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CC-0717-2020
PRINCIPLE STRUCTURE Office Use Only PERMIT APPLICATI ON Permit#: Town ofQuecnsbury Permit Fee:$ - bt)— 742 Bay Road,Queensbury, NY 12804 *Rec. Fee:$ & N P: 518-761-8256 www.queensburynet Invoice#: b5kQ J Project Location: �X � (9e9RAII R D QC. ReEAJsCo�� Tax Map #: • ) - 2�,3 Subdivision Name: h) �l el L.I-G TOWN BD.RESOLUTION 86-2013:$850 recreation fee for new dwelling units�singlesfat ily, duplexes/two-family, -multiple family, apartments,condominiums, townhouses,and/or manufactur Id riiodu ar homes,but not mobile homes. This is in addition to the permit fee(s). ` CONTACT INFORMATION: NOV Di`c $ Z�Z� • Applicant: -f OVYN# -�� Name(s): �,/c. 41 q, G a rid C,J ,� -- Bair I8.��i (,_,: Y !fr- Mailing Address, C/S/Z: / 13 /j .5-5i-.5 -f 44 jt-3 J Cell Phone: ( 6-J P ) S I ° 04 9,F-' La Ad Line: ( S19 6 - 9 z G 2— Email: /-I _2V G R C 7.� C • Primary Owner(s): Name(s): /)) /,*' cr 14 + A,� �r.•�.S�,� Mailing Address, C/S/Z: °441-1� w c �.A,-5 j�3 z, Cell Phone: S/9- ) 9v 1- -Pal C- Land Line: () A C4 z z Email: 4Y1 XC_ /�a� r r� ❑ Check if all work will be performed by homeowner only • Contractor(s): Workers' Comp documentation must be submitted with this application Contractor Name(s): Contractor Trade: Mailing Address, C/S/Z: Z 113 i 1-3G0 In R Cell Phone: (,/a )_9S/ -9-D 2 Land Line: ( 112, ) S lo -3 Z.4, 3 Email: "List all additional contractors on the back of this form • Architect(s)/Enaineer(s): Business Name: 4 � Contact Name(s): !'1�l/�/' /� e C k%,qD A) Mailing Address, C/S/Z: 4 Z � �r �/�� /� ..�1 1� L� �r T7'& ��7� '��zG Cell P hone: .(Jl > V�C-0944, Land Line: IF 723 -9/ (4 E ma i I: />o) Y /i D ,x')V r 7 R,; 5 (P- 14o Z. e a ^-I Contact Person for Building & Code Compliance:/)Q,4 'A� B,�ew& Cell Phone: (5/ F ) a y� a�131 Land Line: S�/� ) 7 7-3 -916 , � Email: /21 13 0 Zr- N 1 eA-s -;;�' R Principle Structure Packet Revised February 2019 PROJECT INFORMATION: TYPE: x Commercial _ Residential WORK CLASS: _Single-Family Two-Family _Multi-Family(#of units ) _Townhouse )�_Business Office _Retail. —Hotel/Motel 4Industriai/Warehouse _Garage(#ofcars__) _ Other(describe ) STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST floor: - �06 O 5 o F% 1ST floor: 2nd floor: 2"d floor: 3rd-floor: Total square feet: Basement(habitable space): 1114 ee j S 4!- 44-P 1/1'7 Total square feet: _7 j.�o ADDITIONAL PROJECT INFORMATION::/ 1. Estimated Cost of Construction: 2. Proposed use of the building: <0 1"F/e- ES, S-H f e- 7-tn 4 4 &`H� 3. If Commercial or Industrial, indicate the name of the business: /09''�4A ki rX4 c In 4. Source of Heat• Gas -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: 6. Are there any easements on the property? YES NO 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? 6,6— A CT� b. Is this a corner lot? YES NO c. Will the grade be.changed as a resul oft a construction? ES NO d. What is the water source? PUBLIC PRIVATE WELL e. Is the parcel on SEWER or a PRIVATE SEPTIC system? ?u Z3 i C Principle Structure Packet Revised February 2019 DECLARATION: I. 1acknowledge that no construction shall commence prior to issuance of a valid building permit and workwill be completed within a 12 month period. - 2. If the work is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 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 local zoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 understand that IAve are required to provide an as-builtsurvey by a licensed land surveyor of all newly constructed facilities priorto issuance ofa certificate ofoccupancy. have read and agree to the above: PRINT NAME: SIGNATUR � ..dc�-.� DATE: ,// /fir' O Principle Structure Packet Revised February 2019 CONSTRUCTION TECHNOLOGY I?�1SPECTION & TESTING DIVISION, P.D.&T.S., INC. e4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Email: constructiontech@live.com December 4, 2020 FILE C®P MG44,LLC. [ 115 Assembly Point Road Lake George,New York 12845 Att'n: Mr.Michael Dawson Re: GENERAL ROOFING CONTRACTORS: 4 CAREY ROAD, QUEENSBURY,NY Construction Materials Inspection and Testing Services Dear Mr. Dawson, CONSTRUCTION TECHNOLOGY is pleased to submit the following fee schedule and proposal to provide all the necessary labor, equipment, tools, and supplies to complete the construction materials inspection, testing and laboratory evaluations required of the referenced project. From our understanding, we anticipate our services may include: I. FIELD SERVICES: * 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. * 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). * STRUCTURAL STEEL&BOLTED CONNECTIONS: Services of a Senior Materials Technician to provide onsite inspection of structural steel. Services include dimensioning,plumbness and alignment of columns and beams; and torque evaluation of bolted connections in accordance with the American Institute of Steel Construction(AISC). * Concrete test cylinder and construction materials pickup. Technician hourly rate for above listed services $ 42.50 Transportation per mile portal-to-portal 0.75 December 4, 2020 MG44,LLC. ie: GENERAL ROOFING CONTRACTORS: 4 CAREY ROAD,QUEENSBURY,NY Construction Materials Inspection and Testing Services II.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 III.EQUIPMENT CHARGES: Nuclear Soil/Asphalt Density Gauge,per day $ 60.00 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. We appreciate your interest in our firm. We look forward to serving the construction materials inspection, testing and laboratory requirements of MG44 LLC. 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 COMcheck Software Version 4.1.4.3 Envelope Compliance Certificate g�P Q B Project Information Energy Code: 90.1 (2016)Standard Project Title: New Office Warehouse t E �®� Location: Glens Falls, New York F 1� r Climate Zone: 6a p6 77 8 Project Type: New Construction �}b Vertical Glazing/Wall Area: 5% Performance Sim.Specs: EnergyPlus 8.1.0.009(EPW: USA_NY_Albany.County.AP.725180_TMY3.epw) Construction Site: Owner/Agent: Designer/Contractor: 44 Carey Rd. Mike Dawson Mark Bergeron Queensbury, NY 12804 General Roofing Contractors, LLC Mark P. Bergeron 94 Big Boom Rd. 62 Van Vranken Rd. Queensbury, NY 12804 Clifton Park, NY 12065 518 233-0837 518 248-0906 mdgrc@outlook.com mpbdindustries@aol.com Building Area Floor Area 1-Warehouse: Nonresidential 7100 . Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter Roof 1:Metal Building,Standing Seam,Double Insulation Layer with 7100 11.0 19.0 0.035 0.031 Thermal Blocks(d).,[Bldg.Use 1-Warehouse] Floor 1:Slab-On-Grade:Unheated,Vertical 4 ft.,[Bldg.Use 1 - 342 -- 10.0 0.480 0.510 Warehouse](c) SOUTH Exterior Wall 1:Metal Building Wall,Single Layer Mineral Fiber(in 8037 26.0 0.0 0.058 0.050 cavity,thermal block at girt),[Bldg.Use 1-Warehouse] Window 1:Metal Frame:Fixed,Perf.Specs.:Product ID TBD,SHGC 24 -- 0.300 0.360 0.30,PF 0.80,VT 0.40,[Bldg.Use 1 -Warehouse](b) Window 2:Metal Frame:Operable,Perf.Specs.:Product ID TBD, 356 — 0.200 0.450 SHGC 0.30,PF 0.80,VT 0.40,[Bldg.Use 1 -Warehouse](b) Door 1:Insulated Metal,Non-Swinging,[Bldg.Use 1 -Warehouse] 768 — -- 0.250 0.310 Door 2:Insulated Metal,Swinging,[Bldg.Use 1-Warehouse] 105 -- 0.250 0.370 Door 3:Glass(>50%glazing):Metal Frame,Entrance Door,Perf. 42 -- -- 0.310 0.680 Specs.:Product ID TBD,SHGC 0.30,PF 0..80,VT 0.40,[Bldg.Use 1 - Warehouse](b) (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. (d)Thermal spacer block with minimum R-3.5 must be installed above the pudin/batt,and the roof deck secured to the purlins. Project Notes Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 1 of 17 Envelope PASSES: Design 1% better then code 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 4.1.4.3 and to comply with any applicable mandatory requirements listed in the Inspection Checklist.Mark P. Bergeron-Engineer ArIlla P 11-16-20 Name-Title Signature U Date Semi-Heated Warehouse Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 2 of 17 COMcheck Software Version 4.1.4.3 Interior Lighting Compliance Certificate BPS* -W Project-Information Energy Code: 90.1 (2016)Standard Project Title: New Office Warehouse _ Project Type: New Construction 4 � + egg, y78 Construction Site: Owner/Agent: Designer/Contractor: 44 Carey Rd. Mike Dawson Mark Bergeron Queensbury, NY 12804 General Roofing Contractors, LLC Mark P. Bergeron 94 Big Boom Rd. 62 Van Vranken Rd. Queensbury, NY 12804 Clifton Park, NY 12065 518 233-0837 518 248-0906 mdgrc@outlook.com mpbdindustries@aol.com Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Wafts (ft2) Wafts/ft2 (B X C) 1-Warehouse:Medium Bulky/Pallet Material Storage 7100 0.35 2485 2-Common Space Types:Office-Enclosed 2343 0.93 2179 Total Allowed Watts= 4664 Proposed Interior Lighting Power A B C D E Fixture ID: Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Waft. 1-Warehouse:Medium Bulky/Pallet Material Storage LED 2:HO LED:Other: 4 20 100 2000 2-Common Space Types:Office-Enclosed LED 1:2 x 4 Office:LED Panel 40W: 2 32 60 1920 LED 3:2 x 2 Office:LED Panel 40W: 1 1 40 40 Total Proposed Watts= 3960 Interior • . • b6tter than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 90.1 (2016)Standard requirements in COMcheck Version 4.1.4.3 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Mark P. Bergeron - Engineer A��a 9Q/L1W")f1 11-16-20 Name-Title Signature Date Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrIve\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 3 of 17 COMcheck Software Version 4.1.4.3 Mechanical Compliance Certificate .1kSOF"pit Project Information Energy Code: 90.1 (2016)Standard Project Title: New Office Warehouse Location: Glens Falls, New York Climate Zone: 6a p Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 44 Carey Rd. Mike Dawson Mark Bergeron Queensbury, NY 12804 General Roofing Contractors, LLC Mark P. Bergeron 94 Big Boom Rd. 62 Van Vranken Rd. Queensbury, NY 12804 Clifton Park, NY 12065 518 233-0837 518 248-0906 mdgrc@outlook.com mpbdindustries@aol.com Mechanical Systems List Quantity System Type&Description 1 HVAC System 1 (Single Zone): Heating:1 each-Duct Furnace,Gas,Capacity=150 kBtu/h Proposed Efficiency=90.00%Ec,Required Efficiency: 80.00%Ec Cooling:1 each-Field-Assembled DX System,Capacity=6 kBtu/h,Air-Cooled Condenser Proposed Efficiency=16.00 SEER,Required Efficiency: 14.00 SEER Fan System: None 1 HVAC System 2(Single Zone): Heating:2 each-Unit Heater,Gas,Capacity=250 kBtu/h Proposed Efficiency=90.00%Ec,Required Efficiency: 80.00%Ec Fan System: None Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 90.1 (2016)Standard requirements in COMcheck Version 4.1.4.3 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. /� Mark P. Bergeron-Engineer N"P 11-16-20 Name-Title Signature Date Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 4 of 17 COMcheck Software Version 4.1.4.3 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, I Plans and/or specifications provide all I❑Complies 5.4.3.1.1, E information with which compliance I❑Does Not 5.7 can be determined for the building ❑Not Observable; [PR111 !envelope and document where , I exceptions to the standard are :❑Not Applicable (claimed. 4.2.2, (Plans specifications, and/or ;❑Complies 6.4.4.2.1, (calculations provide all information I❑Does Not 6.7.2 with which compliance can be [PR2]1 (determined for the mechanical I❑Not Observable, I systems and equipment and 1❑Not Applicable document where exceptions to the standard are claimed. Load calculations per acceptable i lengineering standards and ihandbooks. 4.2.2, Plans,'specifications,and/or I❑Complies ; 8.4.1.1, icalculations provide all information I❑Does Not I 8.4.1.2, with which compliance can be (❑Not Observable; 8.7 ,determined for the electrical systems [PR6]2 land equipment and document where I❑Not Applicable exceptions are claimed. Feeder ;connectors sized in accordance with ; approved plans and branch circuits i sized for maximum drop of 3%. 4.2.2, Plans,specifications, and/or ;❑Complies 9.4.3, 9.7 (calculations provide all information (❑Does Not [PR411 (with which compliance can be I❑Not Observable ,determined for the interior lighting and electrical systems and equipment I❑Not Applicable and document where exceptions to the standard are claimed. Information provided should include interior I lighting power calculations,wattage of I bulbs and ballasts,transformers and ; I control devices. I 6.7.2.4 Detailed instructions for HVAC I❑Complies 1 [PR511 systems commissioning included on 1❑Does Not Ithe plans or specifications for projects 1>=50,000 ft2. ;❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 12 1 Medium Impact(Tier 2) 13 1 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 5 of 17 Section FootingFoundation Plans Verified Field Verified ` # Inpection. Value Value. Complies? Comments/Assumptions &Req.ID 4.2.4 i Installed below-grade wall ; R- R- :[]Complies ;See the Envelope Assemblies [FO1]2 insulation type and R-value I :❑Does Not ;table for values. 3consistent with insulation I I I specifications reported in plans bNot Observable and COMcheck reports. I ;❑Not Applicable ; 4.2.4 ;Installed slab-on-grade insulation I R- R- i❑Complies I See the Envelope Assemblies [FO3]2 1,type and R-value consistent with ❑ Unheated ;❑ Unheated ;❑Does Not table for values. (insulation specifications reported ;❑ Heated ❑ Heated :❑Not Observable y in plans and COMcheck reports. I I I❑Not Applicable 5`8c1.2 Slab edge insulation installed per [ :-, .., ❑Complies I [FO4]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable 5.5.3.5 'Slab edge insulation ; ft ft I❑Complies ;See the Envelope Assemblies [FO5]2 depth/length. I I ;❑Does Not I table for values. ❑N'ot Observable ❑Not Applicable 5.8.1.7 Exterior insulation protected ❑Complies [FO6]1 against damage,sunlight, ❑Does Not moisture,wind, landscaping and _• =. k,r ❑Not Observable ;equipment maintenance S`:•:;. ,:;.''`. (activities. g .. ❑Not Applicable s. 3<=::- ;� ':; _ 5.8.1.7.3 ,Insulation in contact with the ❑Complies ; [FO7]1 !ground has<=0.3%water ❑Does Not I !absorption rate perASTM C272. ❑Not Observable 1 ❑Not Applicable 6:4.3.7 ,Freeze protection and snow/ice ""' A 'j ❑Complies ; [FO9]3 i melting system sensors for future ', , ❑Does Not connection to controls. I ' JE]Not Observable ❑Not Applicable 6.4.4.1.5 '.Bottom surface of floor structures: R- R- ;❑Complies ;See the Envelope Assemblies IFO11]3 }incorporating radiant heating ;❑Does Not table for values. E insulated to>=R-3.5. i ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 6 of 17 Section Plans Verified Field Verified # Framing/Rough-In,inspection m Value Value Complies? Coments/Assumptions & Req.ID 5.4.3.2 ;Factory-built and site-assembled ❑Complies [FR1]3 fenestration and doors are ❑Does Not i labeled or certified as meeting air )t❑Not Observable ;leakage requirements. ❑Not Applicable 5.4,3.4 Vestibules are installed where y ,= ❑Complies 1 [FR4]3 'building entrances separate ❑Does Not conditioned space from the ,exterior,and meet exterior ❑Not Observable ; ❑Not Applicable envelope requirements. Doors 1 have self-closing devices, and are >=7 ft apart(>= 16 ft apart for ° l adjoinging floor area >=40000 Isq.ft.).Vestibule floor area <=7 150 sq.ft.or 2 percent of the 1 adjoining conditioned floor area. 5.5.4.3a Nertical fenestration U-Factor. ; U- ; U- 1❑Complies ;See the Envelope Assemblies [FR8]1 i ;❑Does Not table for values. ;❑Not Observable ❑Not Applicable 5.5.4.3b Skylight fenestration U-Factor. 1 U- U- ;❑Complies ;See the Envelope Assemblies [FR9]1 j ; ;❑Does Not table for values. i ;❑Not Observable ❑Not Applicable 5.5.4.4.1 (Vertical fenestration SHGC value. ; SHGC: SHGC: ;❑Complies ;See the Envelope Assemblies [FR10]1 1 1❑Does Not �tableforvalues. I ❑Not Observable ❑Not Applicable 5.5.4.4.2 Skylight SHGC value. 1 SHGC: 1 SHGC: 1❑Complies ;See the Envelope Assemblies [FR1111 ElDoes Not ;table for values. R ; ;❑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 `N 5.8.2.5 code defaults are used. ❑Not Observable [FR12]2 ❑Not Applicable ; 5.8.2.2 1 Fenestration and door products ❑Complies ; [FR13]1 fare labeled,or a signed and ❑Does Not dated certificate listing the U- ifactor,SHGC,VT, and air leakage []Not Observable ; I rate has been provided by the ❑Not Applicable 1 manufacturer. 5.5:3.6 U-factor of opaque doors U- U- 1❑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. 1 ❑Not Applicable ; ; 5.4.3.1 {Continuous air barrier is ❑Complies [FR15]1 lwrapped, sealed, caulked, ;❑Does Not �gasketed,and/or taped in an ;approved manner, except in ❑Not Observable semiheated spaces in climate ❑Not Applicable hones 1-6. Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 7 of 17 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 8 of 17 -,Section° Mechanical`Rough-ln : " ;'.Plans-Verified;;; ,- Field.Veerified; ", m %.. # Inspgction Value Value:: CompUes. Comments/Assumptions' &Req.ID Efficient Efficient 1❑Com lies ISee the Mechanical Systems list ,HVAC equipment efficiency y: y: p 6:4.15 .verified. Non-NAECA HVAC I❑Does Not ;for values. [ME1]2 3equipment labeled as meeting 190.1 I❑Not Observable ❑Not Applicable 6.43 4.1. I Stair and elevator shaft vents E]Complies (ME3]3 !have motorized dampers that ;z,, :: a. .= >> -:' ❑Does Not ;automatically close. ^ "' i ; '' y _ _ ❑Not Observable ❑Not A licable DCom 6,.4:3..4.2, ;Outdoor air and exhaust systems ' -_:- : ::%% " '.>` _- '°.f plies 6.4.3.4.3 -have motorized dampers that 3 "` Aal❑Does Not [ME4]3 ,automatically shut when not in >f ❑Not Observable ;use and meet maximum leakage ` <. -. >:.;> _.? ;❑Not Applicable I rates. Check gravity dampers «"`, where allowed. °a a • _ 6:4,3."4.5 .;Enclosed parking garage ❑Complies :. _. [ME39]3 'ventilation has automatic :.r` ;tir:;.. _ ,;£sk. ;❑Does Not ;contaminant detection and ❑Not Observable I I capacity to stage or modulate :.:,` ❑Not Applicable Ifans to 50%or less of design : �'< -. :.( PP . capacity. . 4 ; .. 6:4:3.4.4• Ventilation fans>0.75 hp have ❑Complies ." (ME5]3. I automatic controls to shut off fan `> 'M ,,L Y .. - ❑Does Not when not required. =Y; ❑Not Observable ' ( 4 ❑Not Applicable 6.4.3.8 Demand control ventilation ❑Complies [ME6]1 provided for spaces>500 ft2 and ❑Does Not >25 people/1000 ft2 occupant ❑Not Observable I density and served by systems with air side economizer, auto I-::;.:; r' R i ❑Not Applicable modulating outside air damper j control,or design airflow>3,000 I cfm. - 6 '5.3.2.1 DX cooling systems>=75 kBtu/h'' "}'" ` p iElCom lies ISee the Mechanical Systems list °}�,:=_�;;�; `.. <. , ❑Does Not ;for values. [ME40]2 I(>=65 kBtu/h effective 1/2016) , and chilled-water and ;= evaporative cooling fan motor hp ;` u_,2 N<>' ;;z y ;❑Not Observable i>=1/4 designed to vary supply _, :;':.: ❑Not Applicable ^.tib,.,J .,. .. ifan airflow as a function of load ')and comply with operational I. (requirements. 6.4.4.1:1 ;Insulation exposed to weather K : '. rt..A' '``- #^`% ❑Complies [ME7]3 I protected from damage. ❑Does Not Insulation outside of the ❑Not Observable conditioned space and associated F''' (with cooling systems is vapor f'' `' =.3; -Y. `, ❑Not Applicable -:retardant. ;• j"I 6'.4.4.1.2' ,HVAC ducts and plenums R- y R- ;❑Complies ; [ME8]2 )'Insulated per Table 6.8.2.Where 1 ;❑Does Not ducts or plenums are installed in 3 or under a slab,verification may ❑Not Observable need to occur during Foundation ;❑Not Applicable Inspection. 6,4.4.1.3 ,HVAC piping insulation thickness. in. in. ;❑Complies ; [ME9]2 ;Where piping is installed in or ;❑Does Not under a slab,verification may need to occur during Foundation ❑Not Observable ;❑Not Applicable J Inspection. 1 I High Impact(Tier 1) 2; Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 9 of 17 Section Mechanical Rou9 h-In Plans Verified Field Verified # Inspection Value Value Complies? Comments/Assumptions &Re .11) 6.4.4.1.4 ;Thermally ineffective panel" ❑Complies [ME41]3 :surfaces of sensible heating ❑Does Not ;panels have insulation>= R-3.5. } t,.., ❑Not Observable ❑Not Applicable 6.4.4.2.1 !Ducts and plenums having '` 5. ❑Complies [ME10]2 +pressure class ratings are Seal ,. Does Not Class A construction. . : - ❑Not Observable ; ❑Not Applicable ; 6.8.1-15, ;Electrically operated DX-DOAS ❑Complies 6.8.1=16 units meet requirements per 9❑Does Not [ME110]2 'Tables 6.8.1-15 or 6.8.1-16. ' ❑Not Observable ! ❑Not Applicable ; 6.4.4.2.2 Ductwork operating >3 in.water ❑Complies [ME11]3 column requires air leakage {{ ❑Does Not ,testing. 1 k ^J " a ❑Not Observable ❑Not Applicable 6.4.4.2.2 ;Ductwork operating >3 in.water ", ❑Complies [ME11]3 !column requires air leakage ❑Does Not ;testing. ❑Not Observable ! ONot Applicable I 6.5.2.3 !Dehumidification controls ❑Complies [ME19]3 !provided to prevent reheating, ❑Does Not 'retooling, mixing of hot and cold ::r_,' , airstreams or concurrent heating ❑Not Observable I and cooling of the same ❑Not Applicable !airstream. 6.5.2.4.1 ;Humidifiers with airstream :`r "" K', ❑Complies [ME68]3 ;mounted preheating jackets have ;._;. a ❑Does Not preheat auto-shutoff value set to a, ❑Not Observable activate when humidification is ,µ, not required. [ ❑Not Applicable 6.5.2.4.2 ,Humidification system dispersion - ❑Complies [ME69]3 tube hot surfaces in the ❑Does Not airstreams of ducts or air- ; ;handling units insulated>=R ❑Not Observable ;0.5. ❑Not Applicable 6.5.2.5 ;Preheat coils controlled to stop = ; _ ❑Complies [ME70]3 heat output whenever ❑Does Not ;mechanical cooling, including ❑Not Observable }economizer operation, is active. ❑N Applicable_ot A lcable 6.5.2.E !Units that provide ventilation air JOComplies ; [ME106]3 !to multiple zones and operate in e= r, J❑Does Not ; conjunction with zone heating '= ❑Not Observable land cooling systems are !prevented from using heating or ,❑Not Applicable !heat recovery to warm supply air ; 'above 60°F when representative ! building loads or outdoor air ! Itemperature indicate that most ;zones demand cooling. 6.5.3.3 I Multiple zone VAV systems with g. ❑Complies ;See the Mechanical Systems list [ME42]3 '.DDC of individual zone boxes „,.._` 1❑Does Not for values. !have static pressure setpoint �a"`tl= �?b � '�4"m�€�"` _ !reset controls. ' ❑Not Observable I I❑Not Applicable 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 10 of 17 Section � -. .�... - . ,Mechanical Rough-In Plans Verifiedf Field Verified ' Com lies? Comments/Assum tions ^Req".ID_. ins ection Value :,Value" P p p Multiple zone VAV systems with 'r,: :,;;'` -s:. ❑Complies ISee the Mechanical Systems list 3 ., [ME42]3 DDC of individual zone boxes . t w,ee> _j .;.rc , =,` ey},;4 ❑Does Not for values. ;have static pressure setpoint - .. z ;❑Not Observable ireset controls. 0 } I❑Not Applicable 6:.5:4.2 ;HVAC pumping systems with >_ ,'t°"` <`_ >'g$s=`= ;❑Complies [ME25]3 .i 3 control values designed for :T a «:_-._ ',,wr.r., ❑Does Not !variable fluid flow(see section ... ✓ (details). a` ❑Not Observable j n, ❑Not Applicable 6.5.6.1 I Exhaust air energy recovery on ,i ;'` .` ?,x;y;;; ❑Complies [ME56]1 systems meeting Tables 6.5.6.1- ❑Does Not 1, and 6.5.6.1-2. Sg []Not Observable ❑Not Applicable 6.5.7.2.1- Kitchen hoods>5,000 cfm have I` ❑Complies [, EN]2 3 make up air>=50%of exhaust + , ' ❑Does Not ;air volume. x ❑Not Observable ❑Not Applicable 6:5.7.2.4 ;Approved field test used to " =, $ )':❑Complies [.ME49]31 -ievaluate design airflow rates "=`"'= .`. ;., '-, ❑Does Not ,land demonstrate proper capture ; ❑Not Observable I ;and containment of kitchen i Y El Applicable ; exhaust systems. i ;- 3 �. T❑Com 6.5.8.1 ,Unenclosed spaces that are rnz.< . ` :,ela^�`gY"�a;, plies I [ME;34]2 }heated use only radiant heat. !: 0. ❑Does Not ❑Not Observable ❑Not Applicable 6.5.9 `Hot as b ass limited to: <=240 :. . ,- a: .,» ❑Complies 9 yP _ . [ME35]1 kBtu/h-15%>240 kBtu/h-10% ` :.' ?w` j❑Does Not , i ❑Not Observable ' :F ❑Not Applicable 64.3.9 ;Heating for vestibules and air .`;;;"`;.-" &p.p, :a❑Complies I [ME63]2. `Icurtains with integral heating `" ❑Does Not include automatic controls that r, a []Not Observable ;shut off the heating system when )outdoor air temperatures>45F. ';;d`.-;:':= a=',. = > ` r° ❑Not Applicable ; ,Vestibule heating and cooling ;systems controlled by a _ Ithermostat in the vestibule with n '',heating setpoint<=60F and ;cooling setpoint>=86F. 6:5.10 ; Doors separating conditioned ❑Complies [ME73]3 space from the outdoors have ``3„ ❑Does Not controls that disable/reset t.;heating and cooling system when ❑Not Observable open. i -J❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) -2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 11 of 17 $eCtlon , # Rough=ln Electrical Inspection.,; Complies?:. Comments/Assumptions &Iieq.ID 8 4,,2 ;At least 50%of all 125 volt 15-and, ;❑Complies [EL10]2 a20-Amp receptacles are controlled by :❑Does Not an automatic control device. I❑Not Observable i ;❑Not Applicable 8:4°3 New buildings have electrical energy ElComplies 1EL11]2 use measurement devices installed. I❑Does Not Where tenant spaces exist, each -;tenant is monitored separately. In I❑Not Observable I buildings with a digital control system I❑Not Applicable I ;the energy use is transmitted to to I I 'control system and displayed graphically. I I 1.1 `Automatic control requirements I❑Complies 1 1 prescribed in Table 9.6.1,for the :❑Does Not }appropriate space type, are installed. ❑Not Observable; Mandatory lighting controls(labeled I as'REQ')and optional choice controls I❑Not Applicable (labeled as'ADD1' and 'ADD2')are I implemented. 1. I 1.11 Independent lighting controls installed I❑Complies 1 [EL2]2 per approved lighting plans and all ❑Does Not y manual controls readilyaccessible and ° 1 I❑Not Observable I .,,visible to occupants. , 1❑Not Applicable 1 9.4.1.1f I Daylight-areas under skylights and 1❑Complies I [EL13]1 roof monitors that have more than :,❑Does Not 1150 W combined input power for I I (general lighting are controlled by 1❑Not Observable 1 Iphotocontrols. 1❑Not Applicable 1 9.4.1.3 Separate lighting control devices for 1❑Complies [EL4]1 )specific uses installed per approved ❑Does Not lighting plans. 17Not Observable 1 ❑Not Applicable 9.6.2 ,Additional interior lighting power I❑Complies I [EL8]l i allowed for special functions per the :❑Does Not lapproved lighting plans and is Iautomatically controlled and UNot Observable (separated from general lighting. I❑Not Applicable 10:4.1 Electric motors meet requirements ;❑Complies I [EL9]2 ;where applicable. ElDoes Not 1❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3: Low'Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 12 of 17 .r.Plans°Verified''...Field Verified `` ~# Insulation:lnspection complies? Comment§!Assumptions &'Req.iD ;. •Value. Value;" 4.2.4 I Installed roof insulation type and R- R- ;❑Complies ;See the Envelope Assemblies [IN2]1 R-value consistent with insulation ❑ Above deck ;El Above deck ;❑Does Not table for values. specifications reported in plans ;❑ Metal ❑ Metal ❑Not Observable land COMcheck reports. For some 1 Iceiling systems,verification may ;❑ At tic ❑ Attic ;❑Not Applicable ; (need to occur during Framing I I I I Inspection. l l 5.8.1.2, Roof insulation installed per i: °` t'"`,""'. Y ❑Complies 5.8.1.3 I manufacturer's instructions. El Does Not ; [IN3] Y� 1 !Blown or poured loose-fill ❑Not Observable insulation is installed only where ❑Not Applicable the ceiling slope is <=3:12. 4.2.4 Installed above-grade wall R- R- ;❑Complies ;See the Envelope Assemblies [IN6]1 insulation type and R-value l l ;table for values. YP Mass ❑ Mass 1❑Does Not consistent with insulation ;❑ Metal l❑ Metal 1❑Not Observable specifications reported in plans l ❑ and COMcheck reports. ; Steel 1❑ Steel ;❑Not Applicable ; ❑ Wood ;❑ Wood I I I I I I I I 1 I I I I 1 I I I I I I I 1 Y I I I 1 5.8.1.2 'Above-grade wall insulation '':` :::.. ❑Complies [IN7]1 :installed per manufacturer's �a...,. ..,:. El Does Not instructions. ❑Not Observable , ❑Not Applicable ; 4.2.4 Installed floor insulation type and ; R- l R- l❑Complies ;See the Envelope Assemblies [IN8]2 i R-value consistent with insulation ❑ Mass ;El Mass Not Mass table for values. ;specifications reported in plans ;❑ Steel ❑ Steel :❑Not Observable ;and COMcheck reports. ; ' I ❑ Wood ;❑ Wood ;❑Not Applicable ; J I I I I I I I I )} I I I I I I 5�.8.1.1 ;Building envelope insulation is `s i :' '_ ,_:.E ❑Complies z ': • ❑Does Not jIN10] ". }labeled with R-value or insulation la'�:rc°R:.._ ;��. .___ =:x;e�<'`_,<.` 'ycertificate has been provided ,❑Not Observable listing R-value and other relevant 's , (data. `' ❑Not Applicable ; 5.8.14 ;Building envelope insulation ❑Complies l jIN18]2 lextends over the full area of the .` x ❑Does Not ; component at the proposed rated __ ❑Not Observable R or U value. I. i rF a;❑Not Applicable 1 5,8.1.4, . 1Eaves are baffled to deflect air to ':=,>. ❑Complies >. C1 11j2 !above the insulation. l a t f ❑Does Not -]Not Observable ' ❑Not Applicable 5,.8.1,,5,___,_JInsulation is installed in I':,°Y >S ;R. :- :`r:<, . ❑Complies [IN12] -_ }substantial contact with the ;❑Does Not inside surface separating } J_ •. y: .❑Not Observable I conditioned space from ❑Not Applicable unconditional space. .°{'= "-' 5.8.1.E Recessed equipment installed.in ❑Complies [1.N13]z 'building envelope assemblies ; ❑Does Not )does not compress the adjacent ❑Not Observable ' insulation. F" I❑Not Applicable ; 5.8.1.7.1 'Attics and mechanical rooms ; : ,.:; ❑Complies [IN1512, _ have insulation protected where ``'`y° ._. ">"Y ❑Does Not jadjacent to attic or equipmentY y F. . ❑Not Observable 1 'access. l ❑Not Applicable ).:`. 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 1 3_11 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 13 of 17 Section Plans Verified Field Verified # c%insulation Inspection Complies? Comments/Assumptions Req.ID Value Value, 5.8.1.7.2 Foundation vents do not interfere ❑Complies [IN16]2 with insulation. ❑Does Not k� ❑Not Observable .;' ❑Not Applicable ; 5:8.1.8 Insulation intended to meet the ,' x '' ❑Complies ; [IN17]3 roof insulation requirements " ❑Does Not ! !cannot be installed on top of a ! !suspended ceiling. Mark this ❑Not Observable requirement compliant if ❑Not Applicable j insulation is installed accordingly. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehousexck Page 14 of 17 Section # Final Inspection Complies? Comments/Assumptions &Req.ID 5.4.3.3 Meatherseals installed on all loading ;❑Complies I [Fill' !dock cargo doors in Climate Zones 4- :❑Does Not !8' ;❑Not Observable; ❑Not Applicable 6,4.3.1.2 ;Thermostatic controls have a 5 °F ;❑Complies ; [Fl3]3 ldeadband. ;❑Does Not } I❑Not Observable j ;❑Not Applicable 6.4.3.2 ITemperature controls have setpoint I❑Complies [F120]3 {overlap restrictions. ;❑Does Not ❑Not Observable I ❑Not Applicable 6.4.3.3.1 I HVAC systems equipped with at least I❑Complies [FI21]3 ,one automatic shutdown control. :❑Does Not i ❑Not Observable! ❑Not Applicable 6.4.3.3.2 (Setback controls allow automatic I❑Complies [F122]3 1 restart and temporary operation as ❑Does Not !required for maintenance. ;❑Not Observable; ❑Not Applicable 6.4.3.E JWhen humidification and ',❑Complies I [FI6]3 !dehumidification are provided to a I❑Does Not 7zone,simultaneous operation is :prohibited. Humidity control prohibits ;❑Not Observable I ,the use of fossil fuel or electricity to :❑Not Applicable est zone humidified and RH <60%in the !coldest zone dehumidified. 6.7.2.1 !Furnished HVAC as-built drawings I❑Complies I [F17]3 submitted within 90 days of system !❑Does Not !acceptance. I❑Not Observable I ❑Not Applicable 6.7.2.2 'Furnished O&M manuals for HVAC ;❑Complies I [F18]3 !systems within 90 days of system PDoes Not (acceptance. ❑Not Observable; ❑Not Applicable 6.7.2.3 ,An air and/or hydronic system I❑Complies [F19]1 balancing report is provided for HVAC :❑Does Not !systems serving zones >5,000 ft2 of ;❑Not Observable; ;conditioned area. ! ;❑Not Applicable 6.7.2.4 I HVAC control systems have been I❑Complies [FI10]1 tested to ensure proper operation, ElDoes Not calibration and adjustment of controls. ❑Not Observable; ❑Not Applicable 8.7.1 I Furnished as-built drawings for I❑Complies I [FI16]3 +electric power systems within 30 days :❑Does Not Iof system acceptance. ;❑Not Observable; ❑Not Applicable 8.7.2 !Furnished O&M instructions for ;❑Complies [F117]3 !systems and equipment to the :❑Does Not building owner or designated i (❑Not Observable representative. I❑Not Applicable I 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: CAUsers\M PBd i\OneDrive\Documents\COM check 60\General Roofing Office Warehouse.cck Page 15 of 17 Section # Final Inspection Complies? Comments/Assumptions & Req.ID 9.2.2.3 1 Interior installed lamp and fixture ;❑Complies ;See the Interior Lighting fixture schedule for values. [FI18]1 lighting power is consistent with what 1❑Does Not Eis shown on the approved lighting (plans, demonstrating proposed watts ;❑Not Observable `are less than or equal to allowed ❑Not Applicable ; watts. 9.4.4 least 75%of all permanently ;❑Complies [F120]1 installed lighting fixtures in dwelling :❑Does Not units have>=55 Im/W efficacy or a ❑Not Observable `>=45 Im/W total luminaire efficacy. i ;❑Not Applicable 10.4.3 ;Elevators are designed with the I❑Complies [F124]2 'proper lighting,ventilation power, and !❑Does Not (standby mode. ,❑Not Observable, ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 16 of 17 Project Title: New Office Warehouse Report date: 11/15/20 Data filename: C:\Users\MPBdi\OneDrive\Documents\COMcheck 60\General Roofing Office Warehouse.cck Page 17 of 17 Statement of Special Inspections Project: New Office/Warehouse-General Roofing Contractors, LLC �r Location: 44 Carey Rd., Town of Queensbury, NY 12804 FILE COPY Owner: General Roofing Contractors, LLC-Mike Dawson Design Professional in Responsible Charge: MarkP. Bergeron This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as .well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Special Inspections encompass the following disciplines: ® Structural ❑I Mechanical/Electrical/Plumbing ❑ Architectural ❑ Other: The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in -Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the .Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and correction of any discrepancies,noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: Bi-Weekly or❑ per attached schedule. Prepared by: Of NEW P Mark P. Bergeron (type or print name) I1-14-20 Signature Date Design Professional Seal Owner's Authorization: Building Official's Acceptance: Signature Date Signature Date CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Page 2of8 Quality Assurance Plan Quality Assurance for Seismic Resistance Seismic Design Category B Quality Assurance Plan Required (Y/N) N Description of seismic force resisting system and designated seismic systems: Steel Moment Resisting Frame Quality Assurance for Wind Requirements Basic Wind Speed (3 second gust) 115 MPH Wind Exposure Category B Quality Assurance Plan Required (Y/N) N Description of wind force resisting_ system and designated wind resisting components: Steel Moment Resisting Frame Statement of Responsibility Each contractor responsible for the construction or fabrication of a system or component designated above must submit a Statement of Responsibility. CASE Form 101 9 Statement of Special Inspections ©CASE 2004 ' Y Page 3 of 8 Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested. Key for Minimum Qualifications of Inspection Agents: When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the Agency Number on the Schedule. PE/SE Structural Engineer—a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer—a licensed PE specializing in soil mechanics and foundations EIT Engineer-In-Training—a graduate engineer who has passed the Fundamentals of Engineering examination American Concrete Institute(ACI) Certification ACI-CFTT Concrete Field Testing Technician—Grade 1 ACI-CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician—Grade 1&2 ACI-STT Strength Testing Technician American Welding Society(AWS)Certification AWS-CWI Certified Welding Inspector AWS/AISC-SSI Certified Structural Steel Inspector American Society of Non-Destructive Testing (ASNT)Certification ASNT Non-Destructive Testing Technician—Level II or III. International Code Council (ICC)Certification ICC-SMSI Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFSI Spray-Applied Fireproofing Special Inspector ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector National Institute for Certification in Engineering Technologies (NICET) NICET-CT Concrete Technician—Levels I, II, III &IV NICET-ST Soils Technician-Levels I, II, III & IV NICET-GET Geotechnical Engineering Technician -Levels I, II, III & IV Exterior Design Institute(EDI)Certification EDI-EIFS EIFS Third Party Inspector Other CASE Form 101 • Statement of Special Inspections ©CASE 2004 Page 4 of 8 Schedule of Inspection and Testing Agencies This Statement of Special Inspections/Quality Assurance Plan includes the following building systems: ® Soils and Foundations ❑ Spray Fire Resistant Material ® Cast-in-Place Concrete ❑ Wood Construction ❑ Precast Concrete ❑ Exterior Insulation and Finish System ❑ Masonry ❑ Mechanical&Electrical Systems ® Structural Steel ❑ Architectural Systems ® Cold-Formed Steel Framing ❑ Special Cases Special Inspection Agencies Firm Address,Telephone,e-mail 1. Special Inspection MarkP.Bergeron, PE 62 Van Vranken Road Coordinator Clifton Park,NY 12065 (518)248-0906 mpbdindustries@aol.com 2. Inspector TBD Construction Technology 4 William Street Construction Technology Ballston Lake,NY 12019 Soils Inspection and Compaction (518)399-1848 Concrete Testing 3. Inspector TBD Construction Technology 4 William Street Ballston Lake,NY 12019 Pre-engineered Building (518)399-1848 4. Testing Agency 5. Testing Agency 6. Other Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. CASE Form 101 • Statement of Special Inspections ©CASE 2004 Soils and' Foundations Page 5 of 8 Item Agency# Scope (Qualif.) 1. Shallow Foundations 92 Inspect soils below footings for adequate bearing capacity and S.T. consistency with geotechnical report. (NICET) Inspect removal of unsuitable material and preparation of subgrade prior to placement of controlled fill 2. Controlled Structural Fill Perform sieve tests(ASTMD422&D1140)and modified Proctor tests(ASTMD1557) of each source offill material. PE/GE Inspect placement, lift thickness and compaction of controlled fill. Verb extent and slope of fill placement. CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Cast-in;-Place Concrete Page 6 of 8 Item Agency# Scope (Qualif.) 1. Mix Design #2 Review concrete batch tickets and verb compliance with approved mix design. Verb that water added at the site does not ACI-CCI exceed that allowed by the mix design. ICC-RCSI 3. Reinforcement Installation #2 Inspect size, spacing, cover,positioning and grade of reinforcing steel. Verb that reinforcing bars are free ofform oil or other ACI-CCI deleterious materials. Inspect bar laps and.mechanical splices. ICC-RCSI Verb that bars are adequately tied and supported on chairs or bolsters 6. Anchor Rods 92 Inspect size, positioning and embedment of anchor rods.Inspect concrete placement and consolidation around anchors. ACI-CCI ICC-RSCI 7. Concrete Placement Inspect placement of concrete. Verb that concrete conveyance and depositing avoids segregation or contamination. Verify that ACI-CCI concrete is properly consolidated. ICC-RCSI 8. Sampling and Testing of #2 Tesl concrete compressive slrenglh(ASTjLI C31&C39),slump Concrete (ASTMC143), air-content(ASTMC231 or.C173)and temperature ACI-CFTT (ASTM C1064). ACI-STT 9. Curing and Protection 92 Inspect curing, cold weather protection and hot weather protection procedures. ACI-CCI ICC-RCSI 10. Other: CASE Form 101 • Statement of Special Inspections ©CASE 2004 Structural Steel Page 7 of 8 Item Agency#- Scope (Qualif.) 1. Fabricator Certification/ Review shop fabrication and quality control procedures. Quality Control Procedures ® Fabricator Exempt AWSIAISC- Pre-engineered Steel SSI ICC-SWSI 2. Material Certification Review certified mill test reports and identification markings on wide flange shapes, high-strength bolts, nuts and welding AWSIAISC- electrodes SSI ICC-SWSI 4. Bolting #2 Inspect installation and tightening of high-strength bolts. Verb that splines have separated from tension control bolts. Verb AWSIAISC- proper tightening sequence. Continuous inspection of bolts in slip- SSI critical connections. ICC-SWSI 5. 7. Structural Details Inspect steel frame for compliance with structural drawings, including bracing, member configuration and connection details. PE/SE 9. Other: CASE Form 101 • Statement of Special Inspections ©CASE 2004 Cold-Formed Steel Framing Page 8 of 8 Item Agency# Scope (Qualif.) 1. Member Sizes PREIT Verb compliance with contract drawings. AWSIAISC- SSI 2. Material Thickness PEIEIT Verb compliance with contract drawings. AWSIAISC- SSI 4. Mechanical Connections PEINT Verb compliance with contract drawings. AWSIAISC- SSI 5. Welding AWS RISC- Verb compliance with contract drawings. SSI 6. Framing Details PREIT Verb compliance with contract drawings. AISCI SSI 9. Other: 1 CASE Form 101 • Statement of Special Inspections • ©CASE 2004 i Northeastern Air Quall ly, Inc, 1 ` HV C Vesting and Balancing ♦ Air Quality Management ♦ NE BB Certified i Deceriber16, 2020 E=COPY i Northeastern Air Quality, Inc. has been obtained by: Belive u Mechanical, Inc. 4 Sand Creek Road Albany, New York 12205 To prc videil NEBB Certified Testing, Adjusting and Balancing Servic Ds for the HVAC equI pment installed in relation to the building know as I Gene I Roofing Contractors, LLC warehouse located at 44 Carey Road. i Sincerely, Robe Kelley Owne I i C I i 730 1hird St.Albany,New York 12206 Voice:(518)857-3641 Fax:(518)689- 256 v � d 1 r � r trm Certt'Iftation NORTHEASTERN AIR QUA, LITY INC. HAS MET ALL REQUIREMENTS FOR NEBB CERTIFIED STATUS IN THE FOLLOWING DISCIPLINE TesOn Ad'ustin and Balan,cin o,f Environmental Sys tems 9►, J 9► 9► �a 3159 NEBB Certification Numbe NEBB'Presidentr � March 31, 2022 Expiration Date NEBB President-Elect.- v y r F • mt-ton OBERT V. KELLEY III HAS MET ALL REQUIREMENTS FOR NEBB CERTIFIED PROFESSIONAL STATUS IN THE FOLLOWING DISCIPLINE Testing, Adjusting and Balancing of Environmental Systems This Certificate, as well as individual affiliation with a NEBB Certified Firm and associated NEBB Certification Stamp are REQUIRED to provide a NEBB Certified Report. Participation in the NEBB Quality Assurance Program requires the Certificant be affiliated with a NEBB Certified Firm CP-23152 NEBB President NEBB Certification Number March 31, 2022' Expiration Date NEBB President-Elect i f FILE COP1( Design Calculations for Foundation, HVAC, CFMF, Stair & Guardrail Cover Sheet TOWN OF QUEENSBURY BUILDING DEPARTMENT Based on our limited examination,compliance with our comments shall not be construed as indicating the plans and seecifications are in full compliance with the Building Codes of December 8,2020 New York State. Project Name:New Office/Warehouse 44 Carey Road �P��oF NEW yo Queensbury,NY QPULBEgG�9y¢ FO OST78S p9�fiESstONP�'� Prepared By: Mark P. Bergeron,PE 62 Van Vranken Road Clifton Park,NY 12065 0 b ' O iC G .ss 4 1 Mark P. Bergeron, PE 62 Van Vranken Road Clifton Park, NY 12065 Cell: (518) 248-0906 Email: mpbdindustries@aol.com December 17, 2020 Town of Queensbury Building Dept. 742 Bay Road Queensbury, NY 12804 FILE COPY Attn: Assistant Building Inspector—John O'Brien Re: General Roofing Contractors - Office Warehouse 44 Carey Road Queensbury, NY 12866 Ventilation Calculations Gentlemen, This letter serves to respond to the plan review item 2 (ventilation calculations) in the email dated 12-16-20 for the above referenced project. Warehouse Ventilation: Warehouse Area = 42' x 71' = 2,982 ft2 Provide 0.06 cfm/ft2 = 179 cfm or 3 cfs Forced air unit heaters and outside air will provide adequate ventilation. No specific ventilation equipment is required, unless use changes. Shop ventilation: Shop Area = 24' x 71' = 1,704 ft2 Provide 1.1 cfm/ft2 = 1,875 cfm or 31 cfs Forced air unit heaters and outside air will provide adequate ventilation. No specific ventilation equipment is required, unless use changes. Office Ventilation: Office Area = 32' x 71' = 2,272 ft2 Provide 1.1 cfm/ft2 = 2,500 cfm or 42 cfs Ducted air furnace and fan are to provide adequate ventilation. If you have any questions, please contact me. Sincerely, r O Mark P. Bergeron, PE Cc: General Roofing Contractors — Michael Dawson Page 1 12-8-20 Foundation Footing Size Determination: Side Wall: Critical Tributary Area—21' x 30.5' =745.5 ft2 746 x 52 psf=38,792 lbs. 38,792/2,500 = 15.5 ft2 Required—5' x 5' Utilized End Wall: Critical Tributary Area—23.7' x 10' =237 ft2 237 x 52 psf= 12,324 lbs. 12,324/2,500=5 ft2 Required—4' x 4' Utilized From PEMB Reactions—Critical Side Wall Horizontal Reaction= 14.1 Kips #6 Hairpin Utilized: Allow Capacity: (2)(0.44 in2)(60 ksi)(0.6)=31.6 Kips OK HVAC Load Calculations: Warehouse Heating: 40' x 71' =2,840 ft2 x 20 BTU/ft2=56,800 BTU min. Shop Heating: 28' x 71' = 1,988 ft2 x 36 BTU/ft2=71,568 BTU min. Mezzanine Heating: 32' x 71' =2,272 ft2 x 20 BTU/ft2= 5,440 BTU min. Office Heating: 32' x 71' =2,272 ft2 x 40 BTU/ft2=90,880 BTU min. Office Cooling: 32' x 71' =2,272 ft2/350 ft2 per Ton=6.49 Ton Cold Formed Mezzanine Framing: Check Joist Capacity-From p. 52 of SSMA: 120OS250-97 @ 16"o.c.—Allow. Span is 20'-9" Critical CFMF Load Bearing Stud Reaction: 16.5'(140 psf)(1.33)= 3,073 lbs. From p. 31 of SSMA: 362S200-54—Allow. Load is 3.3 kips. Page 2 12-28-20 Stairway Design Criteria: A36 Steel Live Load: 100 psf Dead Load: 50 psf Total Load: 150 psf Concentrated Load: 300 lb Allowable bending stress for channels: 22 ksi Deflection Limit: L/360 Hand Rails: 50 plf, 200 lb Concentrated Top Rails: 50 plf, 200 lb Concentrated Infil Rails: 25 plf, 50 lb Concentrated From Sheet A2.2: Stairway stringers are MC12 x 10.6 channel. MC12 x 10.6: Ixx=55.4 in4 Sxx=9.23 in From Sheet A2.2: Critical stairway stringer span is approx. 12'. Uniform Load on Channel: 2'(150 psf)=300 plf. Moment: w12/8=300(12)2/8 =5,400 ft-lbs= 64.8 in-kips Sxx Req'd.=M/22 ksi =64.8/22=2.96 in <9.23 in OK MC12 x 10.6 is satisfactory for all stringers. All guardrails, handrails and posts are 1 1/4" schedule 40 pipe. I=0.195 in4 S =0.235 in Critical Guardrail Condition is at Top of Post: 200 lb load Moment at End: =PI=200(3.5')=700 ft-lbs=8.4 in-kips Max. Stress at Base=M/Sxx=8.4/0.235=35.7 ksi wy A n 15 psf •".1 Load and 125 psf Live Load -_- L`i360 Llve Load Deflection 0480 Live Load Deflection. Single Span- Double Span _ , Single Span Double SpanY Sectio 1.g (ksi) Spacing(in)on center Spacing(in)on center.,. -Spacing:(in)on center Spacing(in)on center 12 16 24 12 16 =, 24 12� 16 24 12 16 24 120OS162-54 50 14'11°e 12'11"e 9'1We 12'8°e 10'2°e 7'3°e 14'11"e 12'11°e 9'1We 12'8°e 10'2°e - 7'3"e 120OS200-54 50 16'2'e 14'0"e 9'10"e 12'11"e 10'4"e 7'4"e 16'2"e 14'0'e 9'10"e 12'11"e 10'4°e 7'4"e 120OS250-54 50 16'8"e 14'5"e 9'1 We 13'1"e 10'5"e 7'4"e 16'8"e 14'5°e 9'10"e 13'1"e 10'5'e 7'4"e 1200S16268 50 1T 9"e 1515'4"e 7 12'7"e 17'-8" 14'10" 11'5° 17'0' 15'4"e IT 7"e 1T 8" 14'10* 11'5" 120OS200-68 50 19'1"e 16'6"e 13'6"e 18'6 15'6" 11'10°e 17'9"e' 16'1"e 13 6"e 18'6" 15'6' 11'10"e 1200S250-68 50 19'9"e 1T 1"e 13'11"e 18"•7° 15'7" 11':11�e 18'5"e 16'9"e 13'11"e 18'7" 15,7" 11'11 e 1200S162-9797 50 21'2" 19'2" m 16'3" 23'0'� 19'11" 16'3" 19'2" 17'5" 15'3" 21'7° 19'7" 16'3" 120OS200-97 50 22'0" 20'0" 17'5'e 24'7° 21'3" 17'5" 20'0" 18'2" 15'10" 22'5" 20'5" 17'5" 120OS250-97 50 22'10' 20'9" IT We 25-5- 22'0° 17'11" 20'9- 18,10' 16'6' _ 23'3". 21'2° 17'11" 1200S162-118 50 22'5° 20'4" 17'9" 26 2° 22'10" 18,9" 20'4"- 18'6" 16'2' 22'10" . 20'9' 18'2" 12005200-118 50 23'4" 21'2 18'6" 26'2 23'10" 19,ill 21'2" 1913, 16,10" 23'10" 21'8" 18,11" 120OS250-11B 50 24'3" 22'0" 19'3" 27'3" 24'9" 20'7' 22V 20'0" 17'6" 24-9" 22'6" 19'7" 1200S300-1,18 50 .25'1" 22'9" 19'11" 28'12 25'7' 21'11" 22'9' 20'8" 18'.1" 25'7" 2T 3" 20'4".- 1200S350-118 50 26'4" 23"11" 20'10" 29'6" 26'10" .- 23'5' 23"11" 21'8" 1910, _ 26'10" 24'4" 21'3" " 1400S162-54 50 15'9"e 12'7"e 8'5"e 12'0"e 9'5'e 6'6"e 15'9"e 12'7"e 8'5°e 12'0°e 9'5"e 6'6°e 140OS200-54 50 16'10'e 12'7"e 8'5"e 12'2"e 9'6'e 6'6'e 16'10"e 12'7"e 8'5"e 12'2'e 9'6'e 6'6"e 140OS250-54 50 16'10'e 12'7"e 8'5'e 12'3"e 9'6'e 6'6'e 16'10'e 12'7'e 8'5'e 12'3"e 9'6°e 6'6'e 140OS300-54 50 16'10'e 12'7"e 8'5'e 12'3"e 9'6'e 6'6"e 16'10°e 12'7"e 8'5"e 12'3"e 9'6'e 6'6"e 140OS350-54 50 16'10"e 12'7"e 8'5"e 12'7"e 9'8"e 6'7"e 16'1We 12'7"e 8'5"e 12'7"e 9'8°e 6'7"e 1400S16&66 50 ,18"10"e 16'4"e 4 13'4°e_ 18'P". 15'0" 11'2"�_ 18'10"e.: _ 16'4"e M..'13'-4"e 18'2""- .15'0' 11"2`,-- 1400S200-68- 50 20'4'e 17'Fe 14'5"e 181'11"' 15'6" 11'6"e 20'0"e '`. 17'8'e 14'5"e 18'11" - 19 6" 1116.6 140OS250-68 50 21'2"e 18'4"e 14'11"e 19,0 15'7" 11'6"e 20'9"e 18'4"e 14'11"e 19,0" 15'7" 11'6"e 1400S300-68 50 21'8'e 18'9"e 15'4'e 19'2' 15'9" 11'7'e 21'4'e 18'9'e 15'4°e 19'2" ITT 11'7'e 140OS350-68 50 24'2'e 20'11°e 16'11"e 20'9' 16'10" 12'2"e 22'9'e 20'8"e 16'11'e 20'9" 16'10' 12'2'e 1400S162-97 50 24'0' 21'5" 17'5"e 24'8" 21'5" 97'5" 21'11" 19,10' 17'3'e 24'5" 21'5" 17'5" 140OS200-97 50 24'11" 22'7" 18'8"e 26'5" 22'11" 18'8" 22'9" 20'8° 18'We 25'5" 22'11" 1818, - 1400S250-97 50 25'10" 23'5" 19'5"e 27'5" 23'9" 19'4° 23'7' 21'4" 18'8"e 26'4" 23'9" 19'4" 140OS300-97 50 26'8° 24'3" 19'10°e 28'1" 24'4- 19,10° 24'4" 22'1" 19'3"e 2T 3" 24'4- 19,10" 140OS350-97 50 28'0' 25'5"e 21'11"e 30'11" 26'10' 21'11' 25'5" 23'1" 20'2'e 28'6° 25'11' 21'11" 1400S162-118 50 25'7' 23'3" 20'3' 28'7" 24'9" 20'3° 23'3" 21'1" 18'5' 26'1" 23'9" 140OS200-118 50 26'7" 24'2- 21'1" 29'10" 26'5' 21'7" 24'2° 21'11' 19'2" 27'1" 24'8° 21'6" 140OS250.118 50 27'6" 25'0" 21'10" 30'11" 27'5' -22'5" 25'0' - 22'9" 19,10° 28'1" 25'6" 22'3' 140OS300-118 50 28'5' 25"10" 22'7" 31'11" 28'1" 22'11' 25'10" 23'6" 20'6" 29'0", 26'4° 22'11" 1400S350-'118', 50 29 9" 27'0",. -23-7- 33'5" 30'4" --'25'11" 2T:0' -. 24'7' '`21'5" 30'4" 27'7" 24'1" - 1600S162-68 50 19'9"e 17'1"e 14'0'e 18'2"e 14'8"e 10'7"e 19'9"e 17'1'e 14'0'e 18'2"e 14'8"e 10'7"e 160OS200-68 50 21'Te 18'7"e 14'9"e 18'9"e 15'1'e 10'We 21'5"e 18'7"e 14'9'e 18'9°e 15'1"e 10'9"e 160OS250-68 50 22'4'e 19'4'e 14'We 18'9"e 15'1'e 10'10"e 22'4"e 19'4'e 14'9"e 18'9°e 15'1'e 10'10"e 160OS300-68 50 22'11'e 19'10"e 14'9°e 18'11'e 15'2'e 10'10'e 22'11"e 19'10'e 14'9"e 18'11"e 15'2'e 10'10°e 160OS350-68 50 25'9"e 22'1"e 14'9°e 19'11"e 15'9'e 11'1"e 24'10"e 22'1'e 14'9°e 19'11"e 15'9"e 11'1"e 160OS162-97 50 26'1" 22'7" 18'5°e 26'1"' 22'7" 18'5" _24'5" •. 22'1" I.18'6'e 26'1" 22'7° 1815, 160OS200-97 50 '2T`9" 24'3"e 19'10"e 28"0 241" 19'7° 25'4",.• 22'11" 19`10"e- -28'0" 24'3" 19'7" 1600S250:=97 50 28"8" 25'3"e 20'7"e 29'2° 25'3" '20'1" 26'2° 23'9' 20'7"e 29'2" ,, 25'3" 20'1" 160OS300-97 50 29'7" 25'11"e. 21'2'e 29'11" 25'-11 1 .`_':20'7" 27'0 24'6"e 21'2"e 29"11" 25'11' 20'7" 160OS350-97 50 30'11° 28'1"e 23'5"e 32'6' 27'7" 21'7"e 28'2" 25'7°e 22'4"e 31'7" 27'7" 21'7"e 1600S162-118 '50 28'9" 26'1" 21'6" 30'4° 26'4" 21'6' 26'2" 23'9" 20'8- 29'3" 26'4' 21'6" 160OS200-118 50 29'9" 27'0" 23'0" 32'6° 28'2" 23'0" 27'1" 24'7° 21'6' 30'4° 27'6' 23'0" 160OS250-118 50 30'9" 27'11" 23'11"e 33'10" 29'3' 23'11" 28'0" 25'5' 22'2° 31'5" 28'6" 23'11" 160OS300-118 50 31'9" 28'10" 24'7"e 34'9' 30'1" 24'7" 28'10" 26'2" 22'10" 32'4" 29'4° 24'7" 16008350-118 50 1 33'1" 30'1" 26'3'e 37'1" 33'0" 26'11" 30'1" 27'4' 23'11"e 33'9° 30'8" 26'9' "e"web stiffeners required at ends. Web stiffeners required at interior supports for double span conditions See Table Notes on page 42. 52 www.SSMA.com copyright©2014 by the SSMA • • 4 Table Notes 1. Allowable axial loads listed in kips(1 kip= 1,000 pounds). 6. Listed wind pressures represent calculated designed wind 2. Allowable axial loads listed are based on simple one span pressure(1.0 W based on 2009 or 0.6 W based on 2012 IBC). For condition. deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC.The 5 psf pressure has not been 3. Allowable axial loads determined in accordance with AISI S100 reduced for deflection checks. Section C5 and with the assumption that axial load passes 7, End supports have not been checked for web crippling.See web through centroid of the effective section. crippling tables on page 51. 4. Allowable axial loads are based on 4'-0" on center bracing. 8. See page 5 for additional table notes. 5. Studs are assumed to be adequately braced at a maximum spacing of L.to develop full allowable moment, Ma. psf Lateral Load(interior 360S162.- 362S137, 362S162 '' 362S200 - Wall Spacing Height 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 43 64 68 33` 43 b4 68 33; 43 64 68 33 43 54 . 68 12 1.81 2.56 3.97 5.08 1.49 2.14 3.32 4.37 1.87 2.65 4.15 5.38 2.25 3.28 5.18 6.68 8 16 1.74 2.48 3.90 5.61 1.42 2.07 3.26 4.30 1.80 2.57 4.08 5.31 2.17 3.20 5.10 6.60 24 1.58 2.32 3.76 4.87 1.29 1.93 3.13 4.17 1.65 2.42 3.94 5.17 2.01 3.03 4.94 6.45 12 1.67 2.38 3.65 4.67 �1.38 2.01 3.11. 4.07 1.74 2.48 3.86 4.99 2.10 3.07 4.79 6.17 9 16 1.57 2.28 3.56 4.58 1'.30 1.92 3.02 3.99 t64 2.38 3.77 4.90 2.00 2.96 4.69 6.07 24 1.39 2.09 3.39, 4.41 1.13 . 1.74 2.87.. 3.82 1.46 2.19 3.60 4.72 L80 2.76 4.49 5.88 12 1.5 22.18 3.29 4.23 1.26 1.85 _ 2.85 3.73 1.58 2.29 3.53 4.55 ~1.93 2.84 T 4.37 5.61 10 16 1.40 2.07 3.19 4.12 1.16 1.75 2.75 3.63 1.47 2.17 3.42 4.44 1.81 2.71 4.25 5.49 24 1.19 1.84 2.99 3.92 0.96 1.54 2.57 3.44 1.26 1.95 3.22 4.23 1.57 2.47 4.01 5.27 12 1.18 1.75 2.56_ '3.31 -0.99' 1 51 _2.27,- 2.97 T 125- 1.87 2.79 . 3.60 1.66 2.32 3.45 "�4.44 12 16 1.041 1.61 2.44 3.18 0.86 4 1.37 2.15 2.85 1.11 1.72 2.66 3.47 1.40 2.16 3.3 4.30 24 0.791 1.341 2.21 2.94 0.633 1.121 1.93 4 2.62 0.863. 1.44< 2.42 " 3.22 1.123 1.86 3.03 4.03 12 0.86 3 1.33 1,95 2.54 0.72 3 1.15 4 1.75 2.30 0.93 4 1.44 2.14 2.78 1.18 1.81 2.64 3.43 14 16 0.713 1.173 1.82 4 2.40 0,593 1.003 1.62 4 2.16 0.783 1.284 2.00 2.64 1.013 1.63 4 2.48 3.27 24 0.462 0.893 1.583 2.163 0.342 0.732 1.393 1.923 0.522 0.993 1.753 2.381 0.703 1.313 2.193 2.99 12 `0:593µ 0.963 .-1:48" 1.95 0.503. 0.833 ~1,333µ 1.76" 0.65'`:1.063 1'.63°µ 2.14� 0.843 1.36°^-2.01 -2.66 16 16 0.452 0.803 1.353 1.813 6.362' 0.682 1.263 1.633 0:512 0.903 1.493 2.001 0.673 1.183 1.863 2.50 24 0.211 0.542 1.122 1.573 0.121 0.421 0.971 1,392 0.251- 0.622 1.252 1.743 0.382 0.862 1.583 2.213 psf Lateral Load(interior 400S137-,° 400S162." y`° 400S200'} 550S162 _ � Height Spacing _(in)oc 33 ksi 60 ksi 33 ksi 60 ksi 33 ksi 6 0 ksi 33 ksi 50 ksi (h) _- - - - 33_ 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 12 1.61 2.31 3.67 4.98 2.03 2.87 4.62 6.18 2.42 3.55 5.77 7.63 2.39 3.38 5.63 7.45 8 16 1.55 2.25 3.61 4.91 1.96 2.80 4.55 6.11 2.34 3.48 5.70 7.56 2.34 3.33 5.58 7.41 24 1.42 2.12 3.49 4.78 1.82 2.66 4.42 5.97 2.19 3.32 5.54 ' 7.41 2.24 3.23 5.49 7.32 12 1.52- 2.20 �3.49 4.79^ 1.91 -- 2.72 4:37 5.85 3.28T Y 3.37 _5.43 7.19 _ 2.92 '}3.31 -U. 'Z41 -9 16 1i44- 2.12 3A2 4.70 1:82 2.63 4.28, 5.76 2.19 3.27 5.33 7.10 2.26 -3.24 5.49 7.35 24 1:28 1.95 3.27 4.54 _1.65 2.46 4.11' 5.59 2:00 - 3.08 5.14 6.91 213 3.12 5.38 7.24 12 x 1.41 2.07 3.28 4.49 1.77 2.56 4.08 5.47 2.13 3.16 5.04 6.70 2.25 3.22 5.41 7.35 10 16 1.31 1.97 3.19 4.38 1.67 2.45 3.97 5.36 2.01 3.04 4.92 6.58 2.16 3.14 5.34 7.27 24 1.12 1.77 3.00 4.18 1.46 2.23 3.77 5.14 1.79 2.81 4.69 6.34 2.00 2.99 5.19 7.12' 12 1.16 1.76 2.77 3.75 1,46. 2.17 3.41', 4.54 2.69 4.19 5.57 2,05. 3.00 5. 4 0 12' 16 1.03 1.62 2:64 3.61 1.32` 2.02 3.27 4.39 1.63 2.53 4.03 5.41 1.93 2.89 4.93 " " 6.76 24 0.803 1.36 4' 2.40- 3.35 1.061 1.74 3.01 4.12 1.35 2.22 3.74 _5.11 1.71 2.68 4'.71 6.54 12 0.904 1.41 �2.22 2.96 1.14 1.75 2.71 3.57 _ 1.43 2.19 f 3.32 4.39 1.81 2.72 4.54 6.23 14 16 0.753 1.251 2.08 2.80 0.983 1.58 2.55 3.41 1.25 4 2.00 3.14 4.21 1.66 2.57 4.39 6.07 24 0,491 0.96 3 1.813 2.52 4 0.701 1.26 3 2.274 3.10_ 0.92 3 1.65 4 _2.82 3.88 1.37 2.29 4.11 5.78_ 12 ^0.653 1.083 1,74µ 2.30 w0,843 1.35° •"-2.12 2.78 1.07' 1.71 2.60 3.42 1.53.y. 2.39 3.95 5,45 ;16 16 0.502 0.913 1.593 2.14° 0:66? 1.173 1.96"' 2.61 UP 1.511 2.41 3.24 1,35 - 2.20 3.77 5.26 24 0.231 0.61 2 1.323 1.863 _ '0'.39'2 0.852 1.673 2.313 0.56? 1.163 2.093 2.911 1.023 1.87 3.43 4.90 If no note,deflection meets 41720 'Deflection meets 41120 'Deflection meets U240 'Deflection meets 1/360 'Deflection meets 41600 Complies With 2009and 2012IBC www.SSMA.com 31 e a I .d Mark P. Bergeron, PE 62 Van Vranken Road Clifton Park, NY 12065 Cell: (518) 248-0906 Email: mpbdindustries@aol.com December 18, 2020 Town of Queensbury Building Dept. 742 Bay Road Queensbury, NY 12804 fE C�IE 0 V E Attn: Assistant Building Inspector—John O'Brien DEC EC 2020 Re: General Roofing Contractors - Office Warehouse FR e 44 Carey Road TOUVN O N8F)URY ; Queensbury, NY 12866 BUILDINGsa ODE Pre-engineered Building Wind Load Commentary Gentlemen, This letter serves to confirm that I have reviewed the pre-engineered building calculations for the.above referenced project. The apparent ultimate wind speed value . discrepancy (between ASCE 7-16 and the 2020.Building Code of New York State). This discrepancy.is the result of additional various factored (adjusted) wind values in ASCE 7-16 (new in 2020) that are thought to be more precise, and does not diminish the pre-engineered building design. In reality, the pre-engineered building wind design accommodates high pressure zones based on this ASCE 7-16 criteria, which is generally more stringent and precise than previous versions. The pre-engineered building wind design is satisfactory for this specific project. If you have any questions, please contact me. Sincerely, �PtE OF NEW yo Q 5 pp vt/ri ULBEq 90 /M /-•• P 9167 041 y (� Mark P. Bergeron, PE z ���A90FESSIOI�A�'� TOWN OF QUEENSBURY BUILDING DEPARTMENT Based on our limited examination,compliance With our comments,shall not be construed as indicating the plans and specifications are in Cc: General Roofing Contractors— Michael Dawson full compliance with the Building Codes of New York State. August 19, 2020 =FILECOPY STEEL SOLUTIONS INC 17 SCHUYLER AVE RAVENA, NY 12143-1308 17-B-72413 MIKE DAWSON QUEENSBURY, NY 71'0" x 100'0" x 2410" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Enginsering Design Critoria these. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate Cornerstone Building Brands. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate Cornerstone Building Brands and is not the engineer of record for this project. Subdivision 2 of Section 7209 of the Education Law of The State of New York states that it is a violation of this law for any person unless he is acting under the -� direction of a licensed Professional Engineer, to alter the contents of this document in any way. If an item bearing the seal of an engineer is altered, the altering engineer shall affix to the item his seal and the notation "altered by" followed by his signature and the date of such alteration, and specific description of the alteration. Cordially, Star Building Systems IF 8��y Materials for Metal Buildings A Cornerstone Building Brands Comp RrC Q.A y� Fr� Thisd"cumcnth"sbccn * digiLdly signed. Aaron Kent Batchellor, P-E- ,W Manager of Design �2 �cp 08A702 �,�� A9pFESS10Np� 17-8 724-13 u DESIGN PACKAGE BUILDER: STEEL SOLUTIONS INC CUSTOMER: MIKE DAWSON JOB NUMBER: 17-B-72413 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Project La ut NA Building A 5-22 Special Details 23-25 Note to Detailing:Eds2Xds Drawings (Y) Original Design Completed thni Change Order#0 Date:8/3/2020 Revision Histo Rev# RUpd a Reason for Revision Pages Revised RD t ed Eng. ev Project Engineer. Tai Phan(Oklahoma City) Checking Engineer. Phillip James Johnson Signing Engineer. Aaron K.Batchellor,P.E. Job Number ........................ 17-B-72413 Builder ........................... STEEL SOLUTIONS INC Jobsite Location .................. MI-CE DAWSON, QUEENSBURY, NY Building Code ..................... 2020 NEW YORK Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.78 psf Collateral ................... 4.00 psf (4.00 psf Other) Roof Live Load .................... 20.00 psf no reduction Snow Ground Snow Load (Pg) ........ 60.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) ..... 42.00 psf Snow Exposure Factor (Ce) .... 1.00 Thermal Factor (Ct) .......... 1.00 Wind Ultimate Wind Speed (vult) ... 110.00 mph Nominal Wind speed (Vasd) .... 85 mph (IBC section 1609.3.1) _ Serviceability Wind Speed .... 76 mph Ground Elevation Factor .. .... 0.96 (993 ft ASL) Wind Exposure Category ....... B Exposure Coefficient (MWFRS) 0.701 Exposure Coefficient (C & C) 0.669 Enclosure Classification Enclosed Building Internal Pressure Coef (GCpi) 0.18/-0.18 wall Loads for components not provided by building manufacturer Zone 5 Areas (within 7.10' of corner) 18.34 psf pressure -24.45 psf suction Zone 4 Areas (away from corners) 18.34 psf pressure -19.87 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... B Soil Site Class .............. D Stiff Soil SS ........................... 0.304 g Sds ..... 0.316 g S1 ........................... 0.077 g Shc ..... 0.123 g Analysis Procedure ........... Equivalent Lateral Force Column Line All Basic Force Resisting System H Response Modification Coefficient (R) 3.00 Seismic Response Coefficient (Cs) 0.11 Design Base Shear in kips (V) 14.97 Basic Structural System (from ASCE 7-16 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance t 08/07/2020 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, or ASTM A1011 with 55 ksi min. yield, except flanges wider than 12" and thicker than 3/8", all flanges thicker than 1", and all webs thicker than 3/8" are 50 ksi min. yield. Rod X-bracing conforms to ASTM A529 or ASTM A572 with 50 ksi min. yield. Cable X-bracing conforms to ASTM A475 7 Strand Extra .High-Strength grade. Hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with 50 ksi min. yield. Hot rolled angles, other than flange braces, conform to ASTM A36 minimum. Round and rectangular HSS conforms to ASTM A500 Grade B. Cold-formed steel secondary framing Members conform to ASTM A1011 or ASTM A653 Grade 55 with 55 ksi min. yield. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. All bolted joints with A325 Type 1 bolts are specified as snug-tightened joints in accordance with the most recent edition of the RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts. Pre-tensioning methods, including turn-of-nut, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator are NOT recuired. Installation inspection requirements for Snug Tight Bolts' (Specification for Structural Joints Section 9.1) is suggested. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. This metal building system is designed as an Enclosed Building. Exterior and/or operable components including, but not limited to, doors, windows, vents, etc. ("Components") must be designed to withstand the required component and cladding wind pressures specified by the building code. In order to maintain the metal building system's Enclosed Building condition, all Components shall be closed when wind velocities reach half the designed wind load for the metal building system as shown on the drawings and design criteria documentation. Failure to maintain the metal building system's Enclosed Building condition will violate and void all warranties and certifications applicable to the material supplied by the metal building manufacturer. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Using 71' x 7" eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 84.5 feet with 2 08/07/2020 the-first downspout from both ends of the gutter run within 42.25 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. Using 7" x 7" eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 84.5 feet with the first downspout from both ends of the gutter run within 42.25 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. The rigid frame at building A side B and D is designed as a non-expandable rigid frame. Corresponding frame reactions are calculated based upon actual tributary area. In accordance with the specified building code, snow drift surcharge loads (Pd) have been applied as follows: 52.32 psf drift surcharge with a width of 4 ft at bldg A side A and D. 3 08/07/2020 Job Number........................ 17-B-72413 Builder........................... STEEL SOLUTIONS INC Jobsite Location.................: MIKE DAWSON, QUEENSBURY, NY The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS.......: BLDG-A Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway ------------------------------- -------- --------------------- Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 40 Portal Serviceability Wind: H/ N/A 60 Total Gravity: H/ 60 Service Seismic: H/ 40 40 Wall Limits Limit ------------------------------- -------- Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. 4 08/07/2020 key Strut, x=double Z, Buitder e xx=triple Z, 7RS 11VA34IS STEEL SOLUTIONS INC o=pipe(FM) Job No, 72413A run01 0,00[ Version- ver01-txphan Fri Aug 07 10- 17-54 2020 0,02 0,02 Ului 0,de o m cn EA iy Ztxiii �_ ZtxZi•p _ _ 18'S 11'5 7'6 N 4 4 4 IV 4 4 0- 0 n) I I I o 0 5/8o I I I N I 1 1 � I I � 1N m z cu = N 1/20 iU I I (U W - ?1X1 ___ ___ ___ ____ ___ o _ I r o �N I 1/2m 1 I I 3 ___ OD _ ___ ___ ___ 1/2m _ ___ e I I W ao I I --- 1 --- --- — -- --- .. ru a I I 1 5/80 o o 11 1 0 I I I N I I a 4'0 Stintine 2/1-6.2 • 9,L 5/8 II a S,8i 12x12 — 12x12 — — �p F.O. P. F.O. _ �.1'2 a 1'21 Owner 1 m "^ 20'0 20'0 18'0 22'0 20'0 MIKE DAWSON .... o� QUEENSBURY NY 12804-7881 iu 100'O SIDENALL SWA 12x12 F.0, 5 08/07/2020 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A Design Summary Report version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\72413A bldg A_01.cds -------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM P1554 Gr. 36 strengths. Rafter flange braces use the Optional Concealed Nut attachment Column flange braces use the optional Liner attachment ROOF PLANE ------- RPC R:\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\rur.01\AroofRPC_Ol.edf Panel .................... DLOK Panel Width .............. 24 in Panel Gage ............... 24 ga Purlins .................. 55.0 tsi Yield Strength Eave Struts 55.0 ksi Yield Strength PURLIN SPACING : 2@3'0 13@510 Bay Length Member Size Brace L Lap R Lap f (ft) Identification Locations Erten Exten --------------------------------------------------------------------- 1 20.000 IOX2.5Z13 2 noints S 0.000 3.146 C 2 22.000 10X2.5Z14 2 -joints C 3.146 2.479 C 3 18.000 IOX2.5Z14 2 -joints C 2.479 1.479 C 4 20.000 10X2.5Z14 2 points C 1.479 2.479 C 5 20.000 1OX2.5Z13 2 points C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2-15 @ Supports: 6,5,4,3,2,1 Purlin Stiffened Clips @ Level 2,8,15 @ Supports: 6,5,4,3,2,1 6 08/07/2020 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.08.2 ' run01 Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLUG-A\run01\72413A_bldg_A-Ol.cds ------------------------------------------------------------------------------- RPC Purlin Strut @ 20.500 (ft) :lOX2.5Z13 Bays 1 RPC Purlin Strut @ 33.000 (ft) :lOX2.5Z13 Bays _ RPC Purlin Strut @ 45.000 (ft) :lOX2.5Z13 Bays 1 RPC Purlin Strut @ 51.000 (ft) :lOX2.5Z13 Bays 1 RPC ?urlin Strut @ 20.500 (ft) :lOX2.5Z14 Bays 2 RPC ?urlin Strut @ 33.000 (ft) :lOX2.5Z14 Bays 2 RPC Purlin Strut @ 45.000 (ft) :10X2.5Z14 Bays 2 RPC ?urlin Strut @ 51.000 (ft) :lOX2.5Z14 Bays 2 RPC Purlin Strut @ 20.500 (ft) :lOX2.5Z14 Bays 3 RPC Purlin Strut @ 33.000 (ft) MX2.5Z14 Bays 3 RPC Purlin Strut @ 45.000 (ft) :lOX2.5Z14 Bays 3 RPC Purlin Strut @ 51.000 (ft) :lOX2.5Z14 Bays 3 RPC Purlin Strut @ 20.500 (Ft) :1OX2.5Zi4 Bays 4 ' RPC Purlin Strut @ 33.000 (ft) :IOX2.5Z14 - Bays 4 RPC ?urlin Strut @ 45.000 (ft) :lOX2.5Z14 Bays 4 RPC Purlin Strut @ 51.000 (ft) :lOX2.5Zi4 Bays 4 RPC Purlin Strut @ 20.500 (ft) :lOX2.5Z13 Bays 5 RPC Purlin Strut @ 33.000 (ft) :1OX2.5Z13 Bays 5 RPC Purlin Strut @ 45.000 (ft) :lOX2.5Z13 Bays 5 RPC ?urlin Strut @ 51.000 (ft) :lOX2.5Z13 Bays 5 SWA Eave Strut @ 26.958 (ft) :lOX3.5E14 Bays 1 SWA Eave Strut @ 26.958 (ft) :lOX3.5E14 Bays 2 SWA Eave Strut @ 26.958 (ft) :lOX3.5E14 Bays 3 SWA Eave Strut @ 26.958 (£t) :1OX3.5E14 Bays 4 SWA Eave Strut @ 26.958 (ft) :IOX3.5E=4 Bays 5 SWC Eave Strut @ 24.000 (ft) :IOX3.5E14 Bays 1 SWC Eave Strut @ 24.000 (ft) :1OX3.5E14 Bays 2 SWC Eave Strut @ 24.000 (ft) :1OX3.5E14 Bays 3 SWC Eave Strut @ 24.000 (ft) :1OX3.5E14 Bays 4 SWC Eave Strut @ 24.000 (ft) :1OX3.5E14 Bays 5 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SVIA uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses M -1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA :Portal Frame Plane SWC :Portal Frame Plane EWB :End Frame Plane EWD :End Frame 7 08/07/2020 Star Building Systems, OKC, OR Design summary Program User; txphar. Job Number: 72413E Design Summary Report Version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\72413A bldg_a 01.cds SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\run01\ArTallSWA Ol.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield SLLengLh GIRTS SPACINGS 219-1/2 418-1/2 3111 710 Bay Elev. Length Member Size Brace L Lap R Lap s (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 4 219-1/2 22.000 BX2.5Z16 F.O. S 0.000 0.000 C 5 2'9-1/2 20.000 SX2.5ZI6 F.O. C 0.000 0.000 S 1 716 20.000 BX2.5Z16 F.O. S 0.0c0 0.000 C 2 716 20.000 BX2.5Z16 None C 0.000 0.000 C 3 716 18.000 BX2.5Z16 F.O. C 0.000 0.000 C 4 716 22.000 8X2.5Z16 None C 0.000 1.479 C 5 716 20.000 8X2.SZ16 None C 1.479 0.000 S 1 1115 20.000 SX2.5Z16 F.O. S 0.000 0.000 C 2 1115 20.000 *8X2.5Z12 None C 0.000 0.000 S 3 1115 18.000 8X2.5Z16 F.O. S 0.000 0.000 C 4 1115 22.000 8X2.5Z16 None C 0.000 1.479 C 5 1115 20.000 BX2.5Z16 None C 1.479 0.000 5 1 1B15 20.000 8X2.5Z14 None S 0.000 1.479 C 2 1815 20.000 8X2.5Z16 None C 1.479 1.479 C 3 1815 18.000 8X2.5ZI6 None C 1.479 1.479 C 4 1815 22.000 8X2.5Z16 None C 1.479 1.479 C 5 1815 20.000 8X2.5Z16 None C 1.479 0.000 S *NOTE ; PROVIDE NESTED GIRT NOTE: PROVIDE 8X2.5C16 SUB-JAMBS SPACED AT 610 O.C. FOR PBD PANEL Note : Maximum Distance To Extend Girt From adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill HL Jamb Header/Sill Bav Distance 1210 1210 N/A 8X3.SC14 8X2.5C16 1 610 1210 1210 N/A 8X3.5C14 8X2.5C16 3 5'0 314 712 N/A 8X2.5C16 COVERPLATE 4 110 314 712 N/A 8X2.5Ci6 COVERPLATE 4 1810 310 4'0 219 8X2.5C_6 SX2.SC16 4 1116 310 4'0 7.'8 8X2.5C16 8X2.5C16 5 1016 3'4 712 N/A 8X2.5C16 COVERPLATE 2 14'6 8 08J07/2020 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A. Design Summary Report Version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:41 A:\,.\17-B-72413\ver01-txphan\BLpp-A\run01\72413A bldg d-01,pds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\run01\AWal1SWC-0l.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girls .................... 55.0 ksi Yield Strength GIRTS SPACINGS 310 416 3111 710 Bay Elev. Length Member Size Brace L Lap R Lap k (ft-in) (ft) Identification Locations Exten Exten -------------------------------------------------------------------- 1 310 20.000 8X2.5Z16 F.O. S 0.000 0.000 S 2 310 22.000 8X2.5Z16 F.O. S 0.000 0.000 C 3 310 18.000 BX2.5Z16 F.O. C 0.000 0.000 S 4 310 20.000 8X2.5Z16 F.O. S 0.000 0.000 S 5 310 20.000 8X2.5Z16 F.O. S 0.000 0.000 S 1 716 20.000 SX2.5Z16 None S 0.000 1.479 C 2 716 22.000 SX2.5Z16 None C 1.479 0.000 C 3 716 18.000 SX2.5Z16 F.O. C 0.000 0.000 S 4 716 20.000 BX2.5Z16 None S 0.000 0.000 S 5 716 20.000 8X2.5Z16 F.O. S 0.000 0.000 S 1 1115 20.000 BX2.5Z16 None S 0.000 1.479 C 2 1115 22.000 *8X2.5Z12 None C 1.479 0.000 S 3 1115 18.000 8X2.5Z16 F.O.- S 0.000 0.000 S 4 1115 20.000 *8X2.5Z12 None S 0.000 0.000 S 5 1115 20.000 aX2.5Z16 F.O. S 0.000 0.000 S 1 1815 20.000 8X2.5Z16 None S 0.000 1.479 C 2 1815 22.000 8X2.5Z16 None C 1.479 1.479 C 3 1815 18.000 SX2.5Z16 None C 1.479 1.479 C 4 1815 20.000 8X2.5Z16 None C 1.479 1.479 C 5 1815 20.000 8X2.5L14 None C 1.479 0.000 S *NOTE PROVIDE NESTED GIRT NOTE: PROVIDE 8X2.5C16 SUB-JAMBS SPACED AT 6'0 O.C. FOR PBD PANEL Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill HL' Jamb Header/Sill Bay Distance 1210 1210 N/A 8X3.5C14 8X2.5C16 3 1'0 1210 1210 N/A 8X3.5C:4 8X2.5C16 5 110 314 712 N/A 8X2.5C16 COVEBPLATE 2 1810 314 712 N/A 8X2.5C16 COVF.RPLATE 4 216 310 410 218 8X2.5C16 8X2.5C16 1 410 310 410 218 8X2.5C16 SX2.5C16 1 1410 3'0 410 2'8 8X2.5C16 8X2.5C16 2 510 9 08/07/2020 Star Building Systems, ONC, OK Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run0l\72413A bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ RIGID BEARING FRAME R:\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\run01\Acaal1EWB-01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ..................... 55.0 ksi Yield Strength Girts Spacings 716 3111 710 Bay Elev. Length Member Size Brace L Lap R Lap k (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 19.312 8X2.5Z16 None S 0.000 0.000 C 2 716 25.000 BX2.5Z16 None C 0.000 0.000 C 3 716 25.312 8X2.5Z14 None C 0.000 0.000 S 1 1115 19.312 *8X2.5Z12 None S 0.000 0.000 S 2 1115 25.000 8X2.5Z16 None S 0.000 0.000 C 3 1115 25.312 BX2.5Z14 None C 0.000 0.000 S 1 1815 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1815 25.000 8X2.5Z16 None C 1.479 1.479 C 3 1815 25.312 8X2.SZ13 None C 1.479 0.000 S NOTE : PROVIDE NESTED GIRT NOTE: PROVIDE 8X2.5C16 SUB-JAMBS SPACED AT 6'0 O.C. FOR PBD PANEL Note Maximum distance to extend girt from 'adjacent bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bav distance 1610 1210 N/A BX3.5C14 8X2.5C16 2 616 3-4 712 N/A 8X2.5C16 COVERPLATE 1 1410 310 4'0 218 8X2.5C16 BX2.5C16 3 110 10 0810712020 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\72413P_-bldg-A-0l.cds EWB CONT'D COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information Q from left Member Size Ident. (ft) Thickness & rods ---------------------------------------------------------------------------- 1-F 20.000' INTERIOR FRAME COLUMN, REFER FRAIt4E PROFILE 1 Flange Brace @ 11.42, 18.42 elev. (C-TYPE) 1-C 45.000' INTERIOR FRAME COLUMN, REFER FRAME PROFILE 1 Flange Brace @ 11.42, 18.42 clev. (C-TYPE) RNDWALL COLUMN TO BRIDGE CHANNEL CONNECTTONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-F BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-.3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-C BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N WBX10 COLUMN EXTENSION w/ 12.000 LAP LENGTF_; SX2.5C12 BRIDGE CHANNEL PLANE SWA: 11 0810712020 Star Building Systems, OKC, OR Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.OB.2 run0l Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\72413h Bldg A 01.cds ------------------------------------------ ------------------------------------ Endwall Plane EWD Design ........ NON-EXPANDABLE FRAME R:\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\run01\ALlallEWD-Ol.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ..................... 55.0 ksi Yield Strength Girts Spacings 2'9-1/2 418-1/2 3111 7'0 Bay Elev. Length Member Size Brace L Lap R Lap a (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 219-1/2 19.312 8X2.5Z16 F.O. S 0.000 0.000 C 2 219-1/2 18.000 SX2.SZ16 F.O. C 0.000 0.000 C 3 2'9-1/2 12.500 BX2.5Z16 F.O. C 0.000 0.000 C 4 219-1/2 19.812 8X2.5Z16 F.O. C 0.000 0.000 S 1 716 19.312 8X2.5Z16 None S 0.000 1.479 C 2 7'6 18.000 8X2.5Z16 None C 1.479 1.479 C 3 716 12.500 BX2.5Z16 None C 1.479 1.479 C 4 716 19.812 8X2.5Z16 None C 1.479 0.000 S 1 1115 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1115 18.000 SX2.SZ16 None C 1.479 1.479 C 3 11'5 12.500 8X2.5Z16 None C 1.479 1.479 C 4 11'5 19.812 8X2.5Z16 None C i.479 0.000 S 1 1815 19.312 BX2.5Z16 None S 0.000 1.479 C 2 1815 18.000 8X2.5Z16 None C 1.479 1.479 C 3 1815 12.500 8X2.5Z16 None C 1.479 1.479 C 4 1815 19.812 SX2.5Z16 None C 1.479 0.000 S Note Maximum distance to extend girt from 'adjacent bay is 36.00 inches. NOTE: PROVIDE BX2.5C16 SOB-JAMBS SPACED AT 610 O.C. FOR PBD PANEL FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 N/A SX2.5C16 SX2.5C16 2 216 310 4'0 218 BX2.5C16 BX2.5C16 1 310 310 410 218 8X2.5C16 8X2.5C16 1 12'6 310 4'0 218 8X2.5C16 BX2.5C16 2 1216 3'0 410 218 BX2.5C16 8X2.5C16 3 310 310 410 21B 8X2.SC16 BX2.5C16 4 2'0 3'0 4'0 2'8 8X2.5C16 8X2.5C16 4 12'6 12 0810712020 Star Building Systems, OKC, OF Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.08.2 runCl Date: 08/07/20 Start Time: 10:17:41 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\72413A bldg- 01.cds ------------------------------------------------------------------------------- EWD CONT'D COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness 6 rods ------------------------------------------------------------------------------ 6-A 0.000' VIBX24 0.0000 0.375" BP thk w/( 4)-0.625" A36 (FULL HEIGHT) 6-B 20.000' WBX18 50.0 ksi 0.0000' 0.375" SP thk w/( 4)-0.625" A36 Flange Brace @ 18.42 elev. (C-TYPE) 6-D 38.000' WBX18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 6-F.. 50.500' WSX18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 Note: Use 1/4" NS/FS stiffeners for all endw_ll canopy rafter connections to endwall columns. ENDWALL COLUMN TO BRIDGE CHANNEL CONVECTIONS: STRUT-TO-COLUMN CLIP COL. NO, ENDWALL PLANE 6 --------- -------------------- PLANE'SWA: 6-A BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N NO COLUMN EXTENSION 8X2.5C12 BRIDGE CHANNEL 6-B ALIGNS WITH PURLIN, TYPE 3 CONN., (4)-1/2" A325N PC75 (0.3750") (4)-1/2" A325N W8X10 COLUMN EXTENSION w/ 16.000 " LAP LENGTH; NO 3RIDGE C_-iANNEL 6-D BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N WBX10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH.; 8X2.5C12 BRIDGE CHANNEL 6-E BETWEEN PURLINS, USING 'TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N WSX10 COLUMN EXTENSION w/ 16.000 " LAP LENGTH:; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind gave Trib Grid Labels SS 71.000 20.00111-0.00 26.96/ 19.42 2 SS 71.000 20.00/11-0.00 26.96/ 10.58 6 SS 71.000 20.00/110.00 26.96/ 19.00 3 SS 71.000 20.00/110.00 26.96/ 20.00 4 SS 71.000 20.00/11-0.00 26.96/ 20.42 5 SSM 71.000 20.00/110.00 26.96/ 10.58 1 Note: Use square anchor rod layout. 13 08107/2020 1 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A Design Summary Report Version: 8.08.2 run01 Date: 08/07/20 Start Time: 10:17:42 R:\..\17-B-72413\ver01-txphan\BLDG-A\run01\724131.- bldg-A 01.cds ------------------------------------------------------------------------------- A-SWA-CF01 C A N 0 PY DES I GN SUM14ARY RE PORT Building Data Roof Live Load: 20.00 psf CANOPY 410 x 40110 x ll'O 0.5:12 Tributary Check: No Bays: 18110 2010 18'0 2210 18110 Ground snow: 60.00 psf Roof Snow Load: 42.00 psf Wind Exposure Category: B Wind Load: 110.00 mph Dead Load: 5.08 psf -------------------------------------------------------------------------------- PANELS ----- Roof: UDEK Panel Width .............. 24 in Panel Gage ............... 24 ga PURLINS ---- Spacings(From Free-End): 3'1-1/2 0110-1/2 Bay Length Member Size Brace L Lap R Lap Bear n (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 23.000 1OX3.5Z13 3 ooints S 0.000 0.000 S 2 20.000 IOX3.5Z14 2 ooints S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2 @ Supports: 1,2,3 EAVE STRUTS ---- 10X3.5C14 @ Bays 1 - 2 RAFTER ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start(in) End(in) --------------------------------------------------------------------- 4.003 9.870 9.870 WlOX12 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in.) (in.) (in.) (in.) -------------------------------------7------------------------------- 0.668 9.450 9.450 0.1340 5.00 x 0.2500 5.00 x 0.2500 With 6.00 x 9.88 x 0.5000 (in) Boss End Plate End Connection ---- Type ---- 1F1F Bolts ---- 0.750 A325 Bolts Plate ---- 9.870 X 6.000 X 0.500(in) 14 08/07/2020 Star Building Systems, OKC, OK Design Summary Program User: txphan Job Number: 72413A. Design Summary Report Version: 8.08.2 runOl Date: 08/07/20 Start Time: 10:17:42 R:\..\17-B-72413\ver01-txpaan\BLDG-A\run01\72413A bldg A Ol.cds ------------------------------------------------------------------------------- A-EWD-CF01 C A N 0 P Y DE S I GN S U14MARY RE PORT Building Data Roof Live Load: 20.00 asf CANOPY 410 x 36110 x 1110 0.5:12 Tributary Check: No Bays: 18'10 1810 12'6 2016 Ground snow: 60.00 psf Roof Snow Load: 42.00 psf Wind Exposure Category: B Wind Load: 110.00 mph Dead Load: 4.96 psf -------------------------------------------------------------------------------- PANELS ----- Roof: UDEY. Panel Width .............. 24 in Panel Gage ............... 24 ga PURLINS ---- Spacings(From Free-End): 3.1188 0'10-9/16 Bay Length Member Size Brace L Lap R Lap Bear € (ft) Identification Locations Exten Exten Stiff -------------------------------------------------------------------- 1 20.000 10X3.5Z14 2 points S 0.000 0.000 S 2 19.000 IOX3.5Z14 2 points S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2 @ Supports: 1,2,3 SAVE STRUTS ---- l0X3.5C14 @ Bays 1 - 2 RAFTER ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start(in) End(in) ------------- ------------------------------------------------- 4.003 9.870 9.870 WlOX12 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in.) (in.) (in.) (in.) --------------------------------------------------------------------- 0.688 9.450 9.450 0.1340 5.00 x 0.2500 5.00 x 0.2500 With 6.00 x 9.88 x 0.3750 (in) Boss End Plate End Connection ---- Type ---- 1F1F Bolts ---- 0.500 A325 Bolts Plate ---- 9.870 x 6.000 X 0.375(in) 15 08/07/2020 Eds2Xds User.txphan Job Number:l7-B-72413 Oklahoma City Date:08/07/202011.43:10 AM Relative path:\\OKCSNA01\TS\jobs\Active\Eng\l7-B-72413 Building:BLDG-A CDS file name:l7-B-72413_BLDG-A Eds2Xds.cds Planes Name File SWC \ver01-tx han\BLDG-A\run0l\AwallSWC 01.edf EWB \ver01-tx han\BLDG-A\run0l\Awal[EWB 01.edf SWA 1ver01-tx han\BLDG-A\runOl\AwallSWA 01.edf EWD \ver017tx han\BLDG-A\runOl\AwatiEWD 01.edf RPC \ver01-tx han\BLDG-A\run0l\AroofRPC 01.edf Frames Frame Line Left Frame Left File 1 F \ver01-tx han\BLDG-A\Drft \x06L 2 A \ver01-bc han\BLDG-A\Drft \xOIL 3 A \ver01-tx han\BLDG-A\Drft \x01 L 4 E \ver01-tx han\BLDG-A\Drft \xO5L 5 E \ver01-tx han\BLDG-A\Drft \x05L 6 B \ver01-tx han\BLDG-A\Drft 1x02L Portal Frames Plane Bay Frame File Name SWC 4 H \verOl-tx han\BLDG-A\DRFTG\x08L SWA 2 G \ver01-tx han\BLDG-A\DRFTG\xO7L 16 08/07/2020 Star Building Systems FRAME ID 16 USER NAME:txphan DATE: 8/ 7/20 TIME:10• t -1 8600 S. I-35, Oklahoma City, OK 73149 asm2 71./24./30.563 20./110./60. JOB NAME:72433A FILE:f _ LOCATION: Gridlines 1 (1) a imensions are in inches. DETAIL FILE: 17-B-72413\ver01-txphan\BLCG-A\Drftg\xO6L All Flange on are measured along outer flange. BOLTS:A325 SNUG TIGHT I4EIGNT: 2895 lbs (3) Left Column Flange Braces use the Optional Liner Attachment Rafter Offset .10"-'L 2031,1205" (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets ' ' (8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Liner Attachment 7'6-13111•,7'(6.25")- RIGHT COLUMN �0.5 12 Xa 2 O.F. a a IIEB THK. a 01 wED LEN. A' f. I.F. f Ign pl n 34' 26111 1/211 E.H. 6 7 8 9 10 1 7 241 F.H. 5 � Q m 0 i oto 51 N X>X N N W fu L ee 4. •0 x a Rotate Interior Columns 90 degrees from a slandmd(typical unless noted otherMsel e wlIll single pal:of Wife n cis tortured above e o 0toeolumn.Peter to Design Summary for column extension and connection details. o w O Oil O Fes•• .fit r 2a' 25' On 3 ^> Z F Core"ILTim1 e):TA11.)retn!.Iflra -•{en tUOe rule A:r can llC)il •)fi IIIA :Lh A14 II A :4A RII/A O J •ILA !LA III.Arr r4 Alre 1.II..I)) :IIA IIIA !IrA), �_V IAI•)•1 :I:A •LA , 1-1 1-1.1 elA n.A I)1•)/1 a/A :IIA Ifll•)/1 111�).• ,IAI'/t •I-)ri 1111:/! 1<I•!r• J.A )1..1 IIIA 1 N O N O Star Building Systems VWX ID 01 USER NAME:txphan DATE: B/ 7/20 TIME:10• -1 8600 S. 1-35, Oklahoma City, OK 13149 as 71,/24./19.417 20./110./60. JOB NAME:72413A FILE:f _ LOCATION: Gridlines 2-3 �,14 " dimensions are in inches. DETAIL FILE: 17-B-72413\ver01-trphan\BLDG-A\Drftg\xO1L ll Flange lengths are measured along outer flange. BOL't•S:A325 SNUG TIGHT WEIGHT: 4341 lbs eft Column Flange Braces use the Optional Liner Attachment Rafter Offset :10"-•L 2@3',1205' after Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3' ' 7'(8.25")- LEFT COLt:1llq ight Column Flange Braces use the Optional Liner Attachment 2'9 1/2",q'B 1/2",3'll",7'(B.7.5^J- RIGHT COLC[gN ©•5 G 0 5 12 6 0 a' 6 D 5 D I 5 D 56 WEB THK. C la D' ,0 WEA LEN T.F. fi 3 5 10'0" SDI n OI D. SO'On P S' - L 11 9 5 26'll 1/21' E.H. 24' E.H. cc iv M Y O O O O O In',I O G m \ X N � 0 0 a m u' p 0 c o in o • J T N O F, 4 -+ 1 IL' '7 m0i fO T M ]7 f it R T 2 7c CONNECTI047 DETAILS GRIDLINES ' 2-] Lc-ti0n 1 •-G 2 3 ; L. 6 7 8 9 l0I I1 2•-n l4 5 l6 Hob Dop. 8.0 24.1266 40.0 :(/A Sl.o 7].I 26.0 26.0 26.0 26.0 ;I.O 0.0 24.5468 41.0-37 45.0 N/A Typo ]A.4E Sr-rcE AOAZ STf CAP (E%71 4':/1F ?!IC. ?LIL'E 5P!ICt 2E/L SPICE <E/SF BASE S?!ICE S?!ICE AOat STF CA? IE%TI m Plata(^.91 6.C}C.]]> `I/n i.15%J.:]) 0.0%C.:S O.CXC.S J:7/n ,:1/n :IfA d.CXa,} :1/A (,CXC.} C.OXC.315 A/A .4/A 1.75..3i5 tl.C1W.:3 C PlateiM N/n N/A N/A N/A e.Cxa.SN/A 0.w.} %/A N/A N/A N/A N/A Belts Iil-1/; N/A NIA N/n p01-7/G :7/A N/A :(/A [81-7/4 N/A 1 (101-1/4 (41.7/4 8/A N/A Fl.S N/A N N O Star Building Systems FRAME ID 95 USER NAME:trphan DATE: 8/ 7/20 TIME210• -1 6600 S. I-35, Oklahoma City, OK 73199 ss 71./24./20.417 20./110./60. JOB NAME:72413A FLLE:f a LOCATION: Gr1dIlnes 4-5 (1) A imensions are in inches. DETAIL FILE: 17-B-72413\vor01-txphan\BLOC-A\0rftg\%OSL i1 All Flange lengths are measured along outer flange. BOL7S:A325 SNUG TIG$T WEIGET: 4505 lbs f3) Left Column Flange Braces use the Optional Liner Attachment Rafter Offset :10"-2 2e3',1205' (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets ' !'(6.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Liner Attachment 2.9 1/2",4'8 ,3'11",7'(8.25")- RICfI.1' COLUMN r 0.5 0 12 XO 3 5 8%0.375 0 31.5 O.F. 8%C .' 0 WEB TNK. �A a' I1 r.' 0 ' WEB LEN. 7.0 0' S 0 375 I.F. R 0 375 1tli " 10'0° 0.O" !UE! C'0" g 10 1 26-11 1/2" E.N. 5 6 7 B c,: r•s ] 24' E.H. � C o � 't- .n J N t. C � O N P p X 'J (J T 1.1 C O O N 71' Is m W W E & C0NNF.C1'ION CETA7LS CR=OLINES "4-5 5 F Lacu Ll of. I --0 7 3 4 5 S 7 6 0 10 11 t2'-A 13 i4 IL 16 A IS"b 0"p. A.0 24,5587 4I.0 N/M1 <0,0 3P.a Z8.0 70.0 ?.tl.0 PP,O 41.0 e.0 23.141J 1P.1035 47.0 N/A \"O,l'P, Ty. 0AS2: SPLICE, 80a'L STY CAP W51 3%/IF SPLiCt SYf.2CF. SP11CR 202F, SP;.I CF. Q IF aASF. ^°Y:,ICF: SY11CF. Y.OR%SiF CM (F1R) CAX STIY PInCU(BSI 0.090.9'! N/A A,9u`%D.i9A P.lSS.w! a.al6.5 N/A N/A N/A 0.0%a.5 XIA P.Oxt.! l.OxU.3T5 N/A N/A I.i5xp.7f. P.lxO.:! N/M1 G Plate(UP) ;2/A ;2/A N/A N/A a.ox4.s N/A X/A N/A a.lxl.5 2:/A d.JYl.S N/A ;2/,1 N/A NL1 X/A X/A OClts (41-3/4 N/A N/A N/A (81-314 %'/A N/A X/A fPI-3/4 N/A f101-3/4 (41-3/4 X/n X/A N/A N/A N/A N O N O Star Building Systems FRAME ID 02 USER NAME:txphan DATE: 8/ 1/20 TIME:10' -1 8600 S. 1-35, Oklahoma City, ON 73149 as 71./24./30.583 20./LLO./60, JOB NAME:72413A FILE2f LOCATION: Gridlines 6 (1) imensions are in inches. DETAIL FILE: 17-B-72413\ver01-txphan\BLDC-A\Drftg\xO2L All Flange lengths are measured along outer flange. SOL7S:A325 SNUG TIGHT WEIGHT: 3108 lbs (3) Left Column Flange Braces use the optional Liner Attachment Rafter Offset :10"-8 2@3',12@5' (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets ' '(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Liner Attachment 2'9 L/2",4.8 2/Z",3'11•,7'(A.25")- RIGHT COLUMN �70.5 6 0 12 AM! 1325 O.F. 6 a 75 n NEB T K. 3.857' ,0 0' 70 0' 0 3 wEs LeN LF, 6 5 j3 r•). 30'0" Y' " p" 'n^ B 9 1 3) ' 26111 7/2" E.H. 7 m 5 6 c 24' E. F. o t: x � � J N F+ O W 7 N ,D 1+ o � x w I "• vi in O F •A 71' W 2 7c CONNECTION DETAILS ORIDL:IIES -6 L—ILl.. 1 •-0 2 3 c fi 7 6 D l0 1) I>'-A NDb D.P. 8,0 20.5EJ6 34.D NIA 11..0 24.75 IP.S IA,5 18,5 7.fi.6 UU4 JS.D tl.0 70.1tl3f 32.3672 36.D N/A NOSE: 77 a IIAD1: 01'L IOF: !:Oxt sip CAP {F.%TI 3x/1F m'LICF: ..".P:.ICY. aYLICA 211WE SPLIn: 3%/IP INSF: SP1JCi: AP[,1CY. 7:087.57P CAY 11R%T) CAN BTtY PlatO(DN) b.D%p•>lU N/A .+yND.p;2p i.p8D,2p R.O%O.n •N/A N/A N/A 4.0%0.)lF N/A b.ONu.S ,,:xD.}}f \/A N(A :.}y%p.51:0 I.ONO.:p N/A m O plot.(up) N/A .L'/A N/A N!A E.pxD.s N/A N/A N/A G.a%p.F}5 F:/A c.o%YI N/A \/A N/A x/A NIA N!A UDlt. IG)-3/G N/n N/A N/A IP)-]/4 N/A N/A N/A (0-3/4N/A 181-J/4 lil-3/f N/A 'N/A N/A N O N O Star Building Systems FRAME ID 07 USER NAME:txphan DATE: 8/ 7/20 TIME:10: -1 8600 S. I-35, Oklahoma City, OK 73149 pf 20./lO. main building at plane SWA JOB NAME:72413A FILE: _ LOCATION:bays 2-(Gridline A) (1) imenaions are in inches. DETAIL FILE: 17-B-72413\ver01-t rplan�\Drftg\X07L All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 650 Rafter Offset (FLUSH)Column Offsets UMN RIGHT COLUMN �10.0 12 O.F. WEB T'HK. 0114 WEB L'N. r 7 4 5 E H. 10' E.H. J N O T c " o K c ' gut m 20' to to m r Tzx CONNECTION DETAILS GRIDLINES " =A' 6ocation 1 •-2 2 3 4 5 Web Dep. 11.5 11.5 N/A 11.5 11.5 12.5 11.5 N/A O N Type BASE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE HORZ STF CAP (EXT) �p Plate(DN) 6.0%0.375 2.7SX0.25 6.0X0.25 6.0XG.375 C 6.0%0.375 C 6.00.375 2.75X0.25 6.GXC.25 N CPlate(UP) N/A N/A N/A 6.0%0.375 R 6.0X0.375 R N/A N/A N/A Nv Bolts (4)-3/4 N/A N/A (8)-3/4 (8)-3/4 (4)-3/4 N/A N/A Star Building Systems FRAME ID 08 USER NAME:txphan DATE: 8/ 7/20 TINE:10• -1 8600 S. 1-35, Oklahoma City, OK 73149 pf 20./lO. main building at plane SWC JOB NAME:72413A FILE: LOCATION:bays 4-(Gridline G) (1) a imensions are in inches. DETAIL �- E-B�-72,41 �rOl-txphan\BLDG-A\D rftg\xOBL All Flange lengths are measured along outer flange. BOLTS:A lbsRafter Column OLUMN - RIGHT COLUMN �0.0 12 O.F. 5 WEB TF:K. 0,134 WEB IE I.F. AX0,25 4 5 30' E.fl E H. N J N XO b C C C N O to O o F I 20' m -0 In SC 7 CONNECTION DETAILS : GRIDLINES * =G rBolts 1 •-3 2 3 4 5 6 •-4 7 8 11.5 11.5 N/A 11.5 11.5 11.5 11.5 N/A C n5 BASE HOR2 STF CAP (EXT) 2E/2E 2E/2E BASE HOR2 STF CAP (EXT) O N 6.=0.375 2.75XC.25 6.0X0.25 6.0X0.375 C 6.CX0.315 C 6.CXC.37b 2.75X0.25 6.0x0.25 G N/A N/A N/A 6.0X0.]7S R 6.CX0.375 R N/A N/A N/A O (4)-3/4 N/A N/A (8)-3/4 (8)-3/4 (4)-3/4 N/A N/A Ref# Job Number ED631801 Portal Frame With X-Bracing Date Rev Above With Standard Attachment 17-8 72413 Ju('16 00 Frame column X-brace 1/4"Clip with 1/4"gusset with(6)3/4"A325 bolts • Portal frame rafter Portal frame column X-brace Frame column 1/4"Clip with 1/4"gusset and (6)3/4"A325 bolts Portal frame rafter I Frame column I Portal frame column I Elev View Anchor rods as shown on profiles Portal frame column *Half girt depth ®® I **Half frame column base plate width ® ® ®® * plus 1/4" Steel line with flush * and 1"outset girts Plan View O 23 08107/2020 Ref# Job Number ED00001X Walkdoor Canopy Detail Rev 17-B-72413 Date Aug'20 00 1'5 Girt r---�� Sub—Jambs Std. Clip W/ J" A325 Bolts a e o `7% Building Girt \\—Metallic Walkdoor Canopy 24 0810712020 Ref# Job Number E000061 Rev P Slimline at Eave Hi Corner Date Rev 17-B-72413 Aug'20 00 WBX24 COLUM W12X14 BOSS BRACKET ----o —e—oe—m—oo-----------e—o 1 B.at pip NS/FS 1 W/(2) Solt. 1 1 1 1 1 e . 1 1 1 1 1 �wloxi2 1 1 1 1 1 1 C� 1 1 CANOPY PURUN j 1 1 1 1 Bent Clips NS/FS W/r Bolts to}"Wing Plate n 8X24 CORNER COLUMN W10X12 CANOPY RAFTER—, u n n I o NOTE- 'I i NOTED ALL BOLTS ARE}'A325 UNLESS NOT OTHERWISE 2 SOFFIT CHANNEL ATTACHMENT IS NOT SHOWN.SOFFIT CHANNELS TO BE FIELD BEVEL CUT AND FIELD DRILLED TO ATTACH TO THE INNER FLANGE OF THE RAFTER WITH 0 W12X14 BOSS BRACKET B (2)}"A32S BOLTS n n I u 25 08/07/2020 n , REACTIONS BUILDER: STEEL SOLUTIONS INC CUSTOMER: MIKE DAWSON JOB NUMBER: 17-B-72413 Notes 1) The reactions provided are based on the Order Documents at the time of mailing.Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The tractions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) See Note 3. c) Fndwalls (1) SeeNote3. d) X-Bracing (1) X-Bracing reactions are included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ,RBDWFQ,F+,E-and LEQ)do not include the amplification factor,Sk (3) For IBC and UBC based building codes,when x-bmcing is present in the cndwall,individual transverse seismic loads(EL&ER)do not include the amplification factor,f4 e) The metal building manufacturer is responsible only for the portion of the anchor rod design pertaining to the transfer of forces between the base plate bearing and the anchor rod's shear and tension.The metal building manufacturer is not responsible for the anchor rod embedment for transfer of forces to the foundation. The metal building manufacturer does not design and is not responsible for the design,material,and construction of the foundation embcdments.The end use customer shall assure that adequate provisions are made to the foundation design for loads imposed by column reactions of the building,other imposed loads,and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a registered professional engineer competent in the design of such structures. i) (ref.Appendix A3 of the MBMA Meal Building Systems Manual). 1) Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. 3) Reactions are provided as un-factored for each load group applied to the column. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. The foundation engineer shall apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications for proper foundation design. a) For projects using ultimate design wind speeds such as 2012113C,2015 IBC,or Florida building code,the wind load reactions are at a strenpth value with a load factor of 1.0. b) For IBC codes,the seismic reactions provided am at a strength level with a load factor of 1.0,and do not contain the rho factor. The manufacturer does not provide inaximrrrn"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev 11 6/15/20 Page 26 FRAME ID 06 USER NAME+txphan DATE, 8/ 7/20 PAGE,6-2 ssn2 71•/24./10.583 20./I10 JOB NAME+72413A FILE+frame-1.fro SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATION+ Grldlines 1 N13TES+(1) All reactions are in kips and kip-Ft. TIME:ID:30i 51 (2) Primary wind load rases ore not concurrent. (3) X-bracing reactions(RBPULW and RBUPEO) are combined withLWL and LEO groups only. REACTION NOTATIONS V HL /HI e� H2 HR �VL �V1 �V2 �VR i(-F x-C x-A LOAD GROUP REACTION TABLE SRI . INES x = 1 COLUMN ■-G x-A z-F X-C LOAD GROUP HL VL LNL HR VR LNR' HI V1 LNI H2 V2 LN2 DL 0.0 0.8 0.0 -0.0 0.9 0.0 0.0 1.4 0.0 0.0 1.6 0.0 COIL 0.01 0.4 0.0 -0.0 0.5 0.0 13.0 Q.9 0.0 -0.0 1.2 010 PSLl 0.1 4.5 0.0 -0.1 0.2 0.0 -0.0 4.9 0.0 -0.0 -0.7 0.0 PSL2 -0.1 -1.0 0.0-0.1 -0.7 0.0 0.0 6.7 0.0 0.0 6.2 0.0 PSL3 0.3 0.7 0.0 -0.3 5.7 0.0 0.0 -1.6 0.0 0.0 6.7 .0.0 SNOW 0.3 4.2 0.0 -0.3 5.2 0.0 0.0 9.9 0.0 0.0 12.2 a o LL 0. 1 2.0 0.0 -0. 1 2.5 0.01 0.0 4,7 0.0 0.0 5.8 0.0 ED -1.1 --1.8 0.0 -0.5 0.7 0.0 -0.0 2.2 O.0 -0.0. -1. I 0.0 WLl -2.6 -4.6 0.0 -1.9 -0.7 0.0 -0.0 -2.4 0.0 -0.0 -5.4 0.0 WL2 -3.3 -3.8 0.0 -1.2 0.2 0.0 -0.0 -0.9 0.0 -0.0 -3.6 0.0 LWLI 1.5 -1.8 0.0 -1.1 -2.0 .0.0 0.1 -5.9 -4.3 0.1 -3.4 -5.1 LWL2 1.4 -1.1 0.0 -1.0 -3.3 0.0 a 1 -3.4 -4.3 0.1 -5.4 -5. 1 LWL3 0.5 -1.6 D.D -0.6 -0.B 0.0 -0.1 -3.B 4.3 -0.1 -2.1 5.1 LVL4 0.5 -0.9 C.D -0.5 -2.1 0.0 -0.1 -1.2 4.3 -0.1 -4.1 5. 1 WL3 3.4 2.1 0.01 2.1 -4.1 0.0 0.0 -7.2 a o 0.0 -3.9 0.0 WL4 2.7 P.9 0.0 2.7 -3.2 0.0 0.0 -5.7 0.0 0.0 -2.3 0.0 LOAD S$OUP DESCRIPTION DL + Roof Dead Load COLL Roof Collateral Load PSL1 Pattern Snow Load EPSLxx) PSL2 Pattern Snow Load EPSLxx) PSL3 + Pattern Snow Load 1PSLxx3 SNOW Roof Snow Load LL Roof Live Load EO Lateral Seismic Load [parallel to plane of frame] WL1 Vind From Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi LWLI Windward Corner Left with +GCpi 4W4? Windward Corner Right with +GCpi LWL3 Windward Corner Left with -GCpi LVL4 + Windward Corner Right with -GCpi WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -GCpi ADDITiEINAL NOTES, C I ) Pattern live or snow load cases are not concurrent with any other live or snow load cases. Page 27 • FRAME ID 01 USER NAME:txphan DATE: B/ 7/20 PAGE-1-2 ss 71./24./19.417 20./110./ JOB NAME:72413A FILE:frone_2-3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP aLOCATION: Gridlinesi 2-3 NOTES:(1) All reactions are in kips and kip-ft. TIME-10:31:08 (2) The seismic overstrength factor (Omega) is not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic BASE-ONLY' combination reactions include an overstrength factor of: 2.500 (3) Primary rind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEG groups only. REACTION N13TATI13NS HL HR IVL IVR x-A LOAD GROUP REACTION TABLE GRIDLINES ■ = 2-3 COLUMN x-G ■-A LOAD GROUP HL VL LNL HR. VR LNR DL 1.5 3.7 0.0 -1.5 3.9 0.0 CULL 1.3 2.8 0.0 -1.3 2.8 0.0 SNOW 14.1 29.0 0.0 -14.1 29.0 0.0 LL 6.7 13.8 0.0 -6.7 13.8 0.0 RBDWEQ 0.0 4.7 0.0 -0.0 5.9 0.0 EQ -1.6 -0.9 0.0 -1.3 0.9 0.0 RBUPEQ 0.0 -4.7 0.01 -0.0 -5.9 0.01 WLI -6.S -10.7 0.0 1.1 -6.8 0.0 WL2 -5.8 -6.2 0.0 0.3 -2.4 0.0 WL3 -0.3 -6.4 0.0 7.0 -I1.0 O.0 WL4 6.5 -1.9 0.0 6.2 -6.6 0.0 LWL1 -1.7 -9.7 0.0 1.8 -7.7 0.0 RBUPLW D.0 -5.4 0.0 -0.0 -7.7 0.0 LWL2 -1.8 -7.7 0.0 1.9 -9.7 0.0 LWL3 -1.0 -5.3 0.0 1.0 -3.3 0.0 LWL4 -1.6 -3.3 0.D 1. 1 -5.3 0.0 RBDWLW 0.0 5.41 0.01 -0.01 7.7 0.0 LOAD GROUP DESCRIPTION DL : Roof Dead Load COLL i Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ : Downward Acting Rod Bruce Load from Long. Seismic EQ Lateral Seismic Load Eparallel to plane of franel RBUPEQ i Upward Acting Rod Brace Load from Long. Seismic WLI : Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi WL3 i Wind from Right to Left with +GCpi WL4 : Wind from Right to Left with -GCpi LWL1 Windward Corner Left with +GCpi RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Windward Corner Right with +GCpi LWL3 Windward Corner Left with -GCpi LWL4 i Windward Corner Right with -GCpi RBDWLW Downward Acting Rod Brace Load from Long. Wind Page 28 FRAME ID#5 USER NAME,txphan DATE, 8/ 7/20 PAGES 5-2 ss 71./24./20.417 20./110./ JOB NAME:72413A FILES frome_4-5.fra SUPPORT REACTIONS FOR EACH LOAD GROUP xLOCATIOM Gridlines, 4-5 NOTES,(I) Al l reactions are in kips and kip-Pt. TIMEi 10:31:23 (2) Primary wind load cases are not concurent (3) X-brocing reactions (RBPULW and RBUPEO)r nre combined withLWL and LED groups only. REACTION NOTATIONS HL---- --HR iVLVL VR IJ x-A LOAD GROUP REACTION TABLE GRIDLINES x = 4-5 COLUMN iS-G x-A LOAD GROUP HL VL LNL MR VR LNR DL 1.5 3.9 0.0 -1.5 4.5 0.0 COLL 1.4 2.9 0.0 -1.4 2.9 0.0 SNOW 14. 1 30.3 0.0 -14.1 34.7 0.0 LL 6.8 14.4 0.0 -6.9 16.2 0.0 ED -1.7 -1.0 0.0 -1.4 1.0 0.0 WL1 -6.7 -11.2 0.0 1.0 -7.7 0.0 WL2 1 -6.0 -6.51 0.01 0.2 -3.ol Q.0 LWL1 -1.7 -10.2 0.01 1.8 -8.6 0.0 LWL2 -1.7 -8.0 0.0 1.8 -11.3 0.0 LWL3 -1.0 -5.6 0.0 1.1 -3.5 0.0 LWL4 -1.0 -3.4 0.0 1.1 -6.1 0.0 WL3 -0. 1 -6.6 0.0 7.0 -13.7 0.0 WL4 0.7 -2.0 0.0 6.3 -9.1 0.0 SBAL 14. 1 30.3 0.0 -14.1 34.7 0.0 DSNR -0. 1 -0. 0.1 2.8 0.0 LOAD GROUP DESCRiPTiON ➢L Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL = Roof Live Load ED Lateral Seismic Load Eparallel to plane of frame3 WL1 Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi LWL1 Windward Corner Left with +GCpi LWL2 Windward Corner Right with +GCpi LWL3 Windward Corner Left with -GCpi LWL4 Windward Corner Right with -GCpi WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -GCpi SBAL Code Calculated Balanced Roof Snow Load DSNR Drifting Snow Right Page 29 FRAME ID H2 USER NAME-txphan DATE, 8/ 7/20 PAGE,2-2 ss 71./24./lo.583 20./110./ JOB NAME.72413A FILET Frome-6.fro SUPPORT REACTIONS FOR EACH LOAD GROUP xLOCATION: Gridlines, 6 NOTES(1) At t reactions are in kips and kip-ft. TIMEi 10,31,37 (2) Primary wind load cases ore not concurrent. (3) %-bracing reactions (RBPULV and RBUPEO) are combined withLVL and LED groups only. REACTION NOTATIONS HL- --HR IVL IVR 7[-G q-A LOAD GROUP REACTION TABLE GRIDLINES x = 6 COLUMN x-0 ■-A LOAD GROUP HL VL LNL HR VR LNR DL 1.0 2.4 0.0 -1.0 2.7 0.0 COLL 0.8 1.5 0.0 -0.8 1.5 0.0 SNOW 7.9 15.7 0.0 -7.9 17.8 0.0 LL 3.8 7.5 0.0 -3.8 8.3 0.0 ED -0.9 -0.6 0.0. -0.8 0.6 0.0 WL1 -5.4 -8.2 0.91 0.9 -5.2 0.0 WL2 -4.9 -5.8 0.01 0.4 -2.81 0.0 LWLl -1.8 -7.4 0.0 2.0d2-. 0.0 LVL2 -1.8 -5.5 0.0 1.9 0.0 LWL3 -1.4 -5.0 0.0 1.5 0.0 LVL4 -1.3 -3. 1 0.0 1.5 0.0 WL3 -0.3 -4.5 0.0 5.7 0.0 WL4 0.1 -a.1 0.1) 5.3 0.0 SBAL 7.9 15.7 0.0 -7.9 0.0 DSNR -0. 1 -0.1 0.0 0.1 0.0 LOAD GROUP DESCRIPTION DL Roof Read Load COLL Roof Collateral Load SNOW a Roof Snow Load LL Roof Live Load ED Lateral Seismic Load [parallel to plane of frame] 111-1 Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi LWL1 Windward Corner Left with +GCpi LVL2 Windward Corner Right with +GCpi LWL3 Windward Corner Left with -GCpi LVL4 Windward Corner Right with -GCpi WL3 I Wind from Right to Left with +GCpi WL4 i Wind from Right to Left with -GCpi SBAL Code Calculated Balanced Roof Snow Load DSNR DriFting Snow Right Page 30 FRAME ID g7 USER NAME,iXphan DATE, S/ 7/20 PAGE,7-2 pf 20./10. main building at p JOB NAME,72413A FILE,pfrome_a.fro, SUPPORT REACTIONS FOR EACH LDAD GROUP LOCATION,bays 2-(Gridline A) NOTESs(l) All reactions are in kips and kip-ft. TIME,10:31,52 (2) Prinary wind load cases ore not concurrent. Q) X-bracing reactions (RBPUUR and RBUPEO) are combined withLUL and LEO groups only. REACTION NOTAT ONS HL--- HR I VL I VR LOAD GROUP REACTION TABLE GRIDLINES w = A COLUMN *-P K-3 LOAD GROUP HL VL LNL MR VR LNR DL 0.0 0.3M04. 0.3 0.0 LEO -3.5 -3.6 3.6 0.0 LNLI -4.6 -4.7 4.7 0.0 LNL2 4.5 4.7 -4.7 0.0 LOAD GROUP DESCRIPTION DL , Roof Dead Load LEO Longitudinal Seismic Load LNL1 , wind from Left to Right with +GCpi ' LWL.2 wind from Right to Left with -GCpi Page 31 FRAME ID N8 USER NAME,txphan DATE, 8/7/20 PAGE-8-2 pf 20.110. main building at p JOB NAME-72413A FILE,pframe_g.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 4-CGridIIne G) NOTES:(1) A l l react i ons are i n k i ps and k i p-Ft. TIME,10:32:15 Q) Prinary wind load cases are not concurrent. (3) X-brocing reactions (RBPULW and RBUPEO) are combined withLUL and LEO groups only. REACTION7N[ffAT ONS HL --HR �VL 1VR x-3 x-4 LOAD GROUP REACTION TABLE GRIDLINES x = G COLUMN x-3 x-4 LOAD GROUP HL VL I LNL HR I VR LNR DL D.0 0.3 0.0 -0.OL 0.31 0.0 LEO -3.4 -IS 0.0 -3.4 3.5 0.0 LWLI -3.9 -4.0 0.0 -3.9 4.0 0.0 LWL2 3:9 4.0 0.0 3.9 -4.01 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load LEO Longitudinal Seismic Load LWLI Wind fron Left to Right with +GCpi LWL2 Wind fro. Right to Left with -GCpi Page 32 O FRAME DESCRIPTION+ USER NAME,txphan DATE- B/ 7/20 PAGE,Ell-2 Endaall EVD JOB NAME=72413A FILE+REW4BLDG1 PATH, R+\jobs\Active\Eng\17-B-72413\ver01-txphan\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE= All reactions are in kips and kip-Ft. TIME+10=17:40 REACTION NOTATIONS IVL iVI iV2 IV3 6-A 6-11 6-D 6-E LOAD GROUP REACTION TABLE COLUMN Extra ut 6-A 6-B 6-D 6-E LOAD GROUP HL VL LL HI VI Ll H2 V2 L2 143 V3 L3 D 0. 1.5 0.0 0. 0.9 0.0 0. 0.7 0.0 0. 0.4 0. L 0. 0.8 0.1 - 0. 1.5 0.2 0. 0.6 0.1 0. 0. 0. S 0. 2.1 0.2 0. 3.7 0.4 0. 2.0 0.2 0. 0. 0. SBAL 0. 2.1 0.2 0. 3.7 0.4 0. 2.0 0.2 0. 0. 0. DR 0. 1.1 0.1 0. 1.9 0.1 0. 1.0 0.1 0. 0. 0. W+ 0. 0.2 2.0 0. 0.3 3.4 0. 0.1 2.7 0. W- 1 0. 1 -1.7 -2.2 0. -2.5 -4.0 0. 1 -1.4 -3.1 0. 0. -3.1 WL 0. -1.7 -0.1 0. -2.5 -0.3 0. -1.4 -0.2 0. 0. D. WR 0. -1.7 -G.1 0. -2.5 -0.3 0. -1.4 -0.2 0. 0. D. W16+ 0. 0. 2.0 0. 0. 3.8 0. 0. 3.0 0. 0. 3.2 E+ 0. 0. 0.1 0. 0. 0.1 0. 0. O.1 0. 0. 0.1 E- 0. 0. -0.1 0. 0. -0.1 0. 0. -0.1 0. 0. -0.1 W16- 0. 0. 0. 0. 0. -3.8 0. 0. -3.0 0. 0. -3.2 i OAD GR13LIP DESCRIPTInm D + DEAD LOAD L - LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW DR DRIFT SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WL WIND FORCE FROM THE LEFT WR WIND FORCE FROM THE RIGHT W16+ MIN. 16 PSF WIND AS AN INWARD ACTING PRESSURE E+ EARTHQUAKE FORCE ACTING INWARD E- = EARTHQUAKE FORCE ACTING OUTWARD W16- MIN. 16 PSF WIND AS AN OUTWARD ACTING SUCTION Page 33 CLEARVU I N S P E C T I O N S Ryan Wild 518.832.9213 info@clearvuinsl2ections.com To whom this may concern: We, ClearVU Inspections, intend to perform a one-point air tightness, blower door test on the commercial building to be constructed at 44 Carey Road. Testing procedure will be performed as per IECC—C402.5. Ryan Wild HERS Rater/Blower Door Tester c®p ClearVU Inspections www.clearvuinspections.com