2 GIRTS AND R-19 5%" INSIDE OF RIB FLUSH WITH TOP OF WOOD FRAME ` R-19 INSULATION END PLUG WOOD STRIP TAPE ` NYLON ARROW W00 FRAME CLIP 1 598 x 11 5/8" DETAIL A 1-1/4" T-30 TORX SDS FASTENER @ 12" OC TAPE OVER NYLON AIR GAP ARROW CLIP SHADOWALL PANEL w wo wa 00z ooa FIBERGLASS CLIP GIRT R-19 INSULATION COMPRESSED OVER GIRT WOOD FRAME DETAIL B 1 5/8" x 11 5/8" TEST 2012-08 19 - TOWN OF QUEENSBURY BUILDING DEPARTMENT Based on our limited examination,compliance FILE ��®�/ with our comments shall not be construed as COPY surer ting the plans and specifications are in Date: 5/18/2021 Butler Manuta ur1 compliance with the Building CodeWactions Report Time:04:08 PM eW--�-•�-a -York State. Page: 1 of 17 Reactions-_Summary_Report________ __ - -- ----- ------- ----- --------- ------------------ ---------- --- - - -- - Shape: STORAGE WELDING Builder Contact:Brad Schultes Project:21643 Name:Whelan&Curry Construction Builder PO#: Address:4103 New Court Ave Jobsite:21 Quaker Rd City,State Zip:Syracuse,New York 13206 City,State Zip:Queensbury,New York 12801 Country:United States County,Country:Warren,United States Loads and Codes-Shape:STORAGE BUILDING City: Queensbury County: Warren State: New York Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:I:0.10 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.53 psf Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Volt:110.00(Vasd:85.21)mph Ground Snow Load:pg:50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf 35.00 psf Mapped MCE Acceleration:Ss:23.80%g Primaries Wind Exposure:B-Kz:0.701 Design Snow(Sloped):ps:35.00 psf Mapped MCE Acceleration:SI:6.80%g Parts Wind Exposure Factor:0.575 _ Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:20.00 psf(Code) Seismic Importance:Ie:1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.2539 Ground Elevation Factor:Ke:0.9876 Snow Importance:Is:1.000 Design Acceleration Parameter:Sd1:0.1088 Thermal Factor:Heated-Ct:1.00 Seismic Design Category:B NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:7.00 psf Base Elevation:0/0/0 Obstructed or Not Slippery %Snow Used in Seismic:20.00 Site Elevation:346.0 ft Diaphragm Condition:Flexible Primary Zone Strip Width:2a:8/0/0 Fundamental Period Height Used:14/5/8 Parts/Portions Zone Strip Width:a:8/5/2 Basic Wind Pressure:q: 18.22,(Parts) 14.94 psf Transverse Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.2373 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Longitudinal Direction Parameters System NOT detailed for Seismic Redundancy Factor:Rho:1.00 Fundamental Period:Ta:0.1483 R-Factor:3.00 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.0846 x W Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load,Shifted Right AASL Alternate Span Live Load,Shifted Left PL2 Partial Live,Full,2 Spans L> Live-Notional Right <L Live-Notional Left S Snow Load US 1* Unbalanced Snow Load 1,Shifted Right *US 1 Unbalanced Snow Load I,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load,Full,I Span PHI Partial Load,Half,1 Span PF2 Partial Load,Full,2 Spans PH2 Partial Load,Half,2 Spans S> Snow-Notional Right <S Snow-Notional Left SMS Specified Min.Roof Snow SMS> Specified Min.Roof Snow-Notional Right <SMS Specified Min.Roof Snow-Notional Left PSI Partial Load,Half Span 1 Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. i Date: 5/18/2021 BUTLER Butler Manufacturing Reactions Report Time:04:08 PM .d....,.r,._.�.��.�...k_� Page: 2 of 17 PS2 Partial Load,Half Span 2 W Wind Load Wl> Wind Load,Case 1,Right <Wl Wind Load,Case 1,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,11 Ridge,Left WPA1 Wind Parallel-Ref A,Case 1 WPA2 Wind Parallel-Ref A,Case 2 WPBI Wind Parallel-Ref B,Case 1 WPB2 Wind Parallel-Ref B,Case 2 WPC1 Wind Parallel-Ref C,Case I WPC2 Wind Parallel-Ref C,Case 2 WPD 1 Wind Parallel-Ref D,Case 1 WPD2 Wind Parallel-Ref D,Case 2 WB I> Wind Brace Reaction,Case 1,Right <WB1 Wind Brace Reaction,Case 1,Left WB2> Wind Brace Reaction,Case 2,Right <WB2 Wind Brace Reaction,Case 2,Left WB3> Wind Brace Reaction,Case 3,Right <WB3 Wind Brace Reaction,Case 3,Left WB4> Wind Brace Reaction,Case 4,Right <WB4 Wind Brace Reaction,Case 4,Left WB5> Wind Brace Reaction,Case 5,Right <WB5 Wind Brace Reaction,Case 5,Left WB6> Wind Brace Reaction,Case 6,Right <WB6 Wind Brace Reaction,Case 6,Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive EB> Seismic Brace Reaction,Right <EB Seismic Brace Reaction,Left FL Floor Live Load FL* Alternate Span Floor Live Load,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(1) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(1) Auxiliary Live Load,Right,Left,Aisle I <AL*(I) Auxiliary Live Load,Left,Right,Aisle 1 <*AL(1) Auxiliary Live Load,Left,Left,Aisle I AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction,Right <ALB Aux Live Bracing Reaction,Left WALB> Wind,Aux Live Bracing Reaction,Right <WALB Wind,Aux Live Bracing Reaction,Left ALB>(1) Aux Live Bracing Reaction,Right,Aisle I <ALB(1) Aux Live Bracing Reaction,Left,Aisle I WALB>(1) Wind,Aux Live Bracing Reaction,Right,Aisle 1 <WALB(1) Wind,Aux Live Bracing Reaction,Left,Aisle 1 ALB>(2) Aux Live Bracing Reaction,Right,Aisle 2 <ALB(2) Aux Live Bracing Reaction,Left,Aisle 2 WALB>(2) Wind,Aux Live Bracing Reaction,Right,Aisle 2 <WALB(2) Wind,Aux Live Bracing Reaction,Left,Aisle 2 ALB>(3) Aux Live Bracing Reaction,Right,Aisle 3 <ALB(3) Aux Live Bracing Reaction,Left,Aisle 3 WALB>(3) Wind,Aux Live Bracing Reaction,Right,Aisle 3 <WALB(3) Wind,Aux Live Bracing Reaction,Left,Aisle 3 ALB>(4) Aux Live Bracing Reaction,Right,Aisle 4 <ALB(4) Aux Live Bracing Reaction,Left,Aisle 4 WALB>(4) Wind,Aux Live Bracing Reaction,Right,Aisle 4 <WALB(4) Wind,Aux Live Bracing Reaction,Left,Aisle 4 ALB>(5) Aux Live Bracing Reaction,Right,Aisle 5 <ALB(5) Aux Live Bracing Reaction,Left,Aisle 5 WALB>(5) Wind,Aux Live Bracing Reaction,Right,Aisle 5 <WALB(5) Wind,Aux Live Bracing Reaction,Left,Aisle 5 WALB Wind,Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 UB User Brace Reaction UB 1 User Brace Reaction-I UB2 User Brace Reaction-2 UB3 User Brace Reaction-3 UB4 User Brace Reaction-4 UB5 User Brace Reaction-5 UB6 User Brace Reaction-6 UB7 User Brace Reaction-7 UB8 User Brace Reaction-8 Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 B(JTLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 3 of 17 UB9 User Brace Reaction-9 R Rain Load T Temperature Load v Shear Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. i BUTLER Date: 5/18/2021 Butler Manufacturing Reactions Report Time:04:08 PM Page: 4 of 17 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Len th s .ft. s .ft. s .ft. Height Height 2 Pitch Pitch Height STORAGE BUILDING 40/0/0 60/0/0 1 2400 2892 2401 14/10/8 1 14/0/8 1 -0.250:12 Overall Shape Description Roof 1 Roof2 I From Grid To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch 2 Dist,to Ride Peak Hei ht A I-A 1-C 40/0/0 60/0/0 14/10/8 14/0/8 -0.250:12 Q Q Q J CO 2 N O O In � O - N 4 J L L <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. Butler Advantage:4.2.0.2 Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 5/18/2021 BL/TLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 5 of 17 Wall:2 Design Load Combinations-Framin No. Ori in Factor I Application Description I System 1.000 1.0D+I.0CG+I.0S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.0D+I.0CG+0.6W2> D+CG+W2> 4 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 5 System 1.000 1.0D+I.0CG+0.6WPL D+CG+WPL 6 System 1.000 I.0D+I.0CG+0.6WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall:1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 12 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 13 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+WI> 16 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 17 System 1.000 1.0D+I.0CG+0.75S+0.45W2> D+CG+S+W2> 18 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 21 System 1.000 1.0D+I.0CG+0.7E>+0.7EG+ D+CG+E>+EG+ 22 System 1.000 1.0D+I.0CG+0.7<E+0.7EG+ D+CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ - D+CG+S+E>+EG+ 26 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ 27 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6WB1> D+CG+WPR+WB1> 28 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WB1> 29 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR+0.45WB1> D+CG+S+WPR+WB1> 30 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6<WB1 D+CG+'WPR+<WBI 31 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR+<WB1 32 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR+0.45<W131 D+CG+S+WPR+<WB1 33 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 36 System Derived 1.000 1.0D+I.0CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 37 System Derived 1.000 0.6D+0.6CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 38 System Derived 1.000 1.0D+I.0CG+0.75S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 39 System Derived 1.000 0.6 MWB MWB-Wall:1 40 System Derived 1.000 0.6 MWB MWB-Wall:2 41 System Derived 1.000 0.6 MWB MWB-Wall:3 42 System Derived 1.000 0.6 MWB MWB-Wall:4 43 System Derived 1,000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 45 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 46 System Derived 1.000 1.0D+1.0CG+0.7<EB+0.7EG+ D+CG+<EB+EG+ 47 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 48 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/18/2021 Butler Manufacturing Reactions Report Time:04:08 PM Page: 6 of 17 Wall:2 Frame ID:Portal Frame Frame Type:Portal Frame A-4 A-3 vy vy 1 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:A Type Exterior Column Exterior Column X-Loc 0/0/0 19/0/0 Grid -Grid2 A-4 A-3 Base Plate W x L(in.) 8 X 11 8 X 11 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.01 0.27 -0.01 0.27 CG Frm - - - - S> Frm - - <S Frm - - - - - W2> Frm - - - - <W2 Frm - - - - WPL Fret - - - - WPR Frm - - MW Frm - - - - MW Frm - - - MW Frm - - MW Frm - - - - - CU Frm - - - - Wl> Frm - - - - - <W l Frm - - - - - S Frm - - - - E> Frm - - - - - EG+ Frm - - - - - <E Frm - - - EG- Frm - - - - - - WBI> Brc 0.50 0.81 0.50 -0.81 - - <WB1 Brc -0.51 -0.82 -0.50 0.82 - WB3> Brc 0.57 0.92 0.57 -0.92 - - <WB3 Brc -0.57 -0.92 -0.57 0.92 - - MWB Brc 0.57 0.92 0.57 -0.92 MWB Brc - - - - - - MWB Brc -0.57 -0.92 -0.57 0.92 MWB Brc - - - - - - EB> Brc 0.43 0.69 0.43 -0.69 - - <EB Brc -0.43 -0.69 -0.43 0.69 - - WB2> Brc 0.51 0.83 0.51 -0.83 - - Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 BUTLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 7 of 17 <W132 I Brc -0.52 -0.84 -0.52 0.84 - I - - WB4> Brc 0.57 0.92 0.57 -0.92 <W134 Brc -0.57 -0.92 -0.57 0.92 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 A-4 0.34 41 0.35 33 - - 0.55 41 0.82 33 - - 19/0/0 A-3 0.35 36 0.34 39 - 0.55 39 0.82 36 - - Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 BlJTLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 8 of 17 Wall:4,Frame at: 1/0/0 Design Load Combinations-Framing No. Ori in Factor I Application Description 1 System 1.000 1.0D+1.0CG+1.0S> D+CG+S> 2 System 1.000 1.0D+1.0CG+1.0<S D+CG+<S 5 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 6 System 1.000 1.0D+1.0CG+0.6<W2 D+CG+<W2 7 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 8 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall:1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 15 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+Wl> 18 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 1.0D+1.0CG+0.755+0.45WPL D+CG+S+WPL 22 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 23 System 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 24 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 27 System 1.000 1.0D+1.00G+0.155+0.525E>+0.525EG+ D+CG+S+E>+EG+ 28 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/18/2021 Butler Manufacturing Reactions Report Time:04:08 PM Page: 9 of 17 Wall:4,Frame at: 1/0/0 Frame ID:STORAGE BUILDING Rigid Endwall#1 EW 1 Frame Type:Continuous Beam Q vy VY VY �ti Hx Hx ti Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:1 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 20/0/0 40/0/0 Gridl-Grid2 1-C 1-B 1-A Base Plate W x L(in.) 8 X 13 8 X 11 8 X 13 Base Plate Thickness(in') 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx V D Frm 0.05 0.46 0.90 -0.05 0.46 CG Frm 0.07 0.49 - 1.12 -0.07 0.49 S> Frm 0.47 3.46 - 7.83 -0.47 3.46 <S Frm 0.47 3.46 - 7.83 447 3.46 - W2> Frm -1.71 -1.79 - - -3.06 -0.67 -0.93 - <W2 Frm 0.99 0.06 -1.33 1.64 -0.98 - WPL Frm 0.59 -1.24 - - -2.52 -0.59 -1.24 - WPR Frm 0.52 -2.04 - -4.40 -0.45 -2.10 - MW Frm - - - - - - - - MW Frm 0.79 0.58 -0.17 1.72 -0.41 - MW Frm - - - - - - MW Frm -1.77 -0.45 -0.02 -0.67 0.48 - CU Frm - - - - - WI> Frm -1.38 -2.47 2.10 4.45 -1.00 -1.62 <WI Frm 1.32 -0.62 -2.10 -2.71 1.31 -1.67 S Frm 0.47 3.46 - - 7.83 -0.47 3.46 E> Frm -0.35 -0.24 - 0.02 0.03 -0.30 0.20 - EG+ Frm - 0.05 - - 0.11 - 0.05 - <E Frm 0.35 0.24 - -0.02 -0.03 0.30 -0.20 - - EG- Frm -0.05 - -0.11 - -0.05 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load'Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 I-C 1.06 12 1.06 18, - - - - 1.21 13 4.41 1 - 20/0/0 l-B - - - - 1.26 14 1.26 13 2.13 13 9.84 1 - - 40/0/0 1-A 0.92 17 1.03 10 - 0.98 16 4.41 1 - Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. - 9 Date: 5/18/2021 BUTLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 10 of 17 Wall:4,Frame at:20/0/0 Design Load Combinations-Framing No. Ori in Factor I Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG.+<S 3 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 4 System 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 5 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 6 System 1.000 1.0D+1.0CG+0.6WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall:1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 I System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<W1 13 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+Wl> 16 System 1.000 1.0D+I.0CG+0.755+0.45<Wl D+CG+S+<W1 17 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 18 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 19 System 1.000 1.0D+1.0CG+0.75S+0.45WPL D+CG+S+WPL 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 21 System 1.000 1.0D+1.0CG+0.7E>+0.7EG+ D+CG+E>+EG+ 22 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 I.0D+1.0CG+0.155+0.525E>+0.525EG+ D+CG+S+E>+EG+ 26 System 1.000 1.0 D+1.0 CG+0.15 S+0.525<E+0.525 EG+ D+CG+S+<E+EG+ Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/18/2021 Butler Manufacturing Reactions Report Time:04:08 PM. Page: 11 of 17 Wall:4,Frame at:20/0/0 Frame ID:STORAGE BUILDING Clearspan#1 Frame Type:Rigid Frame Q VY VY Hx ti Hx - 1 1 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2 Type Exterior Column Exterior Column X-Loc 0/0/0 40/0/0 Grid -Grid2 2-C 2-A Base Plate W x L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx VY Hx V D Frm 0.50 1.55 -0.50 1.55 - CG Frm 0.72 1.95 -0.72 1.95 - - S> Frm 5.03 13.65 -5.03 13.65 - - <S Frm 5.03 13.65 -5.03 13.65 - - W2> Frm -3.64 -4.42 0.21 -3.18 - - - <W2 Frm 0.91 -0.67 2.88 -2.18 - - - WPL Frm -0.16 -3.99 0.14 -3.97 - - - WPR Frm -0.98 -6.33 1.06 -6.39 - - - MW Frm - - - - - MW Frm 1.45 0.92 3.19 -0.92 - MW Frm - - - - - MW Frm -3.21 -0.86 -1.30 0.86 - CU Frm - - - - - Wl> Frm -3.83 -6.98 0.40 -5.74 - <W1 Frm 0.72 -3.23 3.07 -4.74 - - S Frm 5.03 13.65 -5.03 13.65 - - - E> Frm -0.63 -0.41 -0.58 0.39 - EG+ Frm 0.07 0.20 -0.07 0.20 - - <E Frm 0.63 0.41 0.58 -0.39 - EG- Frm -0.07 -0.20 0.07 -0.20 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 2-C 2.00 11 6.25 1 3.26 11 17.15 1 - 40/0/0 2-A 6.25 1 1.92 8 2.91 14 1 17.15 1 Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 BUTLER Reactions Report Time:04:08 PM Butler Manufacturing Page: 12 of 17 Wall:4,Frame at:40/0/0 Desi n Load Combinations-Framing No. Origin Factor I Application Description I System 1.000 1.0 D+1.0 CG+1.0 S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 3 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 4 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 5 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 6 System 1.000 1.0D+I.0CG+0.6WPR D+CG+WPR 7 System 1.000 0.6 MW MW-Wall:1 8 System 1.000 0.6 MW MW-Wall:2 9 System 1.000 0.6 MW MW-Wall:3 10 System 1.000 0.6 MW MW-Wall:4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 12 System 1.000 0.6 D+0.6 CU+0.6<WI D+CU+<WI 13 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 14 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 15 System 1.000 1.0D+1.0CG+0.75S+0.45W1> D+CG+S+Wl> 16 System 1.000 1.0D+I.0CG+0.755+0.45<W1 D+CG+S+<WI 17 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 18 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 20 System 1.000 1.0D+I.0CG+0.755+0.45WPR D+CG+S+WPR 21 System 1.000 1.OD+I.00G+0.7E>+0.7EG+ D+CG+E>+EG+ 22 System 1.000 1.OD+I.00G+0.7<E+0.7EG+ D+CG+<E+EG+ 23 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- - 24 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 25 System 1.000 1.0 D+1.0 CG+0.15 S+0.525 E>+0.525 EG+ D+CG+S+E>+EG+ 26 System 1.000 1.0D+I.00G+0.15S+0.525<E+0.525EG+ D+CG+S+<E+EG+ 27 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6WB1> D+CG+WPR+WBI> 28 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WBI> 29 System Derived 1.000 1.0D+I.0CG+0.755+0.45WPR+0.45WB1> D+CG+S+WPR+WB1> 30 System Derived 1.000 1.0D+1.0CG+0.6WPR+0.6<W131 D+CG+WPR+<WBI 31 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB I D+CU+WPR+<WBI 32 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR+0.45<WBI D+CG+S+WPR+<WB1 33 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 36 System Derived 1.000 1.OD+I.00G+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 37 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 38 System Derived 1.000 1.0D+I.00G+0.755+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 39 System Derived 1.000 0.6 MWB MWB-Wall:1 40 System Derived 1.000 0.6 MWB MWB-Wall:2 41 System Derived 1.000 0.6 MWB MWB-Wall:3 42 System Derived 1.000 0.6 MWB MWB-Wall:4 43 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 44 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 45 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 46 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 47 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 48 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 BUTLER Butler Manaa,!uriny Reactions Report Time:04:08 PM � ��K Page: 13 of 17 Wall:4,Frame at: 40/0/0 Frame ID:STORAGE BUILDING Clearspan#1 Frame Type:Rigid Frame Q vy vy Hx ti Hx l an,-n^ l Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Exterior Column X-Loc 0/0/0 40/0/0 Gridl-Grid2 3-C 3-A Base Plate W x L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz I Vy Hx V D Frm 0.58 1.52 -0.58 1.55 CG Frm 0.84 1.95 -0.84 1.95 - S> Frm 5.90 13.65 -5.90 13.65 - <S Frm 5.90 13.65 -5.90 13.65 W2> Frm -3.84 -4.42 0.40 -3.19 - - <W2 Frm 0.76 -0.67 3.04 -2.18 - WPL Frm -0.40 -3.99 0.38 -3.97 - WPR Frm -1.38 -6.33 1.46 -6.39 - MW Frm - - - - - MW Frm 1.37 0.92 3.27 -0.92 - - MW Frm - - - - - - - MW Frm -3.15 - -0.86 -1.36 0.86 - CU Frm - - - - - W1> Frm -4.19 - -6.98 0.75 -5.74 - - <W I Frm 0.41 -3.23 3.38 -4.74 - S Frm 5.90 - 13.65 -5.90 13.65 - E> Frm -0.60 -0.40 -0.61 0.38 - EG+ Frm 0.09 0.20 -0.09 0.20 - <E Frm 0.60 0.40 0.61 -0.38 - EG- Frm -0.09 -0.20 0.09 -0.20 - WBI> Brc 0.03 -2.91 -2.38 -0.03 0.02 - <WB1 Brc -0.04 - 2.45 0.04 -0.04 - - WB3> Brc 0.03 -2.85 -2.44 -0.03 0.02 - - <WB3 Brc -0.04 - 2.45 0.04 -0.04 - - - MWB Brc 0.03 -3.49 -2.60 -0.03 0.02 - - MWB Brc - - - - - - MWB Brc -0.04 2.62 0.04 -0.04 - - - MWB Brc - - - - - EB> Brc 0.03 -2.65 -2.23 -0.03 0.02 - <EB Brc -0.04 - 2.26 0.04 -0.03 Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 5/18/2021 BUTLER Butter Manufacturing Reactions Report Time:04:08 PM Page: 14 of 17 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on I st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In jLoadj Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 3-C 2.16 11 7.33 1 2.10 39 4.32 28 17.12 1 - - 40/0/0 3-A 7.33 1 1.96 8 - 2.93 31 17.15 1 - Bracing X-Loc Grid Description 0/0/0 3-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 40/0/0 3-A Portal Frame is next to column.See portal frame section for reactions Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. BUTLER Date: 5/18/2021 B-,b,Man-ft -'�g Reactions Report Time:04:08 PM ~��K Page: 15 of 17 Wall:4,Frame at: 59/0/0 Design Load Combinations-Framing No. Origin Factor Application Description I System 1.000 1.0D+1.0CG+I.0S> D+CG+S> 2 System 1.000 1.0 D+1.0 CG+1.0<S D+CG+<S 5 System 1.000 1.0D+I.0CG+0.6W2> D+CG+W2> 6 System 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 7 System 1.000 I.0D+I.00G+0.6WPL D+CG+WPL 8 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall:I 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 14 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<Wl 15 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+Wl> 18 System 1.000 1.0D+I.0CG+0.755+0.45<Wl D+CG+S+<Wl 19 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 20 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 22 System 1.000 1.O D+1.O CG+0.75 S+0.45 WPR D+CG+S+WPR 23 System 1.000 1.OD+1.00G+0.7E>+0.7EG+ D+CG+E>+EG+ 24 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.7<E+0.7 EG- D+CU+<E+EG- 27 System 1.000 1.OD+1.00G+0.15S+0.525E>+0.525EG+ D+CG+S+E>+EG+ , 28 System 1.000 1.0D+1.00G+0.15S+0.525<E+0.525EG+ D+CG+S+<E+EG+ 29 System Derived 1.000 I.0D+I.00G+0.6 WPR+0.6WB1> D+CG+WPR+WBI> 30 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6WB1> D+CU+WPR+WB1> 31 System Derived 1.000 1.OD+1.00G+0.75S+0.45 WPR+0.45WB1> D+CG+S+WPR+WBI> 32 System Derived 1.000 1.0D+1.0 CG+0.6 WPR+0.6<WBI D+CG+WPR+<WBI 33 System Derived I.000 0.6D+0.6CU+0.6 WPR+0.6<WB1 D+CU+WPR+<WBI 34 System Derived 1.000 1.0D+1.0CG+0.75S+0.45WPR+0.45<W131 D+CG+S+WPR+<WBI 35 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 36 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 38 System Derived 1.000 1.0D+1.0CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 39 System Derived 1.000 0.6D+0.6CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 40 System Derived 1.000 1.0D+1.0CG+0.75S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 41 System Derived 1.000 0.6 MWB MWB-Wall: 1 42 System Derived 1.000 0.6 MWB MWB-Wall:2 43 System Derived 1.000 0.6 MWB MWB-Wall:3 44 System Derived 1.000 0.6 MWB MWB-Wall:4 45 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 46 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 47 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525 EB>+0.525 EG+ D+CG+S+EB>+EG+ 48 System Derived 1.000 1.0D+1.0CG+0.7<EB+0.7EG+ D+CG+<EB+EG+ 49 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- 50 System Derived 1.000 1.0 D+1.0 CG+0.15 S+0.525<EB+0.525 EG+ D+CG+S+<EB+EG+ Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. sur�ER Date: 5/18/2021 Butler Manufacturing Reactions Report Time:04:08 PM Page: 16 of 17 Wall:4,Frame at: 59/0/0 Frame ID:STORAGE BUILDING Rigid Endwall#2 EW 3 Frame Type:Continuous Beam Q vy vy vy i Hx Hx ti Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 20/0/0 40/0/0 Gridl-Grid2 4-C 4-B 4-A Base Plate W x L(in.) 8 X 13 8 X 11 8 X 13 Base Plate Thickness(in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx Hz I Vy Hx V D Frm 0.05 0.46 0.90 -0.05 0.46 - CG Frm 0.07 0.49 1.12 -0.07 0.49 - S> Frm 0.47 - 3.46 7.83 -0.47 3.46 - - <S Frm 0.47 3.46 7.83 -0.47 3.46 - - W2> Frm -1.71 -1.79 -3.06 -0.67 -0.93 - - <W2 Frm 0.99 - 0.06 - -1.33 1.64 -0.98 - - WPL Frm 0.59 -1.24 - -2.52 -0.59 -1.24 - - WPR Frm 0.52 -2.04 - -4.40 -0.45 -2.10 - - MW Frm - - - - - - MW Frm 0.79 0.58 -0.17 1.72 -0.41 MW Frm - - - - - - MW Frm -1.77 -0.45 -0.02 -0.67 0.48 - CU Frm - - - - - - Wl> Frm -1.38 -2.47 2.10 -4.45 -1.00 -1.62 - <Wl Frm 1.32 -0.62 -2.10 -2.71 1.31 -1.67 - S Frm 0.47 - 3.46 - 7.83 -0.47 3.46 - - E> Frm -0.35 -0.24 0.02 0.03 -0.30 0.20 - - EG+ Frm - 0.05 - 0.11 - 0.05 - - <E Frm 0.35 0.24 -0.02 -0.03 0.30 -0.20 - - EG- Frm - -0.05 - -0.11 - -0.05 - - WBI> Brc -0.03 2.41 - -0.03 0.03 -0.01 - - <WB1 Brc 0.07 2.91 -2.45 - -0.02 -0.07 0.05 - - WB3> Brc -0.03 - 2.47 - - -0.03 0.03 -0.02 - - <WB3 Brc 0.07 2.85 -2.45 - -0.02 -0.07 0.05 - - MWB Brc -0.03 - 2.63 - -0.04 0.03 -0.02 - - MWB Brc - - - - - - MWB Brc 0.08 3.49 -2.62 -0.02 -0.08 0.06 - MWB Brc - - - - - - EB> Brc -0.03 - 2.26 -0.03 0.03 -0.01 - <EB Brc 0.06 2.65 -2.26 -0.02 -0.06 0.05 1 Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. r Date: 5/18/2021 BUTLER Butler Manufacturing Reactions Report Time:04:08 PM Page: 17 of 17 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural anal sis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 4-C 1.06 12 1.06 18 - - 2.10 43 2.42 33 4.41 1 - - 20/0/0 4-13 - - - - 1.26 14 1.26 13 2.13 13 9.84 1 - 40/0/0 4-A 0.92 17 1.03 10 0.99 30 4.41 1 - Bracing X-Loc Grid Description 0/0/0 4-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 40/0/0 4-A Portal Frame is next to column.See portal frame section for reactions Butler Advantage:4.2.0.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Email:constructiontech@live.com FILE COPY May 25, 2021 TOWN OF QUEENSBURY 742 Bay Road Queensbury,New York 12804 Att'n: Ms. Connie Goedert Re: PINE VIEW CEMETERY MAINTENANCE GARAGE: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Dear Ms. Goedert, CONSTRUCTION TECHNOLOGY is pleased to submit the following fee schedule and proposal to provide all necessary labor,equipment,tools, and supplies to complete the construction materials inspection, testing and laboratory evaluations required of the referenced project. From our conversation, we anticipate our services may include: I. FIELD SERVICES: * SOIL FILLS AND BACKFILLS: Services of a Senior Materials Technician to provide onsite soil compaction verification.Testing and evaluation of fill and backfill materials shall be in accordance with ASTM D-1556: Sand Cone Method or ASTM D-2922:Nuclear Gauge Density Method. * CONCRETE STEEL REINFORCEMENT: Services of a Senior Materials Technician to provide onsite concrete reinforcing steel verification.Evaluation of reinforcement installations shall include bar size; welding,bending and fabrication techniques;lapped and tied connections,cleanliness, alignment, spacing and formwork clearances.Evaluation and recordation shall be in accordance with the American Concrete Institute(ACI) and the Concrete Reinforcing Steel Institute(CRSI): * PORTLAND CEMENT CONCRETE: Services of a Senior Materials Technician, certified as required in ASTM C-94,by the American Concrete Institute(ACI)to Grade I,Field Technician. Services shall include tests for slump,entrained air,temperatures,unit weight/yield and fabrication of test specimens.Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications. * Concrete test cylinder and construction materials pickup. __-_.___ Technician-hourly--rate-for.-above-listed-ser-vices-------___.. -- Transportation per mile portal-to-portal 0.75 11.LABORATORY SERVICES: Soil Particle Size Analysis (Sieve Analysis),per sample $ 60.00 Soil Moisture/Density Relation(Proctor),per sample 100.00 Compression Test of Concrete Test Cylinders,per cylinder 8.50 May 25, 2021 TOWN OF QUEENSBURY Re:PINE VIEW CEMETERY MAINTENANCE GARAGE: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services III.EQUIPMENT CHARGES:. Nuclear Soil/Asphalt Density Gauge,per day $ 60.00 IV.FOUNDATION SOIL VERIFICATION&GEOTECHNICAL ENGINEERING SERVICES: *Services of a Profession Engineer,licensed in the State of New York, disciplined in geotechnical and foundation engineering to provide site review,foundation soil bearing capacity evaluation, proof-rolling observation, and generate reports of findings and recommendations. Professional Engineer,per hour" 150.00 Vehicle transportation,per mile 0.75 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. CONSTRUCTION TECHNOLOGY also provides other forms of testing and inspection services. Should there be requirements other than those listed,please allow us to modify this proposal or resubmit a suitable proposal for additional work. We appreciate your interest in our firm.We look forward to serving the construction materials inspection, testing and laboratory requirements of TOWN OF QUEENSBURY. If there are any questions,or when we may be of assistance,please contact this office immediately. Respectfully, CONSTRUCTION TECHNOLOGY Robert Behan, (NICET) Manager Technical Services __..__..______-Date: ---...._.._------ FIRE .MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Pineview Cemetery 21 Quaker Road CC-XXXX-2021 2/10/2021 Review of preliminary Storage Bldg The following comments are based on review of drawings: • Exit/ emergency lighting appears adequate • Identify fire extinguisher locations • A Knox Box will be required to be mounted on the office building, with access keys for the property • CO detection is required • Provide details for a mechanical ventilation system for the building Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fi r e M a r s It a l 's Off i c e a P It o it e: 518-761-8206 F a x: 518-745-4437 f-i-etttarslial@gtteensbut-i .t/ iet - zuzvzn.queensbury.net