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CC-0760-2021 t Office Use Only PRINCIPLE STRUCTURE PERMIT APPLICATION Permit#: CC--0'�-60-Z021 Permit Fee: Town of Queensbury 742 Bay Road,Queensbury, NY 12804 *Rec Fee: 1 P: 518-761-8256 www.queensburynet Invoice#: T Flood Zone? Y Reviewed s Project Location:, 000/s as ;R0e4,4 < 2 C E 0 W E V Tax Map #: 6796 . /7'/— 31/ Subdivision Name qn *TOWN BD.RESOLUTION 385-2020:$1000 recreation fee for nev F Erin!gunEits:single farr it ',&plexes/two-family, multiplefamily, apartments,condominiums, townhouses,and/ r rniUVMcgFq,-Aj@E1%%5bt�q*ories,but not mobile homes. This is in addition to the permit fee(s). BUILDING&CODES PROJECT INFORMATION: Residential X Commercial, Proposed Use: C / Ace sUr andSriks Single-Family: _Two-Family _Multi-Family(#of units:_) 1. _Custom 2. _Modular(REQUIRED: NYS stamped engineered drawings of foundation plans) Townhouse _Garage (#of cars_) _ Business Office Retail _Hotel/Motel _Industrial _Heated Warehouse/Storage Building _ Unheated Warehouse/Storage Building Amusement Ride _Other (describe: ) MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 11T floor: 7 (oaf 1ST floor: 2nd floor: 2"d floor: 3rd floor: Total square feet: MA Basement(habitable space): Total square feet: /,a�i (0 Principle Structure Packet Revised August 2021 ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ 7� a 2. Proposed use of the building: �10- a J 6*,tz5-61+0jlan 0�4(l s a4 ass-OdJej �Ces 3. If Commercial or Industrial, indicate the name of the business Int)LJ't Fa. Ire- 4. Source of Heat: XGas _Oil _Propane _Solar _Other: (Fireplaces need a separate Fuel Burning Appliances &Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan?_YES <NO Explain, if yes: 6. Are there any easements on the property?_YES <NO 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? 1 - b. Is this a corner lot? _YES _XNO c. Will the grade be changed as a result of the construction? _YES NO d. What is the water source? PUBLIC _PRIVATE WELL e. What type of wastewater system is on the parcel? XSEWER _PRIVATE SEPTIC DECLARATION: 1. I acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans, additional reviews and re-approval. 2. If,for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. 1 certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes,local building laws and ordinances, and in conformance with localzoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a N Slicensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: SIGNATURE: 2 �'U� �� �•� �� DATE: (5Prt a Principle Structure Packet Revised Aueust 2021 CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: . _ Name(s): -�/o /+n 1'i✓ G .��s ; r �wvt toi� %/rK Mailing Address, C/S/Z: -'160 Ave- Easd Awe-4 C-1 d&Zs-r Cell Phone: ( ®3 ) 6,� I— e,—P,5"02-- Land Line: � ) Email: co *-1 • Primary Owner(s): Name(s): awn �(/aw Mailing Address, C/S/Z: 1-7160 Cow Ale- Fc 62-1 0&,r12 Cell Phone: (---9:0 —.2S-0Y Land Line: &2x33 Email: t c/c r!�-1 �/ a,�� . CEO/7-7 ❑ Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the back of this form) Contractor Name(s): Contractor Trade: ow-nor p� Mailing Address, C/S/Z: �W COE -A VE 8- & fXqye,`.' � Off Cell Phone: (IJD.� ) �5����6 2--- Land Line: � ) Email: crr **Workers' Comp documentation must be submitted with this application** • Arch itect(s)/Engineer(s): l Business Name: /'l�111KeV7 G/ S Contact Name(s): Mailing Address, C/S/Z: 4-1/- —Th42 0 JU AJq AN Io,J-17c'q Cell Phone: Land Line: (Al ) �Izs gD w Email: Co Contact Person for Compliance in regards to this project: Cell Phone: ( ,� Land Line: ( e Xs ) 111;s gwc) Email:Q,1- 1 /4P ci Gix m (RAIL La`s -J Principle Structure Packet Revised January 2021 CHECKLIST--SINGLE FAMILY Project Location: �L3 LLS 9-TE 9 REQUIRED-3SETS 1. Building Permit application, completed YES NO N/A 2. Energy Code inspector's report from ResCheck, completed &signed 3. Septic alteration application, if applicable 4. Solid fuel burning or gas insert appliance form(s), if applicable 5. Driveway permit, if applicable 6. Structural drawings (3 SETS), including: a. Floor plans b. Foundation plans c. Cross sections d. Elevations e. Window&door schedule f. Natural light,ventilation & emergency egress 7. Plot plan: showing proposed structure(s) with setback dimensions from all surveyed property lines 8. Electrical inspection agency selected 9. Manual S &J 10. HRV or ERV 11. Kitchen Hood specs, if necessary CHECKLIST-- MULTI-DWELLING/COMMERCIAL Project Location: REQUIRED-2 SETS 1. Building Permit application, completed YES NO N/A 2. Energy Code inspector's report from ComCheck, completed &signed x 3. Septic alteration application, if applicable 3C 4. Solid fuel burning or gas insert appliance form(s), if applicable 5. Driveway permit, if applicable 6. Structural drawings, including: f� a. Floor plans b. Foundation plans c. Cross sections d. Elevations e. Design loads including floor, snow&wind load f. Seismic design g. Plans signed and sealed by registered architect or engineer h. Window& door schedule 7. Plot plan: showing proposed structure(s) with setback dimensions from all surveyed property lines 8. Electrical inspection agency selected 9. FINAL AS-BUILT PLANS SUBMITTED ELECTRONICALLY Principle Structure Packet Revised January 2021 FIRE MARSHAL'S OFFICE Tozvn of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Town Fair Tire 863 Route 9 CC-0760- 2021 The following comments are based on review of drawings: • Verify fire extinguisher location, • Verify storage • Exit and Emergency lighting will be verified, including exterior emergency lighting • , .: 15" ax shall b installed for :iD access, . oriel 3 00 hn-a'h��'''13IM'✓ • -e co et i�rejvt„��� ,.1, � �u, � , ins tiding: System layout S - NYS license for installer �r - Spec. sheets for all appliances and equipment External H/S at FDC, active on all alarms Sprinkler system monitoring Central station monitoring - An NFPA 72 completion report will be required An NFPA 72 inspection and testing report will be required A witness function test by the FM office is required HVAC shutdown is required - Carbon Monoxide detection required • Locks / latches on egress doors to be compliant with Chapter 10 of the IFC. Key locks and thumb turns are not accepted. Fire Marshal 's Office Plione: 518-761-8206 • Fax: 518-745-4437 fli-emai-shal@queensburi.net • zvww.queensbury net • _ e co - to ppression system is required. orz ed— NURA-L34egerDtcompr1anc—ejzquff •MjTijussjW.1acards�xe r_iequi ed ta co-t--t r,-o o Michael 7 Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fire Marshal 's Office - PItone: 518-761-8206 Fax: 518-745-4437 (firemarshal@queensbui-L.net a zvzvzvcueensbccr>.net CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Email: constructiontech@live.com January 26, 2022 TOWN FAIR TIRE 863 Route 9 Queensbury, New York 12804 Att'n: Mr. John Wypychoski Re: TOWN FAIR TIRE, QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Dear Mr. Wypychoski, 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: * SOIL FILLS AND BACKFILLS: Services of a Senior Materials Technician to provide onsite soil compaction verification. Testing and evaluation of fill and backfill materials shall be in accordance with ASTM D-1556: Sand Cone Method or ASTM D-2922: Nuclear Gauge Density Method. * CONCRETE STEEL REINFORCEMENT: Services of a Senior Materials Technician to provide onsite concrete reinforcing steel verification. Evaluation of reinforcement installations shall include bar size; welding,bending and fabrication techniques; lapped and tied connections, cleanliness, alignment, spacing and formwork clearances. Evaluation and recordation shall be in accordance with the American Concrete Institute (ACI) and the Concrete Reinforcing Steel Institute (CRSI). * PORTLAND CEMENT CONCRETE: Services of a Senior Materials Technician, certified as required in ASTM C-94, by the American Concrete Institute(ACI) to Grade I,Field Technician. Services shall include tests for slump, entrained air, temperatures, unit weight/yield and fabrication of test specimens. Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications. * 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 $ 45.50 Transportation per mile portal-to-portal 0.75 January 26, 2022 TOWN FAIR TIRE Re: TOWN FAIR TIRE,QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services II. LABORATORY SERVICES: Soil Particle Size Analysis (Sieve Analysis),per sample $ 70.00 Soil Moisture/Density Relation(Proctor),per sample 110.00 Compression Test of Concrete Test Cylinders,per cylinder 9.50 III. EQUIPMENT CHARGES: Nuclear Soil/Asphalt Density Gauge,per day $ 70.00 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. CONSTRUCTION TECHNOLOGY also provides other forms of testing and inspection services. Should there be requirements other than those listed,please allow us to modify this proposal or resubmit a suitable proposal for additional work. We appreciate your interest in our firm.We look forward to serving the construction materials inspection, testing and laboratory requirements of TOWN FAIR TIRE. If there are any questions, or when we may be of assistance,please contact this office immediately. Respectfully, CONSTRUUCTION TECHNOLOGY R0'4w.C�.eDWia Robert Behan (NICET) Manager Technical Services e8jeCOMcheck Software Version 4.1.5.3 Envelope Compliance Certificate REVIEWED FOR Project Information ENERGY CODE COMPLIANCE Energy Code: 2018 IECC Project Title: Town Fair Tire Center Location: Glens Falls, New York Climate Zone: 6a Project Type: New Construction R=E C�Py Vertical Glazing/Wall Area: 22% Construction Site: Owner/Agent: Designer/Contractor: 863 Route 9 Queensbury, NY Additional Efficiency Package(s) Credits: 1.0 Required 1.0 Proposed Reduced Air Infiltration,1.0 credit Building Area Floor Area 1-Retail :Nonresidential 7269 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(a) Perimeter Roof 1:Insulation Entirely Above Deck,[Bldg.Use 1 -.Retail] 7155 — 30.0 0.032 0.032 Floor 1:Slab-On-Grade:Unheated Fully Insulated(user specified 342 -- 10.0 0.360 0.540 perimeter R-value+R-10.0 under slab),[Bldg.Use 1 -Retail](d) NORTH Exterior Wall 1:Other Exterior Wall,Heat capacity 1.0,[Bldg.Use 1 - 1556 — -- 0.042 0.051 Retail](p) Door 1:Insulated Metal,Swinging,[Bldg.Use 1 -Retail] 14 — -- 0.125 0.370 Exterior Wall 2:Other Exterior Wall,Heat capacity 1.0,[Bldg.Use 1 - 170 — -- 0.100 0.051 Retail](b) Door 2:Insulated Metal,Swinging,[Bldg.Use 1 -Retail] 10 — — 0.125 0.370 EAST Exterior Wall 3:Other Exterior Wall,Heat capacity 1.0,[Bldg.Use 1 - 1663 — -- 0.042 0.051 Retail](b) Window 1:Metal Frame with Thermal Break:Fixed,Perf.Specs.: 571 — -- 0.368 0.360 Product ID P-KAW-17849,SHGC 0.34,VT 0.62,[Bldg.Use 1- Retail](c) Door 3:Glass(>50%glazing):Metal Frame,Entrance Door,Perf. 42 — -- 0.368 0.770 Specs.:Product ID P-KAW-17849,SHGC 0.34,VT 0.62,[Bldg.Use 1 - Retail](c) SOUTH Exterior Wall 4:Other Exterior Wall,Heat capacity 1.0,[Bldg.Use 1 - 1556 — -- 0.042 0.051 Retail](b) Door 4:Insulated Metal,Swinging,[Bldg.Use 1 -Retail] 38 -- -- 0.125 0.370 Exterior Wall 5:Other Exterior Wall,Heat capacity 1.0,[Bldg.Use 1 - 170 -- -- 0.100 0.051 Retail](b) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 1 of 11 F AsseRibly :Gross_Area Cavity Coot. Proposed Budget':U=: pr P-malue R=Value U=Faclor. Factorial Perimeter Door.S�:Insulafed'.[Irletal;Swingin;;[Bldg.lJsei7-Retail]„ 10 — :0:125 A.370' EST Eicten6t•:WaIl6,Qther�xfeiiorVNall;_Heat:oapaatyl 0:[131dg.Use 1- t,123 — -- 0.:42: AM; Retailj,;(b), Door 6 Insuiated.Metal,Non=Sw nginq,,P ,-,,5e:,1;-Retail] 72t); -V 60 0:1.79. (a};Budget.U=factors,areusedfdrsoftwa�evbaseline�calculations;ONLY,,,and:are not;code.�requireme_nts;. (b)'04ti_er'components regwre supporGng,documentatiors forproposed(1 factors.: (c)EFenestration product,peiformancemust=.be certified.in.ardance,with'_NFRC:and.reguiresaupPorting documentation; (d)Slab On Grade proposed and budget lJ-factor§shown'n table are'F factors: 'Envelope PASSESDesign 19% better than code Etivelope_Comphance Statement. ComPliance.;5tatement:;TYie:;proposed_envelope:design.represented tn,th s;doeumentas,:consistent..with.thebuildtng;plans; ,4kop.ieattons and•otiie�`calculattons submitted_WIMthis;permit application The;proposed envelope"systems have been :designed,to,meet the 20181ECC..requirements:tn:COMcheckV n:4: :5 3 and:to comply:With;any applicable mandator. requirements listed inane Inspection Checklist:. y me; Title ;Signs a Date tiED;Aq , Projeet'Title: TawnfairTire Center Raport date:` 07]221 D.ataifilenaine: C\TF47.9=Queen''sburyNY863RtO\TF47.9COMGheizk;tck Page 2,4, A COMcheck Software Version 4.1.5.3 Inspection Checklist Energy Code: 2018 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement,the user certifies that a code requirement will.be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Re .ID C103.2 ;Plans.and/or specifications provide all I❑Complies :Requirement will be met. [PR1]1 :information with which compliance ;❑Does Not can be determined for the building ; ; envelope and document where ;❑Not Observable exceptions to the standard are ,❑Not Applicable claimed. C402.4.1 'The vertical fenestration area <= 30 ;❑Complies ;Requirement will be met. [PR10]1 E percent of the gross.above-grade wall ❑Does Not ;area. ![]Not Observable ❑Not Applicable C402.4.1 ;The skylight area <=3 percent of the ;❑Complies ,Requirement will be met. [PR11]1 !gross roof area. ;❑Does Not ❑Not Observable; ❑Not Applicable C406 ;Plans,specifications,and/or ;❑Complies ,Requirement will be met. [PR9]1 calculations provide all information 1❑Does Not !with which compliance can be ;determined for the additional energy ;❑Not Observable 'efficiency package options. ;❑Not Applicable ; Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page_ 3 of 11 Section # Footing/Foundation Inspection Complies? Comments/Assumptions & Re .ID C303.2 'Slab edge insulation installed per ?❑Complies ;Requirement will be met. [FO4]2 Smanufacturer's instructions. :❑Does Not ❑Not Observable ❑Not Applicable C303.2.1 ;Exterior insulation protected against ;❑Complies ;Requirement will be met. [FO6]1 (damage,sunlight, moisture,wind, ;❑Does Not ;landscaping and equipment ; maintenance activities. ;❑Not Observable ;❑Not Applicable ; C105 Installed slab-on-grade insulation type ;❑Complies ;See the Envelope Assemblies table for values. [FO3]2 and R-value consistent with insulation :❑Does Not specifications reported in plans and COMcheck reports. :❑Not Observable ❑Not Applicable ; C402.2.4 Slab edge insulatioh'depth/length. ;❑Complies ;Exception: Requirement does not apply. [FO7]2 ;Slab insulation extending away from :❑Does Not 2 building is covered by pavement or ; ;See the Envelope Assemblies table for values. ff>= 10 inches of soil. QNot Observable, ❑Not Applicable C402.2.6 ;Radiant heating systems panels ;❑Complies ;Exception: Requirement does not apply. [FO12]3 insulated to>=R-3.5 on face opposite �,❑Does Not space being heated. ❑Not Observable See the Envelope Assemblies table for values. I ;❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3. Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 4 of 11 Section # Framing/Rough-In Inspection Complies? Comments/Assumptions &Re .ID C303.1.3 jFenestration products rated in ;❑Complies ;Requirement will be met. [FR12]2 accordance with NFRC. ;❑Does Not ;❑Not Observable; ;❑Not Applicable C303.1.3 ;Fenestration products are certified as ;❑Complies ;Requirement will be met. [FR13]1 to performance labels or certificates :[]Does Not provided. :,[--]Not Observable:. :,[--]Not Applicable C402.4.3 ;Vertical fenestration SHGC value. ;❑Complies ;See the Envelope Assemblies fable for values. [FR10]1 ![--]Does Not I ;❑Not Observable; i ;❑Not Applicable C402.4.3, ;Vertical fenestration U-Factor. ;❑Complies ;See the Envelope Assemblies table for values. C402.4.3. i ;❑Does Not 4 [FR8]1 ; :❑Not Observable; ;❑Not Applicable ; I I C402.4.4 U-factor of opaque doors associated ;❑Complies ;See the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ;❑Does Not ; meets requirements. i ;❑Not Observable; ;❑Not Applicable C402.5.1. ,The building envelope contains a I❑Complies :Requirement will be met. 2.1 :continuous air barrier that is sealed in :[:]Does Not [FR19]1 ;an approved manner and material I permeability<=0:004 dfm/ft2.Air :❑Not Observable :barrier penetrations are sealed in an �❑Not Applicable lapproved manner. ; C402.5.2, ;Factory-built fenestration and doors, I❑Complies :Requirement will be met. C402.5.4 are labeled as meeting air leakage ;❑Does Not [FR18]3 l requirements. :[]Not Observable ;❑Not Applicable C402.5.7 ;Vestibules are installed on all building ;❑Complies ;Requirement will be met. [FR17]3 entrances. Doors have self-closing T❑Does Not devices. ❑Not Observable :[]Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 5 of 11 Section # Mechanical Rough-in Inspection Complies? Comments/Assumptions & Re .ID C402.5.5, IStair and elevator shaft vents have ;❑Complies ;Exception: Requirement does not apply. C403.2.4. motorized dampers that automatically :❑Does Not 3 ;close.Refernece section C403.7.7 for [ME3]3 !operational details. :❑Not Observable :❑Not Applicable ; Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) . Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 6 of 11 / a ESection Rough-in Electrical Inspection Complies? Comments/Assumptions D C405.6 Low-voltage dry-type distribution ;❑Complies ;Exception: Requirement does not apply. [EL26]2 electric transformers meet the UDoes Not minimum efficiency requirements of ❑ Fable C405.6. Not Observable :❑Not Applicable C405.7 Electric motors meet the minimum ;❑Complies ;Exception: Requirement does not apply. [EL27]2 efficiency requirements of Tables' UDoes Not C405.7(1)through C405.7(4). ' ;❑Not Observable; Efficiency_verified through certification, , under,an approved certification ❑Not Applicable program or the equipment efficiency ; ratings shall be provided,by motor manufacturer(where certification programs do not exist). ; C405.8.2, Escalators and moving walks comply ;❑Complies ;Exception: Requirement does not apply. C405.8.2. with ASME A17.1/CSA B44 and have 1❑Does Not 1 automatic controls configured to [EL28]2 reduce speed to the minimum_ ❑Not Observable permitted speed in accordance with 1❑Not Applicable 1ASME A17.1/CSA B44 or applicable }local code when not conveying passengers. C405.9 Total voltage drop across the ?[ Complies :Requirement will be met. [EL29]2 combination of feeders and branch ;❑Does Not circuits<=5%. ;❑Not Observable; ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 7 of 11 Section # Insulation Inspection Complies? Comments/Assumptions & Re .1 D C303.1 ;Roof insulation installed per ;❑Complies ;Requirement will be met. [IN3]1 (manufacturer's instructions. Blown or 1ODoes Not poured loose-fill insulation is installed ;only where the roof slope is <=3 in ;❑Not Observable 12, ;❑Not Applicable ; C402.2.1 ;Insulation installed on a suspended ;❑Complies ;Exception: Requirement does not apply. [IN20]1 "ceiling having ceiling tiles is not being []Does Not !specified for roor/ceiling assemblies. ;Continuous insulation board installed ;❑Not Observable in 2 or more layers with edge joints ❑Not Applicable !offset between layers. ; C303.1 !Building envelope insulation is labeled MComplies ;Requirement will be met. [IN10]2 with R-value or insulation certificate :❑Does Not ,providing R-value and other relevant data. ![]Not Observable; ;❑Not Applicable ; C303.2 ;Above-grade wall insulation installed ;❑Complies ;Requirement will be met. [IN7]1 :per manufacturer's instructions. :❑Does Not ;❑Not Observable; ❑Not Applicable C303.2.1 !Exterior insulation is protected from ;❑Complies ;Requirement will be met. [IN14]2 !damage with a protective material. !❑Does Not Verification for exposed foundation i insulation may need to occur during ;❑Not Observable Foundation Inspection. ;❑Not Applicable ; C402.1.3 ;Non-swinging opaque doors have R- ;❑Complies ;Requirement will be met. [IN19]3 �4.75 insulation. ;❑Does Not ' !❑Not Observable ❑Not Applicable C105 !Installed above-grade wall Insulation ;❑Complies ;See the Envelope Assemblies table for values. [IN6]1 :type and R-value consistent with ;❑Does Not ;insulation specifications reported in ; ; ;plans and COMcheck reports. UNot Observable ; ;❑Not Applicable . C402.2.3 !Installed floor insulation type and R- ;❑Complies ;See the Envelope Assemblies table for values. [IN8]z (value consistent with insulation ;❑Does Not specifications reported in plans and COMcheck reports. ❑Not Observable ❑Not Applicable ; C402.2.6 !Radiant panels and associated ;❑Complies ;Exception: Requirement does not apply. (IN18]3 components,designed for heat ;❑Does Not ltransferfrom the panel surfaces to the, !occupants or indoor space are UNot Observable insulated with a minimum of R-3.5. ;❑Not Applicable C105 ;Installed roof insulation type and R- ;❑Complies ;See the Envelope Assemblies table for values. [IN2]1 Mvalue consistent with insulation ;❑Does Not !specifications reported in plans and COMcheck reports. For some ceiling ;❑Not Observable systems,verification may need to ;❑Not Applicable ; ;occur during Framing Inspection. C402.5.1. ;All sources of air leakage in the ;❑Complies ;Requirement will be met. 1 ;building thermal envelope are sealed, :❑Does Not [IN1]1 ;caulked,gasketed,weather stripped ; ; :or wrapped with moisture vapor- ;❑Not Observable permeable wrapping material to :❑Not Applicable ;minimize air leakage. Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck . Page 8 of 11 I High Impact(Tier 1) 2 Medium Impact(Tier 2). 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 9 of 11 Section # Final Inspection Complies? Comments/Assumptions &Re .ID C402.5.6 I Weatherseals installed on all loading ;❑Complies :Exception: Requirement does not apply. [FI37]1 !dock cargo door openings and provide ❑Does Not direct contact along the top and sides ;of vehicles parked in the doorway. 1❑Not Observable ;❑Not Applicable ; C402.5.6 ;Weatherseals installed on all loading ;❑Complies ;Exception: Requirement does not apply. [FI37]1 ;dock cargo door openings and provide :❑Does Not direct contact along the top and sides of vehicles parked in the doorway. :❑Not Observable ! ;❑Not Applicable ; C402.5.6 ;Weatherseals installed on all loading ;❑Complies ;Exception: Requirement does not apply. [FI37]1 `dock cargo door openings and provide :❑Does Not :direct contact along the top and sides ' :of vehicles parked in the doorway. I❑Not Observable :,[]Not Applicable C402.5.6 ;Weatherseals installed on all loading ;❑Complies :Exception: Requirement does not apply. [F137]1 :dock cargo door openings and provide :❑Does Not ;direct contact along the top and sides ; of vehicles parked in the doorway: ;❑Not Observable; ;❑Not Applicable ; C402.5.8 'Recessed luminaires in thermal ;❑Complies ,Exception: Requirement does not apply. [F126]3 envelope to limit infiltration and be IC :❑Does Not )rated and labeled.Seal between ❑Not Observable; interior finish and luminaire housing. ❑Not Applicable , C408.1.1 ;.Building operations and maintenance ;❑Complies ;Requirement will be met. [FI57]1 :documents will be provided to the 1❑Does Not owner.Documents will cover manufacturers' information, UNot Observable 1 :specifications, programming ;❑Not Applicable I procedures and means of illustrating ; ,to owner how building, equipment and; :systems are intended to be installed, 1 ,maintained,and operated. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 10 of 11 Project Title: Town Fair Tire Center Report date: 10/12/21 Data filename: C:\TF479-QueensburyNY863Rt9\TF479COMCheck.cck Page 11 of 11 COMcheck Software Version 4.1.5.3 Interior Lighting Compliance Certificate g g p Project Information Energy Code. 2018 I ECC Project Title: Town Falr Tire Center(221254) Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 863 Route 9 Robert Greene Queensbury,NY Electgrical Systems Engineering 22 Manchester Road Additional Efficiency Padkage(s) suite 8A Deny,,NH 03038 (603)870-9009 scoff@eseinc.co Credits: 1.0 Required 0.0 Proposed Unspeeffied,0.0 credit Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/tt2 (B X C) 1-Service(Automotive:Vehieular Maintenance Area) 2600 0.56 1456 2-Sales/Display(Retail:Sales Area) 4430 1.22 5405 Total Allowed Watts= 6861 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 Watt. 1-Service(Automo' •Vehicular Maintenance Area) P2:P2:HIGHBAY FIXTURE:Other: 1 21 138 2898 2-SaleslDisplay(Retail:Sales Area) P1:Pi:HIGHBAY FIXTURE:Other: 1 22 141 3111 R1:R1:2X4 FLAT PANEL:Other: 1 5 20 100 R2:R2:6"ROUND DOWNLIGHT:Other: 1 1 12 12 Total Proposed Watts= 6121 Interior Lighting PASSES: Design 11% better than code Interior Lighting Compliance Statement Compllance 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 desig to meet the 2018 IECC requirements 1n COMcheck Versio 1. .3 n with any applicable mandatory re r ents listed i tt a Inspection Checklist. Name--Title Signature Date Project Title: Town Fair Tire Center(221254) Report date: 01/06/22 Data fllename: j::\ESE File ServerVobs\2021\221254\Admin\ComCheck\TFTQueensburyNY863Rt9COMCheck Page 1 of 6 FAILED.cck COMcheck Software Version 4.1.5.3 Mechanical Compliance 'Certificate Project Information Energy Code: 2018 IECC Project Title: Town Fair Tire Center Location: Glens Falls, New York Climate Zone: 6a Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 863 Route 9 Queensbury, NY Additional Efficiency Package(s) Credits: 1.0 Required- 1.0 Proposed Reduced Air Infiltration,1.0 credit Mechanical Systems List Quantity System Type&Description 2 Sales RTUs(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=125 kBtu/h Proposed Efficiency=82.40%Et,Required Efficiency: 80.00%Et or 80%AFUE Cooling:1 each-Single Package DX Unit,Capacity=72 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency 12.00 EER,Required Efficiency: 11.00 EER +12:6 IEER Fan System: MUA--Compliance(Motor nameplate HP method):Passes Fans: FAN 1 Supply,Constant Volume,900 CFM,0.8 motor nameplate hp,0.0 fan efficiency grade 1 Infrared Heaters(Single Zone): Heating:2 each-Radiant Heater,Gas,Capacity=100 kBtu/h No minimum efficiency requirement applies Fan System: None 1 Makeup Air(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=100 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency: 80.00%Et or 80%AFUE Fan System: MUA—Compliance(Motor nameplate-HP method):Passes Fans: FAN 1 Supply,Constant Volume;900 CFM,0.8 motor nameplate hp,0.0 fan efficiency grade 1 EH-1,2,3(Single Zone): Heating:3 each-Radiant Heater,Electric,Capacity=2 kBtu/h No minimum efficiency requirement applies Fan System: None 1 EH-4(Single Zone): Heating:1 each-Radiant Heater,Electric,Capacity=1 kBtu/h No minimum efficiency requirement applies Fan System: None 2 Water Heaters: Electric Storage Water Heater,Capacity:20 gallons Proposed Efficiency:0.90 SL,%/h(if>12 kW),Required Efficiency:1.65 SL,%/h(if>12 kW) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 1 of 15 i i 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 pr posed mechanical systems have been designed to meet the 2018 IECC requirements in COMcheck Version 4.1. .3 and to omply with any applicable mandatory requirements listed in the Inspection Checklist. i OREniM UYIoR�I1L—�Euto� �n1�na� R. 10-22�Z1 Name-Title Signature Date i P��pF NEwY� C� GPM C. r. �2��Op°•09361rO� 0 S P� .. I I I i I f 4 f I I P i I 1 I I } i i Project Title: Town Fair Tire Center Report date: 10/27/21 ; Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 2 of 15 {y 1 1 COMcheck Software Version 4.1.5.3 Inspection Checklist Energy Code: 2018 IECC Requirements: 99.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided_by the user in the COMcheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Re .ID C103.2 ;Plans,specifications,and/or ;❑Complies ;Requirement will be met. [PR2]1 :calculations provide all information ;❑Does Not with which compliance can be ;determined for the mechanical ;❑Not Observable :systems and equipment and 1❑Not Applicable document where exceptions to the ; standard are claimed. Load i calculations per acceptable ;engineering standards and handbooks. C103.2 ;Plans,specifications, and/or ;❑Complies ;Requirement will be met. [PR3]1 !calculations provide all information ;❑Does Not !with which compliance can be ;determined for the service water ;❑Not Observable !heating_systems and equipment and 1,❑Not Applicable !document where exceptions to the ; standard are claimed. Hot water system sized per manufacturer's i ,sizing guide. C406 ;Plans,specifications, and/or ;❑Complies ;Requirement will be met. [PR9]1 calculations provide all information ❑Does Not with which compliance can be ;determined for the additional energy :[]Not Observable efficiency package options, ;❑Not Applicable ; Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3). Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 3 of 15 Section # Footing/Foundation Inspection Complies? Comments/Assumptions & Re .ID I T C402.2.6 ;Radiant heating systems panels ;❑Complies ;Exception: Requirement does not apply. [FO12]3 !insulated to>=R-3.5 on face opposite !❑Does Not space being heated. ;See the Envelope Assemblies table for values. i ,❑Not Observable ❑Not Applicable C403.12.2;Snow/ice melting system and freeze ;❑Complies ;Exception: Requirement does not apply. protection systems have sensors and E❑Does Not C403.12.3 controls configured to limit service for [FO9]3 ;pavement temperature and outdoor ;[]Not Observable temperature.future connection to ;❑Not Applicable ; controls. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 4 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Re .ID C404.5, ;Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, ;to pipe length and volume ;❑Does Not C404.5.2 ;requirements. Refer to section details. [PL6]3 ; :[]Not Observable ;❑Not Applicable ; I C404.5, ;Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, Ito pipe length and volume ❑Does Not C404.5.2 ;requirements. Refer to section details. ;❑Not Observable } [PL6]3 : Not Applicable C404.5, ;Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, Ito pipe length and volume UDoes Not C404.5.2 requirements. Refer to section details. 1 [PL6]3 UNot Observable ; ;❑Not Applicable C404.5, ►Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, :to pipe length and volume UDoes Not C404.5.2 ;requirements. Refer to section details. ;❑Not Observable [PL6]3 :❑Not Applicable 1 , C404.5, ;Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, ;to pipe length and volume ;❑Does Not C404.5.2 'requirements. Refer to section details. ;❑Not Observable; I [PL6]3 ;❑Not Applicable C404.5, ;Heated water supply piping conforms ;❑Complies ;Requirement will be met. C404.5.1, Ito pipe length and volume UDoes Not C404.5.2 ;requirements. Refer to section details. [PL6]3 ;❑Not Observable ❑Not Applicable C404.6.3 ;Pumps that circulate water between a ;❑Complies ;Exception: Requirement does not apply. [PL7]3 �heater and storage tank have controls !❑Does Not ;that limit operation from startup to <=5 minutes after end of heating ;❑Not Observable .cycle. ;❑Not Applicable ; C404.6.3 Pumps that circulate water between a ;❑Complies :Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls �,❑Does Not :that limit operation from startup to ' <=5'minutes after end of heating ❑Not Observable cycle. ;❑Not Applicable ; C404.6.3 Pumps that circulate water between a i❑Complies :Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls I❑Does Not ; that limit operation from startup to <=5 minutes after end of heating ;❑Not Observable cycle. ;❑Not Applicable ; C404.6.3 Pumps that circulate water between a ;❑Complies ;Exception: Requirement does not apply. [PL7]3 :heater and storage tank have controls T❑Does Not ;that limit operation from startup to ; ; <=5 minutes after end of heating ;❑Not Observable cycle. ;❑Not Applicable ; C404.6.3 ;Pumps that circulate water between a ;❑Complies !Exception: Requirement does not apply. [PL7]3 i heater and storage tank have controls :❑Does Not ;that limit operation from startup to ; '<=5 minutes after end of heating ;❑Not Observable cycle. ;❑Not Applicable C404.6.3 i Pumps that circulate water between a ;❑Complies !Exception: Requirement does not apply. [PL7]3 �heater and storage tank have controls ❑Does Not that limit operation from startup to <=5 minutes after end of heating ;❑Not Observable ;cycle. El Not Applicable 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 5 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.7 ;Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 !have controls that start the pump ;❑Does Not ;upon receiving a signal from the action of a user of a fixture or ;❑Not Observable ;appliance and limits the temperature �❑Not Applicable of the water entering the cold-water ; !piping to 104°F. C404.7 ;Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 have controls that start the pump E❑Does Not ;upon receiving a signal from the ;action of a user of a fixture or UNot Observable ;appliance and limits the temperature tlNot Applicable ;of the water entering the cold-water ; ;piping to 104°F. C404.7 :Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 have controls that start the pump ;❑Does Not upon receiving a signal from the ;action of a user of a fixture or UNot Observable appliance and limits the temperature t❑Not Applicable ; ;of the water entering the cold-water piping to 104°F. 1 1 C404.7 !Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 ;have controls that start the pump !❑Does Not upon receiving a signal from the action of a user of a fixture or UNot Observable ,appliance and limits the temperature ❑Not Applicable of the water entering the cold-water piping to 104°F. 1 C404.7 (Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 :have controls that start the pump ;❑Does Not upon receiving a signal from the action of a user of a fixture or UNot Observable appliance and limits the temperature 1❑Not Applicable of the water entering the cold-water ;piping to 104°F. C404.7 !Demand recirculation water systems ;❑Complies :Exception: Requirement does not apply. [PL8]3 !have controls that start the pump ;❑Does Not 'upon receiving a signal from the :action of a user of a fixture or ❑Not Observable appliance and limits the temperature !❑Not Applicable ;of the water entering the cold-water piping to 104°F. ; Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 6 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Re .ID C402.2.6 ;Thermally ineffective panel surfaces of;❑Complies ;Requirement will be met. [ME41]3 ;sensible heating panels have i❑Does Not ;insulation >=R-3.5. ;❑Not Observable; ❑Not Applicable C403.11.3 HVAC piping insulation insulated in ;❑Complies ;Exception: Piping within HVAC equipment. [ME61]2 accordance with Table C403.11.3. UlDoes Not ;Insulation exposed to weather is Iprotected.from damage and is ' UNot Observable it provided with shielding from solar 1❑Not Applicable i radiation. ; C403.11.3 HVAC piping insulation insulated in 0Complies :Exception: Requirement does not apply. [ME61]2 accordance with Table C403.11.3. :❑Does Not ; Insulation exposed.to weather is ; ; protected from damage and is UNot Observable provided with shielding from solar :❑Not Applicable radiation. ; C403.11.3HVAC piping insulation insulated in ;❑Complies ;Exception: Requirement does not apply. [ME61]2 accordance with Table C403.11.3. :❑Does Not Insulation exposed to weather is ; "protected from damage and is UNot Observable 7 provided with shielding from solar 1❑Not Applicable radiation. ; C403.8.1 ;HVAC fan systems at design ;❑Complies ;Requirement will be met. [ME65]3 conditions do not exceed allowable UDoes Not fan system motor nameplate hp or fan; ;See the Mechanical systems list for values. ;system bhp. :❑Not Observable, ❑Not Applicable C403.8.1 HVAC fan systems at design ;❑Complies ;Exception: Requirement does not apply. [ME65]3 conditions do not exceed allowable :❑Does Not Ifan system motor nameplate hp or fan; ;See the Mechanical Systems list for values. system bhp. ,❑Not Observable, ❑Not Applicable C403.8.1 !HVAC fan systems at design ;❑Complies :Exception: Requirement does not apply. [ME65]3 conditions do not exceed.allowable ;❑Does Not 'fan system motor nameplate hp or fan; :See the Mechanical Systems list for values. ;system bhp. :❑Not Observable ;❑Not Applicable C403.8.3 Fans have efficiency grade(FEG) >_ ;❑Complies ;Exception: Single fans with motor nameplate horsepowerof= [ME117]2 67.The total efficiency of the fan at !❑Does Not :5 hp. #the design point of operation<= 15% of maximum total efficiency of the ;❑Not Observable fan. ;❑Not Applicable ; C403.8.3 Fans have efficiency.grade(FEG)>_- VComplies :Requirement will be met. [ME117]2 67.The total efficiency of the fan at :❑Does Not the design point of operation<= 15% of maximum total efficiency of the UNot Observable fan. ;❑Not Applicable ; C403.8.3 Z Fans have efficiency grade-(FEG) >_ ;❑Complies ;Requirement will be met. [ME117]2 67.The total efficiency of the fan at ;❑Does Not the design point of operation <= 15% ;❑Not Observable; of maximum total efficiency of the ; fan. ;❑Not Applicable ; C403.8.4 Motors for fans that are not less than ;❑Complies ;Requirement will be met. [ME142]2 1/12 hp and less than 1 hp are ;❑Does Not electronically commutated motors or have a minimum motor efficiency of ;❑Not Observable 70 percent.These motors have the ,❑Not Applicable means to adjust motor speed. ; 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 7 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Re .ID C403.8.4 Motors for fans that are not less than ;❑Complies :Requirement will be met. [ME142]2 1/12 hp and less than 1 hp are ;❑Does Not ;electronically commutated motors or have a minimum motor efficiency of ;❑Not Observable 70 percent.These motors have the .❑Not Applicable ; means to adjust motor speed. C403.8.5 Each DX cooling system > 65 kBtu ;❑Complies ;Requirement will be met. [ME143]2 and chiller water/evaporative cooling :❑Does Not !system with fans> 1/4 hp are f designed to vary the indoor fan airflow;❑Not Observable as a function of load and comply with I❑Not Applicable ; detailed requirements of this section. ; C403.8.5 ;Each DX cooling system > 65 kBtu ;❑Complies ;Requirement will be met. [ME143]2 and chiller water/evaporative cooling :❑Does Not system with fans> 1/4 hp are UNot Observable; "designed to vary the indoor fan airflow; as a function of load and comply with. ❑Not Applicable ; ,detailed requirements of this section. ; C403.12.1'Systems that heat outside the building;❑Complies ;Exception: Requirement does not apply. [ME71]2 envelope are radiant heat systems !❑Does Not ,controlled by an occupancy sensing ; device or timer switch. :❑Not Observable ❑Not Applicable C403.2.3 HVAC equipment efficiency verified. ;❑Complies ;See the Mechanical systems list for values. [ME55]z UDoes Not ;❑Not Observable; ❑Not Applicable C403.5.5 Fault detection and diagnostics . ;❑Complies :Requirement will be met. [ME113]2 installed with air-cooled unitary DX UDoes Not units having economizers. ;[]Not Observable ❑Not Applicable C403.2.2 ;Natural or mechanical ventilation is ;❑Complies ;Requirement will be met. [ME59]1 :provided in accordance with ;❑Does Not International Mechanical Code Chapter 4. Mechanical ventilation has ;❑Not Observable capability to reduce outdoor air supply:❑Not Applicable ;to minimum per IMC Chapter 4. C403.7.1 :Demand control ventilation provided ;❑Complies ;Exception: Systems with design outdoor air of less than 1200 [ME59]1 ;for spaces>500 ft2 and >25 ;❑Does Not cfm. people/1000 ft2 occupant density and ; ;served by systems with air side :❑Not Observable economizer, auto modulating outside ;❑Not Applicable air damper control, or design airflow >3,000 cfm. ; C403.7.2 :Enclosed parking garage ventilation ;❑Complies !!Requirement will be met. [ME115]3 !has automatic contaminant detection UDoes Not ;and capacity to stage or modulate ; ;fans to 50%or less of design capacity. ;❑Not Observable ❑Not Applicable ; C403.7.6 ;HVAC systems serving guestrooms in ;❑Complies ;Exception: Requirement does not apply. [ME141]3 Group R-1 buildings with >50 ;❑Does Not guestrooms: Each guestroom is provided with controls that ❑Not Observable automatically manage temperature j❑Not Applicable setpoint and ventilation (see sections ;C403.7.6.1 and C403.7.6.2). ; C403.7.4 1 Exhaust air energy recovery on 1❑Complies :Exception: Requirement does not apply. [ME57]1 ;systems meeting Table C403.7.4(1) ;❑Does Not and C403.7.4(2). !,[]Not Observable; ❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 8 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions &Re .ID C403.7.5 ;Kitchen exhaust systems comply with ;❑Complies ;Exception: Requirement does not apply. [ME116]3 replacement air and conditioned :❑Does Not supply air limitations,and satisfy hood ;rating requirements and maximum ;❑Not Observable !exhaust rate criteria. ;❑Not Applicable C403.11.1 I HVAC ducts and plenums insulated in ;❑Complies :Requirement will be met. accordance with C403.11.1 and UDoes Not C403.11.2{constructed in accordance with [ME60]2 iC403.11.2,verification may need to ;❑Not Observable occur during Foundation Inspection. !❑Not Applicable ; C403.5, ;Air economizers provided where !❑Complies ;Requirement will be met. C403.5.1, :required, meet the requirements for E❑Does Not C403.5.2 !design capacity, control signal, [ME62]1 ;ventilation controls, high-limit shut-off,;❑Not Observable !integrated economizer control, and !❑Not Applicable ;provide a means to relieve excess ;outside air during operation. C403.5.3. ;Air economizers automatically reduce !❑Complies ;Requirement will be met. 3 !outdoor air intake to the design UDoes Not EME12431 ;minimum outdoor air quantity when outdoor air intake will not reduce []Not Observable cooling energy usage.See Table :❑Not Applicable C403.5.3.3 for applicable device types ;and climate zones. ! ; C403.5.3. (System capable of relieving excess ;❑Complies ;Requirement will be met. 4 �outdoor air during air economizer . :❑Does Not [ME125]1 ;operation to prevent overpressurizing ; ; {the building.The relief air outlet []Not Observable :located to avoid recirculation into the !❑Not Applicable building. C403.5.3. ;Return, exhaust/relief and outdoor air ;❑Complies ;Requirement will be met. 5 :dampers used in economizers have !❑Does Not [ME126]1 ;motorized dampers that automatically ; ;shut when not in use and meet ,❑Not Observable, maximum leakage rates. Reference ;❑Not Applicable ;section C403.7.7 for details. C403.4.1. ,Heating for vestibules and air curtains !❑Complies ;Exception: Requirement does not apply. 4 !with integral heating include UDoes Not [ME63]2 automatic controls that shut off the heating system when outdoor air :❑Not Observable temperatures>45F.Vestibule !❑Not Applicable ; heating and cooling systems controlled by a thermostat in the ivestibule with heating setpoint<_ 60F and cooling setpoint>= 80F. C403.3.3 !Hot gas bypass limited to: <=240 !❑Complies ;Requirement will be met. [ME35]1 kBtu/h-50%>240 kBtu/h-25% T❑Does Not ❑Not Observable; ❑Not Applicable C408.2.2. ;Air outlets and zone terminal devices !❑Complies !Requirement will be met. 1 have means for air balancing. ;❑Does Not [ME53]3 ! ;[]Not Observable; ❑Not Applicable C403.5, )Refrigerated display cases,walk-in ;❑Complies :Exception: Requirement does not apply. C403.5.1, :coolers or walk-in freezers served by :❑Does Not C403.5.2 ;remote compressors and remote ; [ME123]3 ;condensers not located in a :❑Not Observable condensing unit, have fan-powered !❑Not Applicable ; ;condensers that comply with Sections ; )C403.5.1 and refrigeration compressor! systems that comply with C403.5.2.. ! 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 9 of 15 Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 10 of 15 Section # Rough-In Electrical Inspection Complies? Comments/Assumptions &Req.ID C405.6 Low-voltage dry-type distribution ;❑Complies ;Exception: Requirement does not apply. [EL26]2 electric transformers meet the ;❑Does Not ;minimum efficiency requirements of 1 i Table C405.6. ;❑Not Observable; ❑Not Applicable C405.7 Electric motors meet the minimum ;❑Complies ;Exception: Requirement does not apply. [EL27]2 efficiency.requirements of Tables ❑Does Not {C405.7(1)through C405.7(4). ❑Not Observable; Efficiency verified through certification, under an approved certification ;❑Not Applicable ; program or the equipment efficiency ; ratings shall be provided by motor ; manufacturer(where certification programs do not exist). C405.8.2, !Escalators and moving walks comply ;❑Complies ;Exception: Requirement does not apply. C405.8.2. with ASME A17.1/CSA B44 and have :❑Does Not 1 automatic controls configured to [EL28]2 reduce speed to the minimum :[]Not Observable; permitted speed in accordance with :❑Not Applicable ; ASME A17.1/CSA B44 or applicable ; local code when not conveying ; passengers. C405.9 ;Total voltage drop across the ;[]Complies :Requirement will be met. [EL29]2 combination of feeders and branch ❑Does Not circuits<=5%. ❑Not Observable; y ;❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 11 of 15 Section # Final Inspection Complies? Comments/Assumptions & Re .ID C303.3, Furnished 0&M manuals for HVAC ;❑Complies :Requirement will be met. C408.2.5. Isystems within 90 days of system ;❑Does Not [FI8]3 acceptance. ;❑Not Observable; ❑Not Applicable C403.2.2 ;HVAC systems and equipment ;❑Complies ;Requirement will be met. [F[27]3 capacity does not exceed calculated UDoes Not i loads. ;❑Not Observable; ❑N.ot Applicable C403.2.4. ;Heating and cooling to each zone is ;❑Complies ;Requirement will be met. 1 'controlled by a thermostat control. :❑Does Not (FI47]3 ;Minimum one humidity control device ; ;per installed ,❑Not Observable, 1humidification/dehumidification ;❑Not Applicable system. C403.2.4. jHeating and cooling to each zone is ;❑Complies ;Requirement will be met. 1 !controlled by a thermostat control. ;❑Does Not [FI47]3 ;Minimum one humidity control device 'p er installed ;❑Not Observable: humidification/dehumidification :❑Not Applicable system. C403.2.4. ;Heating and cooling to each zone is ;❑Complies :Requirement will be met. 1 controlled by a thermostat control. ;❑Does Not [FI47]3 Minimum one humidity control device per installed :[]Not Observable; humidification/dehumidification :❑Not Applicable system. ; C403.2.4. Heating and cooling to each zone is ;❑Complies ;Requirement will be met. 1 !controlled by a thermostat control. ;❑Does Not [FI47]3 Minimum one humidity control device ;per installed ;❑Not Observable humidification/dehumidification :❑Not Applicable system. ; C403.2.4. :Heating and cooling to each zone is ;❑Complies ;Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [FI47]3 ;Minimum one humidity control device per installed ;❑Not Observable: humidification/dehumidification ;❑Not Applicable system. ; C403.4.1. ;Thermostatic controls have a 5 IF ;❑Complies ;Requirement will be met. 2 ldeadband. ;❑Does Not [F138]3 j ;❑Not Observable; ❑Not Applicable C403.2.4. ;Temperature controls have setpoint ;❑Complies ;Requirement will be met. 1.3 overlap restrictions. ;❑Does Not [FI20]3 ; ;❑Not Observable; :,[]Not Applicable C403.2.4. ;Each zone equipped with setback ;❑Complies ;Requirement will be met. 2 controls using automatic time clock or :❑Does Not [FI39]3 !.programmable control system. ;❑Not Observable; ❑Not Applicable C403.2.4. ;Automatic Controls: Setback to 55°F ;❑Complies ;Requirement will be met. 2.1, (heat)and 85°F(cool); 7-day clock, 2- :❑Does Not C403.2.4. ;hour occupant override, 10-hour 2.2 backup :❑Not Observable [F[40]3 .❑Not Applicable i ; 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 13 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 12 of 15 Section Co# Final Inspection mplies? Comments/Assumptions & Re .ID C403.2.4. 'Systems include optimum start ;❑Complies ;Requirement will be met. 2.3 controls. Does Not ; [F[41]3 y 111❑Not Observable ;❑Not Applicable C403.2.4. ;Systems include optimum start :❑Complies ;Requirement will be met. 2.3 !controls. :❑Does Not [F[41]3 ; !❑Not Observable ❑Not Applicable C404.3 :Heat traps installed on supply and ;❑Complies ;Requirement will be met. [FI11]3 idischarge piping of non-circulating :❑Does Not ;systems. ❑Not Observable ❑Not Applicable C404.4 ,All piping insulated in accordance with :❑Complies ;Requirement will be met. [FI25]2 section details and Table C403.11.3. 1❑Does Not ❑Not Observable ❑Not Applicable C408.9 ;Reduced air infiltration.Air infiltration ;❑Complies ; [F]56]1 :verified by whole-building ;❑Does Not ;pressurization testing conducted in ;accordance with ASTM E779 or ASTM ;❑Not Observable :E1827 by an independent third party. 1❑Not Applicable The measured air-leakage rate of the building envelope is<= 0.25 cfm/ft2 under a pressure differential of 0.3 Rinches water column,with the :calculated surface area being the sum ; :of the above-and below-grade ;building envelope. Comprehensive :report documentation will be ;submitted to the code official and the ;building owner. C408.1.1 ;Building operations and maintenance ;❑Complies ;Requirement will be met. (FI57]1 documents will be provided to the :❑Does Not owner. Documents will cover i manufacturers' information, UNot Observable :specifications, programming ,❑Not Applicable procedures and means of illustrating ; to owner how building,equipment and: systems are intended to be installed, ;maintained,and operated. C408.2.1 ;Commissioning plan developed by ;❑Complies ;Requirement will be met. [F[28]1 !registered design professional or ;❑Does Not approved agency. ; ,❑Not Observable, :,[]Not Applicable C408.2.3. ;HVAC equipment has been tested to :❑Complies :Requirement will be met. 1 :ensure proper operation. ;❑Does Not : [F131]1 ,: :❑Not Observable: ❑Not Applicable C408.2.3. i HVAC control systems have been ;❑Complies ;Requirement will be met. 2 tested to ensure proper operation, :DDoes Not [FI10]1 ;calibration and adjustment of controls.; :[--]Not Observable; ❑Not Applicable C408.2.3. ;Economizers have been tested to ;❑Complies ;Requirement will be met. 3 !ensure proper operation. ;❑Does Not : [F132]1 '❑Not Observable; ❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 13 of 15 1 � Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.4 ;Preliminary commissioning report ;❑Complies ;Requirement will be met. [FI29]1 completed and certified by registered ❑Does Not Idesign professional or approved ; (agency. UNot Observable I ;❑Not Applicable C408.2.5. ;Furnished HVAC as-built drawings !❑Complies ;Requirement will be met. 1 +submitted within 90 days of system 1❑Does Not [FI7]3 I acceptance. UNot Observable; ❑Not Applicable. C408.2.5. ;,An air and/or hydronic system ;❑Complies ;Requirement will be met. 3 !balancing report is provided for HVAC UDoes Not [FI43]1 systems. ;❑Not Observable; ;❑Not Applicable C408.2.5. !Final commissioning report due to ;❑Complies ;Requirement will be met. 4 :building owner within 90 days of ;❑Does Not [F13011 !receipt of certificate of occupancy. ; I IDNot Observable: ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3). Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 14 of 15 c � Project Title: Town Fair Tire Center Report date: 10/27/21 Data filename: T:\Drawings\2021\221096 ESE TFT Queensbury NY\TFTQueensburyNY863Rt9COMCheck.cck Page 15 of 15 MILLIKEN ASSOCIATES ARCHITECTURE•PLANNING ' d 44 TOP O HILL ROAD WAPPINGERS FALLS NEW YORK 12590-2234 TEL 845 463 3030 FAX 845 463 321 O John O'Brien, Buildings and Codes Enforcement, 742 Bay Road, Oueensbury, New York 12804 RE: Town Fair Tire Center, 863 Route 9, Oueensbury, New York January 5, 2022 Mr. O'Brien, • Please see attached the structural calculations, • o"" r�aliynxc;a cup Kati®ri4:jR r all. nTI�; ches/h ,-for mlm4,u+te r uraPt� ori: wilt T®�yea�r n e�l��`fot r�'Ou�ee.n+sbulryuarea =.x,6,.48. DownspouRt c-a4pacity =or�,In+tens'ty of 6.48 -3 188�sq.-ft, oo�area/ sq.�'ri.��own�spout area. Roo _area 69 sq. ft. / 188 - 38.7 sgin,: of;tot� ownsp�1_ cross-section area. ( ) 4 u do s outs (12.5 sq."`Fri."x 4' = 50,24 q. 'n, lot►a1 > 8 s - %n. rn+inpii 91 um) speciTIURI . O.veRlbw f�aT-uxec'to visible-=ou-tflaw-3itndudedao - . ,nd�ic�apte dr�a'9ri�do . 7 • Revised site drawings indicate design and location of oil/water.separator. • Please see attached COMcheck" • Please see attached ventilation calcualations. • Per discussions with Michael Palmer, a fire sprinkler system is not required. Sincerely, �0P� Andrew Milliken New York Registered Architect #023088 TOWN OF QUEENSBURY �Aq4, BUILDING DEPARTMENT 0. M� yij Based on our limited e;_:m;,�ation,compliance with our comments shah I,�)t be construed as A . indicating the plans and specifications are in r 2 full compliance with the Building Codes of * N * New York State. �2306� QQ� F0 ! S SPECIFICATION DRAINAGE ZURN® When it Rains - 'it Performs . . . and Then Some Get the One Drain That Works Twice as Hard Customers trust the Zurn name when it Froet Bi-Functional Roof Drain comes to proper building drainage.We've • Long-lasting construction added Froet Drain°products to our advanced • Third-party flow tested drainage offering for their value to contractors . Self-cleaning design and building owners.The bi-functional roof • 6"install height cast iron dome drain takes on the jobs of a primary and • 45-degree primary outlet connection secondary roof drain within one superior patented system. • Available for low-profile and ultra-low-profile domes Contractors experience a simplified installation.By design, • Comes in ranging dimensions,from 2"to 8" the system allows for both primary and secondary piping connections.The 45-degree primary outlet and ranging dimensions work with practically any application. Building owners realize lasting performance.The cast iron body with powder coated finish,and increased clamping ring surface reduce the possibility for leak paths.The combination membrane flashing clamp and gravel guard help protect ' against corrosion over time. ,.-a„_' - - -�-.4-•� _ _ -�':t yT yN Rl _ _ '�~„ � ���—.����,a"']'3�a—^......!!�T$a^�ir'j'3^r��¢•47�: z�-y. �t 100C FROET DRAIN® SPECIFICATION SHEET zvim® BI-FUNCTIONAL DEEP SUMP DUAL OUTLET TAG ROOF DRAIN WITH DOME Dimensional Data(inches and[mm])are Subject to Manufacturing Tolerances and Change Without Notice B 64 [159] 54 [133] E C 45° D A I--A--I A Pipe Size B C D E Dome Open p Approx.Wt. Lbs. .In. In.[mm] In.[mm] In.[mm] In.[mm] In.[mm] [kg] Area S[cmq 2[51] 10-1/4[260] 2-13/16[71] 5[127] 11-5/8[295] 21 [6] 48[310] 3[76] 14[356] 4-7/8[124] 6-7/8[175] 13-1/2[343] 47[21] 90[581] 4[102] 14[356] 4-7/8[124] 1 8[203] 14-5/8[371]1 53[24] 90[581] 5[127] 18[457] 5-1/2[140] 10-1/4[260] 16-7/8[429] 83[38] 127[819] 6[152] 18[457] 1 5-1/2[140]. 11-1/4[286] 17-7/8[454] 89[40] 127[819] 8[203] 25[635] 1 8-1/4[210] 13-3/4[349] 20-3/8[518] 122[55] 203[1310] ENGINEERING SPECIFICATION:ZURN 100C Froet Drain® Froet drain® bi-functional roof drain with 45' primary outlet connection. Powder coated cast iront deep sump body with combination membrane flashing clamp/gravel guard, overflow pipe(2",,3",4", 5", 6", 8"[51 mm, 76mm,102mm, 127mm, 152mm,203mm])with standard 5-1/4"[133mm]high cast iron dome and 6-1/4"[159mm]high cast iron overflow. OPTIONS (Check/specify appropriate options) PIPE SIZE (Specify size)OUTLET 2, 3,4, 5,6, 8t [51,76, 102, 127, 152, 203] NH No-Hub PREFIXES Z D.C.C.I. Bodyw/Cast Iron Dome" SUFFIXES -C Underdeck Clamp -ER2 Elevation Ring(2"Insulation)** -CFW Control Flow Weir"* -LP Low Profile Dome -DP Top-Set®Deck Plate(2-1/4"Elevation) -R Roof Sump Receiver -DU Cast Iron Dome on Overflow Pipe -ULP Ultra Low Profile Dome** -E Static Extension (2", 4", 6")** -VEP Vent Pipe(6"only) -ER1.5 Elevation Ring(1.5"Insulation)** -84 Stainless Steel Perforated Gravel Guard** Regularly furnished unless otherwise specified. "Not available on 2"[51]pipe size t Cast Aluminum Sum Zurn Industries, LLC I Specification Drainage Operation Rev. E 1801 Pittsburgh Avenue,Erie,PA U.S.A.16502•Ph.855-663-9876,Fax 814-454-7929 Date: 03/28/2019 In Canada I Zurn Industries Limited C.N. No: 141167 3544 Nashua Drive,Mississauga,Ontario L4V 1L2•Ph.905-405-8272,Fax 905-405-1292 www.zurn.com Prod. I Dwg. No. FROET 100C Civil&Strudural Engineers JOa�Dwh ��'� .� t'C� Quee'l ct al r ty ! 2,06 J SHEET NO. OF ENGINEEtt11�IC :1#SSpC1TES. PROFESSIONAL COR P ORA TI ON / J i CALCULATED BY &—, DATE- _ 317 River Street • P.0. Box 1576 Montpelier,VT 05601-1576 CHECKED 13Y DATE 802.223.4727 • fax:802.223.4740 www.dirtsteel.com SCALE I t i ) : t r a ! s A 9. ! ! I T a l.f x a • , + &. S i + 1 ] 7 9 r I L ,_ oveefi- & I INY 6 Cl te-V44704 1.11P TOWN OF QUEENSBURY . .......BU.IhDING.DEPARTMENT r ` Based on our limited examinatior,comp IC jce i �� �— f . P 1 p/f L.�DO;O with our,comments shall not be construe ,as `1 indicating the plans and specifications ar in \ full compliance with the Building Code. .of " P 7 C�,�� l I�J(I I(9�(50��38,SPS� New York State. , �....C �.�. _ tv — 2-5 1 i S I I i�fr mf.01)e to a-; GErti 1 wAffs Z3(Z313' =47 j Pt 1(7733)z 773` MkmA -s -E,dseA, <j�q b-oli hf°l m Lo w use, &I.-Iji4q�(hi(1 (0 I i 6/21/2021 DeWolfe Engineering Associates, PC. 11:19 AM SNOW DRIFT CALCULATION: t PROJECT: Town Fair Tire Queensbury I LOCATION: Parapet Snow Load PROJ.#: 21176 CODE: ASCE 7-10 INPUT: ON GROUND SNOW, Pq= 50.00 psf MINIMUM FLAT ROOF SNOW LOAD, Pi= 0.00 psf HEIGHT OF WALL, h,= 7.00 ft I EXPOSURE FACTOR, Ce= 1.00 THERMAL FACTOR, Ct= 1.10 IMPORTANCE FACTOR, I = 1.00 ACTUAL LENGTH OF HIGH ROOF, IuH= 0.00 ft HIGH ROOF EAVE TO RIDGE DISTANCE,W.= 0.00 ft ACTUAL LENGTH OF LOW ROOF, lug= 94.00 ft DISTANCE BTWN BLDGS, s= 0.00 .ft OUTPUT:' I - FLAT ROOF SNOW LOAD Pf=0,7*Ce*Ct*I*P9= 38,50 psf _ LENGTH OF HIGH ROOF IuH>=20= 20.00 ft LENGTH OF LOW ROOF lug>=20= 94.00 ft SNOW DENSITY, D= 20.50 pcf MAXIMUM SNOW DENSITY= 30.00 pcf THEREFORE DENSITY= 20.50 pcf HEIGHT OF BALANCED SNOW LOAD, hb= 1.88 ft MAXIMUM HEIGHT OF DRIFT, h, 5.12 ft h jhb= 2.73 ****SNOW DRIFT MUST BE CONSIDERED**" Leeward Snow Drift HEIGHT OF DRIFT SURCHARGE, hd]= 1.75 ft Windward Snow Drift HGT OF DRIFT SURCHARGE, hdw= 2.96 ft CONTROLLING HGT OF DRIFT SURCHARGE, hd= 2.96 ft DESIGN HGT OF DRIFT, hd=MIN OF hd OR h,�= 2.96 ft WIDTH OF SNOW DRIFT,w= 11.82 ft MAXIMUM DRIFT WIDTH,wd,ax= 8*hr= 40.98 ft DESIGN WIDTH,Wd= 11.82 ft FLAT ROOF.BALANCED LOAD, Pf= 38.50 psf MAX. SNOW INTENSITY AT WALL, Pm= 99.10 psf { DIFFERENCE=TRIAGULAR LOAD= 60.60 psf DISTANCE FROM WALL FOR LOAD= 11.82 ft LOAD TAPER= 5.13 :psf/ft' Sliding Snow BALANCED+SLIDING SNOW, Pm= 38.50 psf DISTRIBUTED SLIDING SNOW LOAD . 0,00 -psf DISTANCE FROM WALL FOR LOAD= 15.00 ft ****Slidingi snow must be considered for slippery upper roofs with slopes greater than 1/4 on 12 and for non- 11 _upper roofs with slopes.`reater.than 2 on 12**** ASCE 7-10 Snow Drift PC.xls 611612021 Ground Snow Load Map I Warren County COVID-19 Resource Page(https://warren-county-ny-covid-19-warrencountyny.hub.arcgis.com/) Four great seasons- one outstanding destination! I i Search How may we help you? oroun_d;. Snow Load N',a-- On the reverse of this paper is the Ground Snow Load Map for Warren County.Keep in mind any elevations above 1,000 feet,the ground snow load shall be increased from the mapped value by.2 psf for every 100 feet above 1,000 feet. I 64DW LOADS 6Nai re l C00ty �Tew Y�r3c IWIN 1C•'dli f . � l Lc{�end :xlOW7Dad5 ?9 Rtercc+xl0.wMiv:x ' L•AV .�Ct�ip 6FMutulla Y 'LULN117:e. :C.'CiY.'�Wii'i .. r,,4;S�aNrt.Yer<c,. � I M'/ifsil..uti.ew .h 1 ' �tymSPjY If M1I.:,An...ixl You can obtain the elevation figures from the Warren County GIS Spatial Data Viewer(http://gis- 2.warrencountyny.gov/warrencountygis/): • Click on the town that you want • Click on"Search for Parcel" • Choose search type(new number,last name or address) https://warrencountyny.gov/fpbc/snow 113 6/16/2021 ATC Hazards by Location TC Hazards by Location tvvriirwcr> - ',iCilill�jtUis Search Information Rutland, Address: 863 U.S.9,Queensbury,NY 12804,USA e,i`' '? 4391t Coordinates: 43.3331123,-73.67386759999999 r Elevation: 438It 13le.i10,01:; i Timestamp: 2021-06-16T18:59:28.512Z ,re Hazard Type: Seismic ry I 5ps nus a.•,;'` Reference ASCE7-10 Go 'gie ? 'Map data©2021 Google Document: I Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(9) Sa(g) 0:25 0.30 0.20 0.15 0.20 010 0.10 0.05 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2:0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 0.234 MCER ground motion(period=0.2s) SI 0.081 MCER ground motion(period=I.Os) SMs 0.374 Site-modified spectral acceleration value SMI 0.195 Site-modified spectral acceleration value SDS 0.25 Numeric seismic design value at 0.2s SA i SDI 0.13 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC B Seismic design category Fa 1.6 Site amplification factor at 0.2s F, 2.4 Site amplification factor at 1.Os CRS 0.909 Coefficient of risk(0.2s) CRI 0.895 Coefficient of risk(1.0s) D,_A n 440 I%Ar'C. .....,I......-.4....n..l....,�i..n https://hazards.atcouncil,org/#/seismic?lat=43,3331123&Ing=-73.67886759999999&address=863 U.S.9%2C Queensbury%2C NY 12804%2C USA 1/2 6/16/20A ATC Hazards by Location rur� u.i iu ivii.eG Kean yiuunu aweiaiauuii FPGA 1.563 Site amplification factor at PGA PGAM 0.185 Site modified peak ground acceleration I Tu 6 Long-period transition period(s) SsRT 0.234 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.257 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.081 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.091 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.Os) PGAd 0.5 Factored deterministic acceleration value(PGA) i The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should catfirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey S'eisnifo Design.VV &b §ervices: While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report-should not be used or relied upon for any-specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from.such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. hftps://hazards.atcouncii.org/#/seismic?lat=43.33311238Ing=-73.67886759999999&address=863 U.S.9%2C Queensbury%2C NY 12804%2C USA 212 D E C E 0 V E � FEB 15 2022 1%,IF-- TOWN OF QUBBNSBIJRY BUILDING&CODES ADTEK ENTERPRISES, LLC. January 26, 2022 RULE- COPY RE: Town Fair Tire Queensbury, NY Travis, Our price for the Air Systems TAB work is: $2,400.00. Any questions feel free to give us a call. Regards, Michael J. Lucarelli President MJL Adtek Enterprises, LLC. Cell: (518) 376-9478 mjlucarelli78@hotmail.com P.O. Box 503 Clifton Park, NY 12065 Testing,Adjusting& Balancing Air and Hydronic Systems CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 �n Phone: 518 399-1848 Email:constructiontech@live.com DC ED1J FEB 15 2022 January 26, 2022 TOWN OF QUEENSCIUI�Y BUILDING .9 t nnc- TOWN FAIR TIRE 863 Route 9 Queensbury, New York 12804 Att'n: Mr. John Wypychoski [F:-i' �OTY I Re: TOWN FAIR TIRE,QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Dear Mr. Wypychoski, 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: * SOIL FILLS AND BACKFILLS: Services of a Senior Materials Technician to provide onsite soil compaction verification. Testing and evaluation of fill and backfill materials shall be in accordance with ASTM D-1556: Sand Cone Method or ASTM D-2922: Nuclear Gauge Density Method. * CONCRETE STEEL REINFORCEMENT: Services of a Senior Materials Technician to provide onsite concrete reinforcing steel verification. Evaluation of reinforcement installations shall include bar size; welding, bending and fabrication techniques; lapped and tied connections, cleanliness, alignment, spacing and formwork clearances. Evaluation and recordation shall be in accordance with the American Concrete Institute (ACI) and the Concrete Reinforcing Steel Institute(CRSI). * PORTLAND CEMENT CONCRETE: Services of a Senior Materials Technician, certified as required in ASTM C-94, by the American Concrete Institute (ACI) to Grade I, Field Technician. Services shall include tests for slump, entrained air, temperatures, unit weight/yield and fabrication of test specimens. Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications. * 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 $ 45.50 Transportation per mile portal-to-portal 0.75 January 26, 2022 TOWN FAIR TIRE Re: TOWN FAIR TIRE,QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services II. LABORATORY SERVICES: Soil Particle Size Analysis (Sieve Analysis), per sample $ 70.00 Soil Moisture/Density Relation (Proctor),per sample 110.00 Compression Test of Concrete Test Cylinders,per cylinder 9.50 III. EQUIPMENT CHARGES: Nuclear Soil/Asphalt Density Gauge,per day $ 70.00 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. CONSTRUCTION TECHNOLOGY also provides other forms of testing and inspection services. Should there be requirements other than those listed,please allow us to modify this proposal or resubmit a suitable proposal for additional work. We appreciate your interest in our firm.We look forward to serving the construction materials inspection, testing and laboratory requirements of TOWN FAIR TIRE. 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 ENGINEERED SYSTEMS CONSULTING ENGINEERS January 18, 2022 a copy p� Andrew Milliken JAN 2 1 2022 44 Top O Hill Road TOWN OF QUEENSBURY Wappingers Falls,NY 12590 BUILDING&CODES RE: Townfair Tire Center—Queensbury 863 Route 9 Queensbury,NY Dear Andrew: Engineered Systems, Inc. (ESI) has completed the design of the mechanical systems and offers the following calculations for building ventilation requirements per the 2020 Mechanical Code of New York State, MCNYS and current state amendments. Fresh Air Ventilation Requirements: (Chapter 403.3.1.1) EQUATION 4-1:Vbz=RpPz+RaAz EQUATION 4-2: REQUIRED DESIGN AREA FLOOR PEOPLE OA RATE/ OA RATE OUTDOOR EFFECTIV ZONE OUTDOOR OUTDOOR Az(Sq.Ft.) Pz Rp(CFM) Ra Vbz Ez (CFM) (CFM) (CFM) Sales 4200 15 7.5 0.12 616.5 0.8 770.6 770.6 800 Office 75 1 5.0 1 0.06 9.5 0.8 11.9 11.9 Exhaust Air Requirements: (Chapter 403.3.1.1 &404.1-3) TABLE 403.3.1.1 CONSTANT EXHAUST REQ. REQ. DESIGN AREA FLOOR AREA EA RATE, CFM EA RATE, CFM PER FIXTURE EXHAUST EXHAUST PER SQ. FT (CFM) (CFM) A(Sq. Ft.) (CFM) (CFM) FIXTURES Bathroom 54 0 50 1 50 75 Bathroom 54 0 50 1 50 75 2 Jan. Closet 54 0 50 1 50 75 Garage 2590 0.06(MINIMUM) - - 0 975 0.75(PURGE) - - 1 0 1950 Should you have any questions or comments, please do not hesitate to call. Very Truly Yours, 9�eo(ow A0116/11 Brendan Morrill Senior Engineer Engineered Systems, Inc. • 237 Lexington Street, Suite 207,Woburn, MA 01801 • tel: 781.569.6525 9 fax:781.569.6526 NORTH EAST UNDERLAymmm LLC Estimate _ PO Box 471 I i Fc R Warrensburg;NY 12885 DATE ESTIMATE NO. NORTHEAS UNDERLAYMENTS L.L.C. 888-516-7194 1/26/2022 104 C67--3 7D l O NAME/ADDRESS Bast Hatfield Construction F CYO PROJECT DESCRIPTION QTY U/M COST TOTAL Blower Door test 7,000 0.10 700.00T Warren County Sales Tax 7% 7.00% 49.00 i i A TOTAL $749.00 i --•,: ?"•1•' -I�e d•�•'-I.�O:e e•-0 +0:.•s°e°a. ,,:••e°••e.I -I 1• -0 I e�• °- p•iei°-"I.�b O°••a�-0..t°°•°e 9 p i•O 01 1 1•s�ii°:i•e'•er•:••'sl lo�eo'�"e0e° •e °N/° •ew,lp�O•.e�o'ripe• •i0e 1•••0�r41°O••0°sop°O•°'V�.Oe°0•°O!°�.Oi°I°°•�°rAl°0•°1 C°ri.•i•°'P�.®e�e•0 r0•°1�•��rfp°O°°•0 °A1 O•JA rA/ O•e♦ rAp ♦°PV /10 /•••il�e,l, �1�1::;�B�O'e111>'Qp Od/��V,el'aA1'i OdP l�V yri/4e011®O°1��9/{+{A{'#AdP'7�er{A41{op OdP;�>f{I{A!'!ddP'OV f'4A{P4p1 SP°0®e'{io9146®P'0,QQ{1e61 00 i,a/{'{AO'9 dPp��q/®e{ej/p SP'e�/'1AaP{'4®P'O poeA{ej/q'I O�go944/d1{dP°0®dol/Ope+e dP°r�114441j+q 60!q 0{+1+{i{,P O�polepe{fp dP O`,o/e/e{'/dP 1+O'{01AO/dP'�,'>i/'1 Iil;Ise00••%�4e1H1,1,+aeeee 1,41/414� el 1 4eelee !1 ea+aea oeeeee eeeele deleee 1,eaeeee ® deeeee;1,elae/e 1„ elleee / eelele,1,eeleee 1,,elleee 1,eeeeel.,0,eleata ® e/e>ea.� ++o{aodr�>.�;;•,�;► \III•._J,M11,,.,HIbe11 a,i INl1641s11N dlee liN,�;-41116l1,�HIl611,,,;IHlNI���.-,114114i,.:;1141141��VHIbNI;,IIIIHI,��,1111111 ;. 1411N1 ;.,Ni1411 a.:,N111114��HI1111 e.�r 14ellll�r.a NIb111,;:I.NIN61�,.�/1441,1.,,e-,I,,/`>:-=PJ P I'.'(11111111 r'1(►►IN 1'c!1 II►HI 1�„1 HI111 @,r!(till 41111` '!II►4111k 14111i,11 1►►IH►1�„l HNH 1�,((114►H 1�„�1 NH►►l�rr;ll►►PI►111:1 i111H 11,'(4H14P 1�,;11►IHII I,I(NI111��r I f►11411�:'(I►I►N I�a�l t���.::;� MEMO 1 IIO�-row Boa+�-�Y 111 id<e1•s+`�'� I _-_'ma`s+e,��/e,+l� lii'•:°.i 4 �`v?.:;rye, tea- is awarded to = '"; 1 •'�°�® .. I 1 sa •,1 I�-`eta« �+�••4 };1, •®- BPI ID#5066238 so:;:•:•,°', = _ who has successfully completed a comprehensive ==-= evaluation and is a certified 1--fir .:�'�•°°I ,lis• — -•4'�l as of June S, 2021 Expires:61812024 1 ''1 • o s:11 •- _ Larry Zarker Bruce DeMaine Chief Executive Officer Chief Operating Officer ply a SM +`'•epoell ' �« BUILDING PERFORMANCE INSTITUTE , INC . =`~' feel;,'°„vim..4 �_:®'®;:•.,'Iee1J —i 14 4411 111111 ���� 11111 � 141 1 ':; I►►i11 ;"a IN11 I'r:�' III►H i,. P44 1 �'�' HIIN ��:; 141 N � i 1111 �'�' Hd N , 111411 r!�', 111111 , 411 "'? 141N1 '�'�� N► 1 ;' 41111 � , . .1� ssy,.��e144{aea 1a1a9alalalel, 1411411eh1e6 ►a111eb1a1oi, 6e1a1a146ea, I4ba1e1la1ai, ►ailialell{►r ialeiabaialal. ►aiaiaba11a1, Illal+►alall/ 0elialallbaa. 111e111Ne1, Illelllllal. Io1d1a1011{I, 1{I{}e1ai11{a dalabellai{I, „dalalahlll`9 111{lall{lei. 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Ne/ ♦ooPi pl/o O1•P4 Nee i,•Pd eef/ i�,P1 +Ho /,0,P6 ell/ e�,Pj I/N 0�°•®0 i/lo 4�P 461N �®P 40444,®'Pd 4{4{o e�/,d 4/44{ 0®P 1414/,`s'e,'!+`i� (,I:*°;.ewe.°ell.e a:e:s i9i.m se••e e N r.e i•••:,.•A• :•.:�i,°�r,.:°e w�i/�••ei e�p�+s:e°s�1�r.°::•e w•�•.�a e°w•.did•.e e4°e•!1�•:i:b�1!e �e�� / 1 ♦o°s p i ::e:1 p r t%�I 11��p�A,pm�O 1p�eel veee�lee it A•°�10�1 fe 0,i;e�0 lolOif 0,0�0°�•1 i i �1•.. __•r _j_ 1 .I. _�, I� 1�_ . _1 _ .al.�_e J.�.1�pie e•�f1:s �1f1�: e•f i i•e1_ .>�1'y �^_ a e'/.1'� � �/ • Building Performance 0 STANDARDS I, CERTIFICATIONS I' RATING SYSTEMS BPI GOLDSTAR CONTRACTORS Hugh Davis July 8,2021 458 Bird Pond Road North Creek, New York 12853 5066238 Dear Hugh Davis, Congratulations on becoming BPI Infiltration&Duct Leakage certified. Enclosed with this letter you will find your Professional Certifications)along with your BPI ID Badge and patches to display your achievements. To view your scoring details as well as other important information, please log into your Candidate Account by going to www.bpi.org/pros and select the login tab at the top of the page and choose Candidate Account. Here you will be able to do the following tasks: • View and update personal information • Review all your information(CEU's,Certifications,Test Information) • View available Candidate Documents(Opportunities for CEU's, Recertification information, Building Science Principles, Policies,Standards of Reference,etc.) • Access the CEU Portal where you can submit credits towards recertification A welcome email has been sent to the email address we have on file with your BPI ID number(also located at the top of this letter and on your certificate(s)and ID card)and password.You may reset your password by going to the login page of the candidate account and select the"Forgot Password"link and a new one will be sent to your email address. Please review the enclosed flyer which will explain your next steps now that you're a BPI Certified Professional. If you would like access to the BPI Certified Professional logo,please contact us at the email below. Should you have any questions,please feel free to contact out office at(877)274-1274 or by emailing certification@bpi.org. Sincerely, BPI Certification Department Building Performance Institute Saratoga Technology+Energy Park 107 Hermes Road,Suite 210 I Malta,NY Logo I Phone:(518)899-2727 or(877)274-1274 I Fax:(518)899-i622 or(866)777-i274 Minfo@bpi.org W Twitter._BPI_ LI Facebook: BuildingPerformanceInstitute 0, bpi.org CECO ® EF1 ECOPYACCflEDITED'Building Systems ddddddd I March 29, 2022 TOWN OF QUEENSBURY BAST HATFIELD CONSTRUCTION LLC BUILDING DEPARTMENT 1399 CRESCENT VISCHER FERRY RD Based on our limited examination,compliance CLIFTON PARK, NY 12065-6337 with our comments shall not be construed as indicating the plans and specifications are in 18-B-45290 (REVISED) full compliance with the Building Codes of TOWN FAIR TIRE New York State. QUEENSBURY, NY 9316 X 76110 X 2214 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 Engineering Design Criteria Sheet. 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 Ceco Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. This letter voids and supersedes the previous Letter of Certification, dated March 01, 2022. The calculations and the metal building they represent are the product of Ceco Building Systems or a division of its affiliate Cornerstone Building Brands. The engineer whose seal appears hereon is employed by either Ceco 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, Ceco Building Systems Materials for Metal Buildings A Cornerstone Building Brands Company Mark A.Christman t2itlHp� This document has been )/ GIL Q_tb;F�2022-03-29 13:09:14 �®4� in o000, digitally signed. Mark Andrew Christman, P.E. �e ,toor , Senior Design Engineer �b' 4�,•'• °per o ��, 'p n Q o � m mp�OO� 1+.�897�.•� A+ 18-13-45290 CECOBUILDINGS.COM 800-474-CECO SALES@CECOBUILDINGS.COM 100 Red Iron Road,Rocky Mount,NC 27804 1 252.977.2131 1 FAX:898.555.2314 Part of the Cornerstone Building Brands Family CECO Building Syste,ms DESIGN PACKAGE BUILDER: BAST HATFIELD CONSTRUCTION LLC CUSTOMER: TOWN FAIR TIRE JOB NUMBER: 18-B-45290 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Building A 5-23 Special Details 24-28 Note to Detailing: Eds2Xds Drawings (I) Original Design Completed thru Change Order#0 Date: 3/l/2022 Revision Histo Rev Update ' Reason for Revision Pages Revised Date Eng. # Reactions. Revised AK N PF SWC RESIZE 22-23 03/10/2022 MWM 2 N PURLIN/GIRT SPACING 5-6,10 03/29/2022 MWM Project Engineer: Matthew W.Maloney(Columbus) Checking Engineer: Lee Estis Signing Engineer: Mark A. Christman,P.E. Job Number . . . . . . . . . . . . . . . . . . . . . . . . 18-B-45290 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . BAST HATFIELD CONSTRUCTION LLC Jobsite Location . . . . . . . . . . . . . . . . . . TOWN FAIR TIRE,QUEENSBURY,New York Building Code . . . . . . . . . . . . . . . . . . . . . 2020 NEW YORK Building Risk Category . . . . . . . . . . . . Normal (Risk Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 3. 69 psf Collateral . . . . . . . . . . . . . . . . . . . 3.00 psf (0 .00 psf Ceiling 3. 00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20 .00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 50 .00 psf Snow Load Importance Factor (I) 1 .00 Flat Roof Snow Load (Pf) . . . . . 35.00 psf Snow Exposure Factor (Ce) . . . . 1.00 Thermal Factor (Ct) . . . . . . . . . . 1 .00 Wind Ultimate Wind Speed (Vult) . . . 115. 00 mph Nominal Wind Speed (Vasd) . . . . 89 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 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. 68' of corner) 19.06 psf pressure -25.41 psf suction Zone 4 Areas (away from corners) 19.06 psf pressure -20. 65 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 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.234 g Sds . . . . . 0.250 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.081 g Sd1 . . . . . 0.130 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line All Basic Force Resisting System H Response Modification Coefficient (R) 3.00 Seismic Response Coefficient (Cs) 0.08 Design Base Shear in kips (V) 14.01 Basic Structural System (from ASCE 7-16 Table 12 .2-1) H - Steel System not Specifically Detailed for Seismic Resistance Special Roof Roof top units are to be supported by (2) WlOX17 beams each located at the following locations: 1077 lbs RTU Located at 21 .34 ft from EWB and 25 . 92 ft from SWA. 1077 lbs RTU Located at 21 .34 ft from EWD and 25 . 92 ft from SWA. MUA is to be supported by (1) WlOX17 beam suspened between rafters located at the following locations: 866 lbs MUA Located at 32. 67 ft from EWB and 13.5 ft from SWC. Wall Loads given by Mansard Line Loads (supplied by customer) have been taken into consideration at SWA, EWB and EWD where mansard is located. 03/01/2022 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. Unless otherwise noted, special inspection of fabricated items is not required. Per IBC section 1704 .2 .5 .1, fabricator is approved to perform such work without special inspection through maintenance of IAS AC 472 certification MB-136. 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 required. 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. 2 03/01/2022 It is the responsibility of the builder to provide an adequate secondary drainage system above the roof system to prevent ponding from occurring due to the parapet or interior drainage. Areas on this project with parapet walls and/or internal gutters must be furnished with rainwater overflow mechanisms (such as scuppers) to prevent the accumulation of water in the event that the primary draining system is blocked. It is the responsibility of the builder to provide scuppers or other methods that are of the appropriate size, quantity, location, and design to prevent water accumulation on the roof. Design and installation of the secondary drainage system is not included in the metal building manufacturer's scope of work. 3 03/01/2022 Job Number. . . . . . . . . . . . . . . . . . . . . . . . 18-B-45290 Builder. . . . . . . . . . . . . . . . . . . . . . . . . . . BAST HATFIELD CONSTRUCTION LLC Jobsite Location. . . . . . . . . . . . . . . . . : TOWN FAIR TIRE, QUEENSBURY, NY New Yor 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/ 240 240 60 Snow: L/ 240 240 60 Serviceability Wind: L/ 240 240 60 Total Gravity: L/ 240 240 60 Total Uplift: L/ 240 240 60 Frame Limits Sidesway Portal Frame Sidesway ------------------------------- -------- --------------------- Live: H/ 120 Snow: H/ 120 Serviceability Wind: H/ 120 Seismic Drift: H/ 40 40 Service-Level Crane: H/ 100 Portal Serviceability Wind: H/ N/A 60 Total Gravity: H/ 120 Service Seismic: H/ 120 120 Wall Limits Limit ------------------------------- -------- Total Wind Panels : L/ 180 Total Wind Girts : L/ 240 Total Wind EW Columns : L/ 120 Spandrel: L/ 240 The Service Seismic limit as shown here is at service level loads . 4 03/01/2022 Rey Strut: x=double Z, Builder : xx=triple Z, oms qqvm9GIS BAST HATFIELD CONSTRUCT o=pipe(FM) Job No: 45290A run01 .23'4 - OT 9L* Version: verOl-mmaloney 'F- ' Tue Mar 01 11:11:20 2022 22'0- I .22'4 - 849Z 9ACZ 8A9z' HP - .21'8-5/8 - TT' TT- - G-) F0] Fc]) Ln 41 .21'5 - magTo n.p 21'1-3/8 - .20'9-1/16 - XO TxO H*TxTx0 .20'0 _S:TXO TXO ----------Ll-------- ------------------- 17'5 ----------------- -------- .1 1 -- TTA .11,10 .7'6 Ln ----------------------- ----------------- --------------------- F7, ----------------------- ----------------- --------------------- CL 7 cL 2-(P CD U) CL ---------------------------------------- --------------------- tz) C) c i 2P t-1 : 24 c 4 --------------------------------------- ---------------------- CD X, ca z ----------------------------------------- ---------------------- (a 0 4-1 cn < ja :v 8P a, CD ---------------------------------------- --------------------- 41� CD EF� CD Ca -9 1 CL W .ID: o 2 .0 (D CD 9 A L' f-1 0 ppt., OT TT ---------------------------------------- OT bT' -- --------------------------------------- SALT 23'6x 4'3 x 0 A OZ' .1210 3 9T/T-6a0Z 7-- 8/C-TaTZ' W p C, CD 9 1 TZ Owner ' r-A H H 8/9-BATZ '(D4 - 26'8 23'6 .26 (N m N 04 J. ]- 8 tl/T-0 ZZ' TOWN FAIR TIRE QUEENSBURY NY 12804-1744 LI) .76110 �4 SIDEWALL SWA o c1q O C, m cn r1a Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:03 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A 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 F3125 Gr. A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Roof Plane ------- RPC R:\jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\AroofRPC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . B-Deck, composite roof Panel gage . . . . . . . . . . . . . . . 22 ga. Horz. Purlin Spacing: 117-1/8 119-1/8 216 312 7@314 217 413 312 6@314 216 5'6-1/2 3'0 5@3'4 213-3/16 112-1/16 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 26.667 1OX3.5Z12 2 points S 0.000 3.146 C 2 23.500 1OX3.5Z13 2 points C 3.146 3.146 C 3 26.667 IOX3.5Z12 2 points C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15,1 6,17,18,19,20,21,22,23,24,25,26,27,28,29,30 @ Supports: 4,3,2,1 Purlin Stiffened Clips @ Level 2,9,16,23,30 @ Supports: 4,3,2,1 RPC Purlin Strut @ 8.875 (ft) :lOX3.5Z12 Bays 1 RPC Purlin Strut @ 17.750 (ft) :1OX3.5Z12 Bays 1 RPC Purlin Strut @ 35.083 (ft) :lOX3.5Z12 Bays 1 RPC Purlin Strut @ 49.583 (ft) :1OX3.5Z12 Bays 1 RPC Purlin Strut @ 64.083 (ft) :10X3.5Z12 Bays 1 RPC Purlin Strut @ 78.417 (ft) :1OX3.5Z12 Bays 1 RPC Purlin Strut @ 93.500 (ft) :1OX3.5Z12 Bays 1 RPC Purlin Strut @ 8.875 (ft) :1OX3.5Z12 Bays 2 RPC Purlin Strut @ 17.750 (ft) :1OX3.5Z12 Bays 2 RPC Purlin Strut @ 35.083 (ft) :lOX3.5Z13 Bays 2 RPC Purlin Strut @ 49.583 (ft) :10X3.5Z13 Bays 2 RPC Purlin Strut @ 64.083 (ft) :1OX3.5Z13 Bays 2 RPC Purlin Strut @ 78.417 (ft) :1OX3.5Z12 Bays 2 RPC Purlin Strut @ 93.500 (ft) :1OX3.5Z13 Bays 2 RPC Purlin Strut @ 8.875 (ft) :lOX3.5Z12 Bays 3 RPC Purlin Strut @ 17.750 (ft) :10X3.5Z12 Bays 3 RPC Purlin Strut @ 35.083 (ft) :1OX3.5Z12 Bays 3 RPC Purlin Strut @ 49.583 (ft) :lOX3.5Z12 Bays 3 RPC Purlin Strut @ 64.083 (ft) :1OX3.5Z12 Bays 3 RPC Purlin Strut @ 78.417 (ft) :lOX3.5Z12 Bays 3 RPC Purlin Strut @ 93.500 (ft) :1OX3.5Z12 Bays 3 6 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\verOl-mmaloney\BLDG-A\run0l\4529OA—bldg—A Ol.cds ------------------------------------------------------------------------------- SWC Eave Strut @ 20.385 (ft) :1OX3.5E14 Bays 1 SWC Eave Strut @ 20.385 (ft) :1OX3.5E14 Bays 2 SWC Eave Strut @ 20.385 (ft) :1OX3.5E14 Bays 3 EWB Web Mounted @ 10.709 (ft) :P6X10.78 Bays 4 EWD Web Mounted @ 10.709 (ft) :P6X10.78 Bays 3 Note: 1) All purlin strut locations for all roof planes are measured from back sidewall 2) Pipe strut locations for all roof planes are measured from back sidewall 3) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts connection. 4) All purlin strut rows use the same lap lengths as the main purlin design. 5) Highside eave strut is to be removed in bays with a parapet. The peak purlin is to be located 14.0" inside the steel line for the full building length. 6) Lowside eave strut, in bays with a parapet, is to be located 19.0" inside the steel line on SWC Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. Bracing ---- Roof: 1 bays Rod Plane SWA :Portal Frame Plane SWC :Portal Frame Plane EWB 1 bays Rod Plane EWD 1 bays Rod 7 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- Sidewall Plane SWA -- ( 0.000" Inset columns) R:\jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\Awal1SWA 0l.edf Panel . . . . . . . . . . . . . . . . . . . . LIGHTMESA Back Panel . . . . . . . . . . . . . . . LIGHTMESA Panel width . . . . . . . . . . . . . . 42 in. Thickness . . . . . . . . . . . . . . . . 3.0 in. Exterior Skin . . . . . . . . . . . . 26 ga Interior Skin . . . . . . . . . . . . 26 ga Panel fastener pattern: NO L.R. (side joint attachment only) for panels beyond the edge zones. Panel fastener pattern: WITH L.R. (side joint att. & 3 Lock Rivets) for panels covering 7.7ft zones at each building corner. Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 12110 2'0 512 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 12110 25.750 8X2.5Z12 Nest None S 0.000 0.000 S 2 12110 23.500 8X2.5Z16 None S 0.000 0.000 S 3 12110 25.750 8X2.5Z12 Nest None S 0.000 0.000 S 1 14110 25.750 HSS8X4X3/8 None S 0.000 0.000 S 2 14110 23.500 HSS8=3/8 None S 0.000 0.000 S 3 14110 25.750 HSS8X4X3/8 None S 0.000 0.000 S 1 2010 25.750 HSS8X4X3/8 None S 0.000 0.000 S 2 2010 23.500 HSS8X4X3/8 None S 0.000 0.000 S 3 2010 25.750 HSS8X4X3/8 None S 0.000 0.000 S 1 22.4861 25.750 8X3.5Z14 None S 0.000 0.000 S 2 22.4861 23.500 8X3.5Z14 None S 0.000 0.000 S 3 22.4861 25.750 8X3.5Z14 None S 0.000 0.000 S 1 2314 25.750 8X3.5C14 None S 0.000 0.000 S 2 2314 23.500 8X3.5C14 None S 0.000 0.000 S 3 2314 25.750 8X3.5C14 None S 0.000 0.000 S PARAPET COLUMN ---- Hot-Rolled 1-G W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Note to drafting. Bolts ---------------- 0.500 A325 Bolts Sheeting angle can be Plate ---------------- 7.890 X 6.000 X 0.375 (in) 2-G W8X10 COLUMN EXTENSION attached to tube for Connection Type -------- 1F1F IMP panel attachment Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375 (in) Purposes 3-G W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375(in) 4-G W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375(in) 8 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- *Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 1511 1210 N/A 8X3CH12 8X3.5C12 1 11'7 1511 1210 N/A 8X3CH12 8X3.5C12 3 010 Open Areas: Size Wall Distance 5318 x 1210 SWA 1117 *SPANDREL BEAMS: Bay Elev. Length Member Size Brace # (ft-in) (ft) Identification Locations Connection --------------------------------------------------------------------- 2 1210 23.5000 8X3.5C12 Unbraced See detail *Note: Extend spandrel beam to framed opening jambs for store front area. 9 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- Sidewall Plane SWC -- ( 0.000" Inset columns) R:\jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . LIGHTMESA Back Panel . . . . . . . . . . . . . . . LIGHTMESA Panel width . . . . . . . . . . . . . . 42 in. Thickness . . . . . . . . . . . . . . . . 3.0 in. Exterior Skin . . . . . . . . . . . . 26 ga Interior Skin . . . . . . . . . . . . 26 ga Panel fastener pattern . . . NO L.R. (side joint attachment only) Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 716 414 310 217 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 26.667 8X3.5C12 None S 0.000 0.000 S 2 310 23.500 8X3.5C12 None S 0.000 0.000 S 3 310 26.667 8X3.5C12 None S 0.000 0.000 S 1 7'6 25.750 8X3.5Z14 None S 0.000 0.000 S 2 716 23.500 8X3.5Z14 None S 0.000 0.000 S 3 716 25.750 8X3.5Z14 None S 0.000 0.000 S 1 11'10 25.750 8X3.5Z14 None S 0.000 0.000 S 2 11110 23.500 8X3.5Z14 None S 0.000 0.000 S 3 11110 25.750 8X3.5Z14 None S 0.000 0.000 S 1 14110 25.750 8X3.5Z14 None S 0.000 0.000 S 2 14110 23.500 8X3.5Z14 None S 0.000 0.000 S 3 14110 25.750 8X3.5Z14 None S 0.000 0.000 S 1 1715 25.750 8X3.5Z12 2 points S 0.000 0.000 S 2 1715 23.500 8X3.5Z12 2 points S 0.000 0.000 S 3 1715 25.750 8X3.5Z12 2 points S 0.000 0.000 S 1 2112 25.750 8X3.5Z14 None S 0.000 0.000 S 2 2112 23.500 8X3.5Z14 None S 0.000 0.000 S 3 2112 25.750 8X3.5Z14 None S 0.000 0.000 S 1 2314 25.750 8X3.5C14 None S 0.000 0.000 S 2 2314 23.500 8X3.5C14 None S 0.000 0.000 S 3 2314 25.750 8X3.5C14 None S 0.000 0.000 S PARAPET COLUMN ---- Hot-Rolled 4-A W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375 (in) 3-A W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375(in) 2-A W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375 (in) 1-A W8X10 COLUMN EXTENSION Connection Type -------- 1F1F Bolts ---------------- 0.500 A325 Bolts Plate ---------------- 7.890 X 6.000 X 0.375 (in) 10 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run0l\45290A Bldg A 01.cds ------------------------------------------------------------------------------- Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 1010 1210 310 8X3CH14 8X3CH14 1 413 1010 1210 310 8X3CH14 8X3CH14 1 15,11 1010 1210 310 8X3CH14 8X3CH14 2 019 1010 1210 310 8X3CH14 8X3CH14 2 1217 1010 1210 310 8X3CH14 8X3CH14 3 0110 1010 1210 310 8X3CH14 8X3CH14 3 1215 Open Areas: Size Wall Distance 76110 x 310 SWC 010 11 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . .BEARING FRAME R:\jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\AWallEWB 01.edf Panel . . . . . . . . . . . . . . . . . . . . LIGHTMESA Back Panel. . . . . . . . . . . . . . . . LIGHTMESA Panel width . . . . . . . . . . . . . . 42 in. Thickness . . . . . . . . . . . . . . . . 3.0 in. Exterior Skin . . . . . . . . . . . . 26 ga Interior Skin . . . . . . . . . . . . 26 ga Panel fastener pattern . . . NO L.R. (side joint attachment only) Rafters ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) -------------------------------------------------------------- 1 W8X13 50.0 ksi 37.590 0.000 37.590 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 43.343 37.590 80.933 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 3 W8X10 50.0 ksi 11.585 80.933 92.518 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) Plane SWC: None Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 7'6 414 310 2@2'7 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 17.750 8X2.5C16 None S 0.000 0.000 S 2 310 17.333 8X2.5C16 None S 0.000 0.000 S 3 310 14.500 8X2.5C16 None S 0.000 0.000 S 4 3'0 14.500 8X2.5C16 None S 0.000 0.000 S 5 310 14.333 8X2.5C16 None S 0.000 0.000 S 6 3'0 15.083 8X2.5C16 None S 0.000 0.000 S 12 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 17.749 8X2.5Z16 None S 0.000 0.000 S 2 716 17.333 8X2.5Z16 None S 0.000 0.000 S 3 716 14.500 8X2.5Z16 None S 0.000 0.000 S 4 716 14.500 8X2.5Z16 None S 0.000 0.000 S 5 716 14.333 8X2.5Z16 None S 0.000 0.000 S 6 716 15.082 8X2.5Z16 None S 0.000 0.000 S 1 11,10 17.749 8X2.5Z16 None S 0.000 0.000 S 6 11110 15.082 8X2.5Z16 None S 0.000 0.000 S 2 14110 17.333 8X2.5Z16 None S 0.000 0.000 S 3 14110 14.500 8X2.5Z16 None S 0.000 0.000 S 4 14110 14.500 8X2.5Z16 None S 0.000 0.000 S 5 14110 14.333 8X2.5Z16 None S 0.000 0.000 S 6 14110 15.082 HSS8X4X3/8 None S 0.000 0.000 S 1 1715 17.749 8X2.5Z16 None S 0.000 0.000 S 6 1715 15.082 8X2.5Z16 None S 0.000 0.000 S 2 2010 13.575 8X2.5Z16 None S 0.000 0.000 S 3 2010 14.500 8X2.5Z16 None S 0.000 0.000 S 4 2010 14.500 8X2.5Z16 None S 0.000 0.000 S 5 2010 14.333 8X2.5Z16 None S 0.000 0.000 S 6 2010 15.082 HSSBX4X3/8 None S 0.000 0.000 S 1 2019-1/16 17.750 8X2.5Z16 None S 0.000 0.000 S 2 21.1163 17.333 8X2.5Z16 None S 0.000 0.000 S 3 21.4184 14.500 8X2.5Z16 None S 0.000 0.000 S 4 21.7205 14.500 8X2.5Z16 None S 0.000 0.000 S 5 22.0191 14.333 8X2.5Z16 None S 0.000 0.000 S 6 2214 15.083 8X2.5Z16 None S 0.000 0.000 S 1 2314 17.750 8X2.5C16 None S 0.000 0.000 S 2 2314 17.333 8X2.5C16 None S 0.000 0.000 S 3 2314 14.500 8X2.5C16 None S 0.000 0.000 S 4 2314 14.500 8X2.5C16 None S 0.000 0.000 S 5 2314 14.333 8X2.5C16 None S 0.000 0.000 S 6 2314 15.083 8X2.5C16 None S 0.000 0.000 S 13 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A Ol.cds ------------------------------------------------------------------------------- Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 3110 8X3CH14 8X3CH14 1 119 314 712 N/A 8X3CH14 8X3CH14 6 114 Open Areas: Size Wall Distance 9316 x 310 EWB 010 14 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg_A_Ol.cds ------------------------------------------------------------------------------- Columns ----- ( 0.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-A 0.000' W8X10 50.0 ksi 2.33331 0.375" BP thk w/ ( 4)-0.625" A36 1-B 17.7501 W8X13 50.0 ksi 2.33331 0.375" BP thk w/ ( 4)-0.625" A36 1-C 35.0831 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 1-D 49.5831 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 1-E 64.0831 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 1-F 78.4171 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 1-G 93.5001 W8X13 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 Note: Endwall columns extend to act as parapet columns Strut-to-Column Clip Col. No. Endwall Plane --------- -------------------- Plane SWC: 1-B Between Purlins, Using 1/4" Clip and Gusset with (6) - 1/2" A325N Bolts No Column Extension 8X2.5C12 Bridge Channel 1-C Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 1-D Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 1-E Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 1-F Between Purlins, Using 1/4" Clip and Gusset with (6) - 1/2" A325N Bolts No Column Extension 8X2.5C12 Bridge Channel 15 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . .BEARING FRAME R:\jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\AwallEWD Ol.edf Panel . . . . . . . . . . . . . . . . . . . . LIGHTMESA Back Panel. . . . . . . . . . . . . . . . LIGHTMESA Panel width . . . . . . . . . . . . . . 42 in. Thickness . . . . . . . . . . . . . . . . 3.0 in. Exterior Skin . . . . . . . . . . . . 26 ga Interior Skin . . . . . . . . . . . . 26 ga Panel fastener pattern . . . NO L.R. (side joint attachment only) Rafters ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) -------------------------------------------------------------- 1 W8X10 50.0 ksi 11.585 0.000 11.585 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 43.343 11.585 54.928 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 3 W8X13 50.0 ksi 37.590 54.928 92.518 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) Plane SWC: None Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 716 414 310 2@217 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 15.083 8X2.5C16 None S 0.000 0.000 S 2 310 14.333 8X2.5C16 None S 0.000 0.000 S 3 310 14.500 8X2.5C16 None S 0.000 0.000 S 4 310 14.500 8X2.5C16 None S 0.000 0.000 S 5 3'0 17.333 8X2.5C16 None S 0.000 0.000 S 6 3'0 17.750 8X2.5C16 None S 0.000 0.000 S 16 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A 01.cds ------------------------------------------------------------------------------- Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 15.082 8X2.5Z16 None S 0.000 0.000 S 2 716 14.333 8X2.5Z16 None S 0.000 0.000 S 3 716 14.500 8X2.5Z16 None S 0.000 0.000 S 4 716 14.500 8X2.5Z16 None S 0.000 0.000 S 5 716 17.333 8X2.5Z16 None S 0.000 0.000 S 6 716 17.749 8X2.5Z16 None S 0.000 0.000 S 1 11'10 15.082 8X2.5Z16 None S 0.000 0.000 S 6 11110 17.749 8X2.5Z16 None S 0.000 0.000 S 1 14110 15.082 HSS8X4X3/8 None S 0.000 0.000 S 2 14110 14.333 8X2.5Z16 None S 0.000 0.000 S 3 14110 14.500 8X2.5Z16 None S 0.000 0.000 S 4 14110 14.500 8X2.5Z16 None S 0.000 0.000 S 5 14'10 17.333 8X2.5Z16 None S 0.000 0.000 S 6 14110 17.749 8X2.5Z16 None S 0.000 0.000 S 1 1715 15.082 8X2.5Z16 None S 0.000 0.000 S 6 1715 17.749 8X2.5Z16 None S 0.000 0.000 S 1 2010 15.082 HSS8X4X3/8 None S 0.000 0.000 S 2 2010 14.333 8X2.5Z16 None S 0.000 0.000 S 3 2010 14.500 8X2.5Z16 None S 0.000 0.000 S 4 2010 14.500 8X2.5Z16 None S 0.000 0.000 S 5 2010 13.575 8X2.5Z16 None S 0.000 0.000 S 6 20'9-1/16 17.750 8X2.5Z16 None S 0.000 0.000 S 5 21.1163 17.333 8X2.5Z16 None S 0.000 0.000 S 4 21.4184 14.500 8X2.5Z16 None S 0.000 0.000 S 3 21.7205 14.500 8X2.5Z16 None S 0.000 0.000 S 2 22.0191 14.333 8X2.5Z16 None S 0.000 0.000 S 1 2214 15.083 8X2.5Z16 None S 0.000 0.000 S 1 2314 15.083 8X2.5C16 None S 0.000 0.000 S 2 2314 14.333 8X2.5C16 None S 0.000 0.000 S 3 2314 14.500 8X2.5C16 None S 0.000 0.000 S 4 2314 14.500 8X2.5C16 None S 0.000 0.000 S 5 2314 17.333 8X2.5C16 None S 0.000 0.000 S 6 2314 17.750 8X2.5C16 None S 0.000 0.000 S Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 N/A 8X3CH14 8X3CH14 4 0110 Open Areas: Size Wall Distance 93'6 x 310 EWD 010 17 03/01/2022 Ceco Building Systems Design Summary Program User: mmaloney Job Number: 45290A Design Summary Report Version: 8.17.2 run01 Date: 03/01/22 Start Time: 11:11:04 R:\. .\18-B-45290\ver01-mmaloney\BLDG-A\run01\45290A bldg A Ol.cds ------------------------------------------------------------------------------- Columns ----- ( 0.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 4-G 0.000' W8X13 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 4-F 15.0831 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 4-E 29.4171 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 4-D 43.9171 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 4-C 58.4171 W8X10 50.0 ksi -0.66671 0.375" BP thk w/ ( 4)-0.625" A36 4-B 75.7501 W8X13 50.0 ksi 2.33331 0.375" BP thk w/ ( 4)-0.625" A36 4-A 93.5001 WBX10 50.0 ksi 2.33331 0.375" BP thk w/ ( 4)-0.625" A36 Note: Endwall columns extend to act as parapet columns Strut-to-Column Clip Col. No. Endwall Plane --------- -------------------- Plane SWA: 4-F Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 4-E Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 4-D Between Purlins, Using 1/4" Clip and Gusset with (6) - 1/2" A325N Bolts No Column Extension 8X2.5C12 Bridge Channel 4-C Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 4-B Aligns with Purlin, C6x8.2 Clip with (2) - 1/2" A325N Bolts No Column Extension No Bridge Channel FULL DEPTH RAFTER WEB STIFFENER IS REQUIRED 18 03/01/2022 Zeco Building Systems FRAME ID #1 USER NAME:mmaloney DATE:. 3/ 1/22 .TIME:.17:57:17 PAGE: .1 .-1 2400 Highway 45 N., Columbus, MS 39703 ssm2 93.5/20.385/24.625 20./115./50. .JOB NAME:.45290A FILE:.frame 2.fra LOCATION: Gridlines 2 .(1) All sectional dimensions are in inches. DETAIL FILE: active\eng\18-B-45290\ver01-mmaloney\BLDG-A\Dr£tg\xOlL .(2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: .4097. lbs Rafter Offset :10"-Z .117 1/811.,.119 1/8".,2'6".,.3'2".,.16.@.3'4".,2'8 3/4".,.5'.,.6.@.3'4".,2'3 3/16".(10.25.") .Column Offsets :. .3'2 1/211-413 1/211_4'4",.3'.,2'7".(FLUSH) - LEFT COLUMN . .121l011.,21.,.5'2".(FLUSH) - RIGHT COLUMN .0.25 .12 .0.F. 6X0.25 .6XO.3125 6XO.25 WEB THK. 0.156 WEB LEN. .10.0' 13.8961 10.0' 9.0' 6.695' 20.0' 20.0' I.F. X0.25 .6X0. 125 6X0.25 1010" 13.896' 10'0" 9'0" 14.2561 10'0" 12.4391 10'0" 5 .6 .7 .8 .9 10 1 1 13 .2214" E.H. 2014 5/8" E.H. cn Ln O N N O• � 1'1 n t'1 N C N Ln m o % m t r o \ N N N O (+1 K t0 013 03 (N N ']' X o O % o - W W ao cp o 0 O N 5-1 N w x 2 W .3 3.' c xn x w O H )a H �.0.667.' �.0.667.' .0.667.' x xWW I4 .3511" {. 29' I 2915-1 I H o 3 3 I I 7 w W h] r 1j • t� x z x CONNEC7I0N DETAILS GRIDLINES �2 Loudon 1•-A 2 3 4 5 6 1 E 9 0 3 .1 5 •-S 8•-0 9 0 A S C D NeE P. 23.25 23.25 23.25 N/A 26.0 15.5 1 13.5 30.0 22.0 22.0 22.0 22.0 1 22.0 .6.625 .6.625 6.625 5.625 23.25 23.25 23.25 N/A NONE NON& NOW: NOxffi Sype m. SPLICE HOBS sSF CAP(EAS) 3E/2F APLSCIS SPLIIR 9PLIC6 2E/2E 5PLICE SPLICE MI. AE/2F BASE DAP/92F SASE CAP/SSF )SASE SPLICE HORS SW CAP(Extl N/A N/A N/A N/A ➢llte(w! 1.�0.]i5 N/A 1.35A0.]5 l.0ie.x5 N/A N/A N/A N/A N/A N/A 1.0I0.5 13.030.]l3 I.030.- 13.Ox0.315 l.9x0.3SS N/A 1.0I0.33 N/A N/A W. N/A 2l..(.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1 N/A 35 N/A 1 N/A 1S N/A W. N/A N/A N/A 8olte .14j-3/1 N/A N/A N/A .(10)-3/4 N/A N/A WA .(81-3/4 N/A N/A N/A .1121-3/1 .(4)-3/4 '(4)-1/2 .(4)-3/4 .(4)-1/2 .(4)-3/4 N/A N/A N/A N/A N/A N/A N/A O (/2 O J N O N-A N tD .Ceco Building Systems FRAME ID $2 USER NAME:mmaloney DATE:. 3/ 1/22 .TIME:.17:57:13 PAGE: 2 -%l 2400 Highway 45 N., Columbus, MS 39703 ssm2 93.5/20.385/24.625 20./115./50. .JOB NAME:A 5290A FILE:.frame 3.fra LOCATION: Gridlines .3 .(1) All sectional dimensions are in inches. DETAIL FILE: .active\eng\18-B-45290\ver01-mmaloney\BLDG-A\Drftg\xO2L .(2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: .4215. lbs Rafter Offset :10"-Z .117 1/811.,.119 1/8".,2'6".,3'2".,.16.@.3'4".,2'8 3/411_5'.,.6.@3'4".,2'3 3/161-.(.10.25.11) .Column Offsets .312 1/211-4'3 1/211_4'411_3'.,2'711.(FLUSH) - LEFT COLUMN (FLUSH) - RIGHT COLUMN -.0.25 .12 O.F. 6X0.25 WEB THK. .0.156 0.134 0.156 WEB LEN. 10.0' 13.894' 10.0' 9.0' 14.256' 12.423' 20.0' I.F. 60.25 6X0.3125 .6X0.25 1010" 1010^ 3.894' 1010" 910" 14.2561 10'0" .12.423' 7 .8 .9 10 1 12 13 . " E.H. 20'4 5/8" E.H. 5 6 14 22'4 N m c r N N O m i CD O ~ X ~ H 0 N N N N N IJ O O m m N N Iry N x O N . O N lD ; In m o m a M r .1 0 �D o ti Gv �4 z Gv .3 3.' In r b x w O H iWw7 ry T 0.667.' T-0.667.1 .0.66VT M3 35'1" 29' 2915" I h7 bra K] r y � x z x LOINN=1CN DESAILN:MDLINES•-J Loc-- 1- 2 ] 4 3 6 7 B 9 0 1 4 •-C B 9•-D 0 2 A B L Np0 Oep. 23.25 23.25 23.25 N/A 25.0 17.5 17.5 17.5 29.0 10.0 20.0333 21.5605 23.41]] 25.0 .6.625 .6.625 5.625 5.625 23.25 21.25 23.25t.1A NONE NONE NONE NOBS S 8A6E SPLI¢ HOPE 62F CAP(ES1) JE/2P SPLI¢ SPLI¢ SPLI¢ SPLI¢ 2E/2E PLI¢ SPLI¢ SPLI¢ 2E/1F BASE GP/SSF ME LAP/6SF ME 9PLI¢ HOPE 6FP N/A ./A W. N/A PLI•IOAI tl/A W. A/A N/A ./A f." - S tl/A W. N/A N/A N/A N/A W. N/A P1AIo18P) A N/A'6 N/A J N/A 2a ,A/Af6 N/A N/A N/A N/A N/A N/A N/A II A/AI15 1I N/AI" A WA I5 N/A J N/A" N/A tl/A N/A.141-]/4 N/A N/A N/A .110)-]/4 N/A N/A N/A N/A .(el-]/4 N/A N/A N/A .161-J/4 .(47-3/4 A41-1/2 .141-3/4 14)-1/35 .(4)-]/4 N/A N/A N/A N/A N/ACD N/A W O N O N N N O .Ceco Building Systems FRAME ID J3 USER NAME:mmaloney DATE:. 3/ 1/22 .TIME:.12:02:54 PAGE: 3 .-.1 2400 Highway 45 N., Columbus, MS 39703 pf 25.75/22.333 main building at plane .JOB NAME:A 5290A FILE:p3.fra LOCATION:bays 1-(Gridline G) .(1) All sectional dimensions are in inches. DETAIL FILE: active\eng\18-B-45290\ver01-mmaloney\BLDG-A\Dr£tg\x03L .(2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2001. lbs Rafter Offset :..(.15.50.11) .Column Offsets :. .(.4.25.11)- LEFT COLUMN RIGHT COLUMN 12 .0.F. .8X0.3125 WEB THK. .0.156 WEB LEN. .333 20.0' .I.F. .8XO.3125 .6.104' 1010" .612 3 4" 2214" E.H. _ 2214" E.H. m o m io m xLn N .1C to (r+1 O L J cp w N Ln Ol N c� cd F+ C m r r. N 4 °° fN CD -p ^ a - � om 0" N rm-I o c; o o xx o F+ xo O o o o O lJ mO 'i W H e N (JI r^F I CD 667.' .0.667. W D4 z W H I_ 25 y. I H 0 �F O E �l H r M W b7 '�] O .CONNECTION DETAILS GRIDLINES � Location .1 *-LEFT 2 .3 .4 .5 .6 .7 *-RIGHT 8 9 10 (D Web Dep. .15.5 .15.5 .15.5 N/A 24.0 24.0 .15.5 .15.5 .15.5 N/A .Type BASE SPLICE HORZ STF .CAP (EXT) .3E/3E .3E/3E BASE SPLICE HORZ STF .CAP (EXT) Q- w CD Plate(DN) .8.OXO.375 N/A 3.75XO.3125 .8.OXO.3125 .8.OXO.375.0 .8.OXO.375 C .8.OXO.375 N/A 3.75XO.3125 .8.OXO.3125 0 N Plate(UP) I N/A N/A N/A N/A 8.0X0.375. R .8.OX0.375. R N/A N/A N/A N/A is Bolts .(4)-3/4 1 N/A I N/A I N/A 1 .(12)-3/4 1 .(12)-3/4 1 .(4)-3/4 N/A N/A N/A .Ceco Building Systems FRAME ID 9.4 USER NAME:mmaloney DATE:. 3/10/22 .TIME:.15:04:51 PAGE: .4 -.1 2400 Highway 45 N., Columbus, MS 39703 pf 23.5/20.385 main building at plane S .JOB NAME:A 5290A FILE:p4_2.fra LOCATION:bays 2-(Gridline A) .(1) All sectional dimensions are in inches. DETAIL FILE: .tive\eng\18-B-45290\ver01-mmaloney\BLDG-A\Drftg\x04L.3 .(2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: .1648. lbs Rafter Offset :..(.15.50.11) .Column Offsets :. .(FLUSH) LEFT COLUMN . .(FLUSH) RIGHT COLUMN 12 O.F. 8X0.3125 8X0.25 8X0.3125 WEB THK. 0.156 WEB LEN. 2.0' 19.708' I.F. 8 0.3121 8XO.25 8X0.3125 5.708' 10'0" 6'0. 2014 5/8" E.H. _ _ 2014 5/8" E.H. .5 .6 � o ni to ao O N N 00 C N � 'n o N K O W In 61 Ja Ln N O X N O O N 0 0 ` o o N o .a r! � J O. H 14 r-i m y] W b7 h] f�A7 W� m m t' H 3 3 N N 2 7C I 23'6" f � .CONNECTION DETAILS GRIDLINES * =A Z Location -LEFT 2 3 INI 5 6 7 .*-RIGHT 8 9 10 'U "n Web Dep. .9.75 .9.75 .9.75 24.0 .24.0 .9.75 .9.75 .9.75 N/A .Type BASE .SPLICE HORZ STF .CAXT) 2E/2E 2E/2E BASE SPLICE HORZ STF .CAP (EXT) NPlate(DN) .6.OXO.375 N/A 2.75XO.3125 . ..6.OXO.5. C .6.OXO.5. C .6.OXO.375 N/A 2.75XO.3125 .6.OXO.5 CL N .Plate(UP) N/A N/A N/A N/A .8.OXO.375.R .8.OXO.375. R N/A N/A N/A N/A p� rNv N Bolts .(4)-3/4 N/A N/A N/A .(8)-3/4 .(8)-3/4 .(4)-3/4 N/A N/A N/A Eds2Xds User: mmaloney Job Number: 18-B-45290 Columbus Date: 03/01/2022 12:58:36 PM Relative path: \\CLBCNAS01\TS\jobs\Active\Eng\18-B-45290 ---------------------------------------------------------------------------------------------------------------------------- Building: BLDG-A CDS file name: 18-B-45290 BLDG-A Eds2Xds.cds Planes Name I File SWC \ver01-mmalone \BLDG-A\run01\AwallSWC 01.edf EWB \ver01-mmalone \BLDG-A\run01\AwaliEWB 01.edf SWA \ver01-mmalone \BLDG-A\run01\AwallSWA 01.edf EWD \ver01-mmalone \BLDG-A\run01\AwaliEWD 01.edf RPC \ver01-mmalone \BLDG-A\run01\AroofRPC 01.edf Frames Frame Line Left Frame Left File 2 A \ver01-mmalone \BLDG-A\Drft \x01L 3 B \ver01-mmalone \BLDG-A\Drft \x02L Portal Frames Plane Bay Frame File Name SWC 2 D \ver01-mmalone \BLDG-A\DRFTG\x04L.3 1 SWA 1 C \ver01-mmalone \BLDG-A\DRFTG\x03L 23 03/01/2022 ROOF SUPPORT BEAM IN JOB NO. PURLIN LINE 18_B_45290 Use (2) W10X17 beams per RTU unit. (4) 1 / 2" Bolts Shim plate as required 24 03/01/ 22 ROOF SUPPORT BEAM /N JOB NO. RAFTER WEB 18-B-45290 f T ° Support beam Beam perpendicular to baseline * As required to clear flanges and/or X-bracing Use (1)W10x17 beam at MUA-1 0 0 End-plate 6x3/8" Provide 1/4" clip type 19,20 (4)-3/4" bolts NS&FS with 1/2" bolts Distance from rafter web to centerline of holes in clip to be 2-1/4" for Type 19, 5-3/4" for Type 20. or as specified for non-standard 1/4" clip. 25 03101/ 22 Note: Do not cut purlins, use appropriate detail. Use 14 gauge cold form material. Panel Rib to Panel Rb For Pub err�sVW 14 Four a 14 x 11� uEL 12�r aunn)ors m aE Equal Curb pear OpeningEqual For P�or F,m,e,g ,2�w� va N MM Plus 3 ratio`FS(12-24 x tl°Fs1 oYYEI i Y 0 SUPPORT FA1l er Puan (--t •• •• N0101Tip 11A11E •• •o Section A Section B •• •• •• �� • •• Fix1 cuutetom RRA2p •••• •• omi Panel OJPPW arm V) (117 CHA1OaW 5; o aCL SECTION'A'FRAMEDI t ALL PURUNS MIT AT OPENING Roof 1 A cm f11—Tlxmxi HO 13 a ------ L UD L lw 3 IV Partin 1 Pur41~ IS �mon M10 12 m ''V, For RA()Fo I Rapid at vA offer! O o e ca -gi/FoIBl(1}4 GI14 X" RHM DMIS m LOOM a'OWFEL `- ---------CL E FQ Pai6 or Finahg 94go112 Al or grto r• v) _ .o Q Foes 155 02-24 x 1}We /mow PASNta BMW MAMM GUM(IMP) < to C / B'OIAMEL Fmmig 9+PPat z p ROOF 9EET r]LW1 o Tor Pond Support (2)1/t situ � •• • •• • 1qM TlpW M BOMM R vxi • ••• xOlat 1aP AID aar1W RAllff •• •• • •• • • • IIIO SUPPORT FAY(or (�1/Y •• •• • •• • prd��y a�RAI d • • 1/!B;L14 9WQlr a AY Roof Curbs By Ceco 0)Itt B'DIANIEI BELOW (D Fkxdhg Dive Plato Is re*W (BOLTS 10 BOTTOM OF SPPORT BEAMS) 1.Dab•pport frorntng Is hated at the bottom of the roof panel. 2.AN othe fm 4 is Coated at the top of the pudis. SECTION 'A' 3.AR support ironing A be field cut to It from 87.IV,or 12 cold form ore materiel ALL PURUNS PASS THRU FRAMED OPENIONG OR COMBINATION OF CUT PURUNS AND PASSING PURLINS AT FRAMED OPENING 1 1/27 (q Fd•ae Rrpid at exh sMoa (q Form..Repbd at ash&"A Fa Rene a Emit BMW 14 GA or km= For Pab or Roiig Sffwt 14 CA or kin u• Facer pB ri-14x tj W3) Farbr/®Q-14 x1}D� FlootM Ears Rate For Rib or Fmreg 94part ut RA err gedo ore Far Rao v Fiatig s4pae 12 OA err queer M (l Chart) ) Fwhor JM(12-24 X 1}A Fab Fader fM 02-24 11}tF� Floating Eame Plate Fastener#5 Low Cup 1O 0�K#7655-H tq d Pao• 1/4'-14 x 1 1/C SD Shoulder Tdc 2 (a)1/2 eoTs •• lgla •• Non 7w Am surn• rtCM at 1P'O.C. H117817IHW7618 1'offeet 1 offset Paid Sppat •• maE 4aRA2 Fifd wtpton •• • W4a�a`RAyp •• or Ir Coo) 2rtart GEM Section °A• SECTION V DoubleLok Single Curb with Beam Support MDL27012AX o Pudins Cut or Pass Through Framed Opening r1an'14 00 w 0 J N NO N G) Ref# Job Number ED540306 Support Channel on top Date Rev Flush Girls Jul '16 00 Support channel Corner column Other construction 22" Type 22 or LFas specified for 6" Type 23 or non-standard clip. as specified for o o 1 f non-standard clip In -Lit, ill 0 4 ' 16 Or 8 2 " Min Plate Thickness. $" Plate Thickness. 2 " Minimum radius VA 03/01/202 Parametric Clip Page PC28 Type "28" Au '141 ReO1 BAR „A„ = A [5,7 x 4„ x (B _ 4n) [1087»] is 0 HOLES Cl) v "N -- ------- ^ a -- ——————— --- — — Q "N V 1 3" D [se,7 PL "B" (E + 11 [4 x 1 x (B — 7s') [32,7 B BAR "D" = A [5'J x 4" x F [8'] I I .ztl. 16 I I II LQ II 16 N I I II W 16 21»-41» 6 -- --Tr— -- + �N LA. 1 II W >11 31" 1n W 16 24 -`F2 `, I 1 3 II 16 T-7z I I II is_ ) [ 0 "] HOLES — PARAMETRICS (SEE PACKING LIST) DRAFT/NG NOTE A = [5"] DEFAULT VALUES ARE FOR /N COLUMN LINE B = [118'] _ (D + 44') CONDITION W/TH PORTAL FRAME OUTSIDE C = 11,7 FLANGE 44' FROM FRAME COLUMN WEB. 7„ SEE SHEET. DG05.05. D = [se ] E — [24"] YELLOW VARIABLES = XDA INPUT F = [8"] _ (E + E + 22 ') 2 ANTI—ROLL CLI AT GIRT Strapping is 2"x0.023" Gr50 24 ga material GIRT FLANGE 000 0 GIRT FLANGE �] RCHANNEL STRAPPING (4) Pancake Head Screws at each end. O O GIRT FLANGE 0o 00 14 GA. Erection angle. Cut angle at SCREW EDGE DISTANCE IS 0.5' strapping to reduce ply buildup. 29 03/01/2022 Web Bolted Nested Portal Frame Details JOB NO. One Half Stiffener (or no Stiffener) 18-B-45290 a o PORTAL FRAME RAFTER 2" 4" I I PORTAL FRAME I RAFTER 11-1 4 1 2" A325 Bolts (Default) (4 3 4" A325 Bolts (Optional) I � STD 10 I I I PORTAL FRAME I COLUMN I I I PORTAL FRAME COLUMN I STD 10 0 4 1 2" A325 Bolts (Default) o (4) 3/4" A325 Bolts (Optional) I I 4" 2" Column to Rafter Connection RIGID FRAME COLUMN One Half Haunch Stiffener STD 20 Bottom From Base Plate PORTAL FRAME minimum COLUMN * fTPF Top From Cap Plate WBNPF Column a.. STD 20 ottom From Base Plate FACE OF COLUMN * 2-1/2" For 1/2" (� Bolts (Default) OUTER FLANGE OR * 3" For 3/4" 0 Bolts (Optional) COF WORKING LINE CECO Building Systems REACTIONS BUILDER: BAST HATFIELD CONSTRUCTION LLC CUSTOMER: TOWN FAIR TIRE JOB NUMBER: 18-B-45290 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 reactions 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) Endwalls (1) See Note 3. 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,RBDWEQ,E+,E-and LEQ)do not include the amplification factor,S?.o. (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EL&ER)do not include the amplification factor,92o. 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 embedments. 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 Metal Building Systems Manual) f) 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 2012 IBC,2015 IBC,or Florida building code,the wind load reactions are at a stren h value with a load factor of 1.0. b) For IBC codes,the seismic reactions provided are at a strength level with a load factor of 1.0,and do not contain the rho factor. The manufacturer does not provide"maximum"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 H 6/15/20 R1 03/02/2022 FRAME DESCRIPTION, USER NAMEommaloney DATEi 3/ 1/22 PAGEiEW-1 Endwall EWB JOB NAME145290A FILEiREW3BLDG1 PATH, Rl\,Jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTEt Ali reactions are in kips and kip-ft. TIMEi 11, 11,02 REACTION NOTATIONS v� vti v2 v3 v� HL-I'� I'/ I'� •'� H3 '�H4 VL V 1 V2 IT V3 V4 1-A 1-B 1-C 1-1) 1-E LOAD GROUP REACTION TABLE COLUMN 1-A 1-B 1-C 1-D 1-E LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 H3 V3 L3 H4 V4 L4 D 0. 0 0. 6 0. 0. 1. 2 -0. 1 0, 0. 9 0. 0 0. 0. 9 0. 0 0. 0. 8 0. 0 C 0. 0 0. 7 0. 0. 1. 8 -0. 1 0. 1. 4 -0, 1 0. 1. 3 -0. 1 0. 1. 6 -0. 1 L 0. 0 2. 0 0. 0. 5. 5 -0. 3- 0. 4. 3 -0. 2 0. 4. 0 -0. 2 0. 3. 8 -0. 2 S 0, 1 3. 5 0. 0. 9. 6 -0. 5 0. 7. 4 -0. 3 0. 6. 9 -0. 3 0. 6. 7 -0. 3 SBAL 0. 1 3. 51 0. 0, 1 9. 6 -0. 5 0. 7. 4 -0. 3 0. 1 6. 9 -0. 3 0. 1 6. 7 -0. 3 DR 0. 0 2. 1 0. 0. 2, 2 -0. 1 0. 0. 2 0. 0 0. 0. 1 0. 0 0. 0, 0 0. 0 W+ -0. 1 -3. 2 0. 1 0. -8. 2 2. 4 0. -6. 1 2. 6 0. -5. 9 2. 4 0. -5. 6 2. 4 W- -0. 1 -3. 2 -0. 1 0. -8. 2 -1. 9 0. -6. 1 -2. 4 0. -5. 9 -2. 2 0. -5. 6 -2. 3 WR 0. 1 -3. 2 0. 0. -8. 2 0. 4 0. -6. 1 0. 3 0. 2. 0 0. 3 -5. 3 -13. 5 0. 2 WL -0. 2 -3. 2 0. 0. 8. 2 0, 4 0. -6. 1 0, 3 4. 9 -13. 3 0. 3. 0. 1. 8 0. 2 W 1 6+ 0. 0. 0. 1 0. 0. 2. 4 0. 0. 2. 6 0. 0. 2. 4 0. 0. 2. 5 E+ 0. 0, 0. 0 0. 0. 0. 1 0. 0. 0. 3 0. 0. 0. 3 0. 0. 0. 2 E- 0. 0, 010 0. 0. -0. 1 0. 0. -0. 3 0. 0. -01 3 0. 0. -0. 2 EL 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 1. 6 -2. 4 0. 0. 2. 4 0. ER 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 2. 4 0. -1. 6 -2, 4 0. LOAD GROUP DESCRIPTION D Dead load C Collateral load L Live load S i 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 WR Wind force from the right WL Wind force from the left W16+ Min. 16 psf wind as an Inward acting pressure E+ Seismic force acting Inward E- Seismic force acting outward EL Seismic force from left ER Seismic force from right R2 03/02/2022 FRAME DESCRIPTION, USER NAMEimmaloney DATEi 3/ 1/22 PAGEiEW-2 Endwall EWB JOB NAME145290A FILEsREW3BLDG1 PATHI Rl\Jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE, All reactions are in kips and k i p-ft. TIMEi 11, 11,02 REACTION NOTATIONS v� �f �----HR V5 VR 1-F 1-G LOAD GROUP REACTION TABLE COLUMN 1-F 1-15 LOAD GROUP H5 V5 L5 HR VR LR D 0, 1. 0 0. 0 0. 0 0, 7 0. C 0. 4. 5 0. 0 0, 3 S. 0 0, L 0, 4. 5 -0. 2- 0. 0 1, 7 0. S 0, 7. 9 -0. 3 0. 0 3. 0 0. SBAL 0, 7. 9 -0. 3 0. 0 3. 0 0. DR 0. 010 0. 0. 0. 0. W+ 0, -7. 0 2. 6 0. 0 -2. 9 0. W- 0, -7. 0 -2. 3 0. 0 -2. 9 0. WR 0. -7. 0 0. 3 0. 6 -2. 9 0. WL 0. -7. 0 0, 3 -0. 6 -2. 9 0. W 16+ 0. 0, 2, 5 0. 0, 0. E+ 0. 0, 0, 3 0. 0. 0, E- 0. 0. -0. 3 0. 0. 0, EL 0. 0, 0. 0. 0 01 0. ER 0. 0, 0, 0. 0 0. 0, LOAD GROUP DESCRIPTION D Dead load C Collateral 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 WR Wind force from the right WL Wind force from the left W16+ MIn. 16 psf wind as an Inward acting pressure E+ Seismic force acting Inward E- Seismic force acting outward EL Seismic force from left ER Seismic force from right R3 03/02/2022 FRAME ID #1 USER NAMEimmaloney DATEi 3/ 1/22 PAGEi1-2 ssm2 93. 5/20, 385/24. 625 20, JOB NAME1 45290A FILET frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP IIILOCAT I ON, Gr k i l l nes, 2 NOTESi (1) All reactions are in k I ps and kip-ft. TIMES 17i 57i 17 (2) The selsmlc overstrength factor (Ome n) is not Included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reac Ions Include an overstrength factor ofi 2.500 (3) Primary wind land cnses are not concurrent, (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. REACTION NOTATIONS v01 HL yIVL� HR iVl iV2 iVR -A 1-C Ii-E -G LOAD GROUP REACTION TABLE GRIDLINES W = 2 COLUMN X-A Ir-G III-C X-E LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0. 4 3. 0 0. 0 -0. 4 2. 5 0. 0 0. 0 4. 3 010 0. 0 3. 1 0. 0 C❑LL 0. 8 3. 2 0, 0 -0. 8 15. 1 010 -0. 0 6. 4 CIO -0. 0 5. 2 0. 0 PSL1 2. 5 14. 0 0, 0 -2. 5 3. 0 0. 0 -0. 0 20. 8 0. 0 -0. 0 -7. 6 0. 0 PSL2 -0. 8 -1. 3 0, 0 0. 8 -2. 0 0. 0 0. 0 13. 5 0. 0 0. 0 14. 8 0. 0 PSL3 1. 5 1. 3 0. 0 -1. 5 12. 8 0. 0- 0. 0 -3. 2- 010 0. 0. 14, 4 0. 0 SNOW 3. 2 13. 9 0. 0 -3. 2 14, 4 0. 0 -0. 0 31, 1 0. 0 -0. 0 21. 8 0. 0 LL 1, 8 7. 9 0. 0 -1. 8 7, 9 0. 0 -0, 0 17, 8 0. 0 -0. 0 12. 4 0. 0 RBDWEQ -0. 0 5. 3 3. 2 0. 0 -0. 0 010 0. 0 0. 0 0. 0 0. 0 -0. 0 0. 0 EQ -3. 3 -2. 4 0. 0 -2. 2 2. 2 0. 0 -0. 0 3. 9 0. 0 -0. 0 -3. 7 0. 0 RBUPEQ 0. 0 -5. 3 -3. 2 -0. 0 0. 0 0. 0 -0. 0 -0. 0 0. 0 -0. 0 0. 0 0. 0 WL1 -6. 3 -9. 9 0. 0 -3. 5 -1. 8 0. 0 -0. 0 -9. 4 0. 0 -0. 0 -10. 6 0. 0 WL2 -6. 9 -7. 01 0. 0 -2. 6 1. 0 0. 0 -0. 0 -3. 4 0. 0 -0. 0 -6. 3 0. 0 WL3 5. 1 -0. 91 0. 0 5. 1 -9. 4 0. 0 0. 0 -15. 4 0. 0 0. 0 -6. 1 0. 0 WL4 4. 5 2. 0 0. 0 6. 1 -6. 6 0. 0 0. 0 -9. 3 0. 0 0. 0 -1. 7 0. 0 LWL1 1. 1 -6. 5 0. 0 -1. 1 -5. 0 0. 0 0. 0 -15. 1 01 0 0. 0 -5. 2 0. 0 RBUPLW 0. 0 -13. 3 -8. 1 -0. 0 0. 0 0. 0 -0. 0 -0. 0 0. 0 -0. 0 0. 0 0. 0 LWL2 1. 4 -4. 2 0. 0 -1. 3 -6. 6 0. 0 0. 0 -10. 2 0. 0 0. 0 -10. 8 0. 0 LWL3 0. 6 -3. 6 0. 0 -0, 1 -2, 2 0. 0 0. 0 -9. 1 0. 0 0. 01 -0. 8 0. 0 LWL4 0. 8 -1. 3 0. 0 -0. 3 -3, 81 0. 01 0. 01 -4. 11 0. 01 0. 01 -6. 5 0. 0 LOAD GROUP DESCRIPTION DL i Roof Dead Load COLL i Roof Collateral Load PSL1 I Pattern Snow Load [PSLxx] PSL2 I Pattern Snow Load [PSLxx] PSL3 i Pattern Snow Load [PSLxx] SNOW I Roof Snow Load LL I Roof Live Load RBDWEQ i Downward Acting Rod Brace Load from Long, Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long, Seismic WL1 Wind from Left to Right with +GCpI WL2 Wind from Left to Right with -GCpI WL3 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 Windward Corner Right with -GCpI R4 03/02/2022 FRAME ID #1 USER NAMEimmaloney DATEe 3/ 1/22 PAGEi1-3 ssm2 93,5/20.385/24.625 20. JOB NAME1 45290A FILET frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Gridlinesi 2 NOTESi<1) Alt reactions are in k I ps and kip-ft. TIMEi 17i 57i 17 (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 ofi 2.500 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. REACTION NOTATIONS HL�I'/ -•HR VL 1 V1 I V2 1 1 1/R s-A s-C x-E x-G LOAD GROUP REACTION TABLE GRIDLINES = 2 COLUMN s-A IK-G x-C YA-E LOAD GROUP HL VL LNL HR VR LNR H1 V1 LNI H2 V2 LN2 SBAL 3. 2 13. 9 0, 0 -3. 2 13. 9 0. 0 -0. 0 31. 2 0. 0 -0. 0 21. 6 010 DSNW 0. 4 3. 1 0, 0 -0. 4 4. 0 0. 0 -0. 0 0. 4 0. 0 -0. 0 0. 1 010 RBDWLW -0. 0 13. 3 8. 1 0. 0 -0. 0 0. 0 0. 0 0. 0 010 0. 0 -0. 0 0. 0 LOAD GROUP DESCRIPTION SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow RBDWLW Downward Acting Rod Brace Load from Long, Wind ADDITIONAL NOTE& < 1 ) Pattern live or snow load cases are not concurrent with any other live or snow load cases. R5 03/02/2022 FRAME ID #2 USER NAMEimmaloney DATEi 3/ 1/22 PAGEi2-2 ssm2 93,5/20.385/24. 625 20, JOB NAME1 45290A FILEo frame-3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP sLOCATIONi Grldllnesi 3 NOTESi(1) All reactions are in k I ps and k i p-ft, TIMEi 171 571 13 (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 wind load cases are not concurrent. (4) X-bracing reactions <RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. FACTION NOTATIONS HL�If HR f t VL I V1 I V2 1 VR -A IX-C I iii-E IK-G LOAD GROUP REACTION TABLE GRIDLINES N = 3 COLUMN x-A it-G X-C JK-E LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0. 4 3. 0 0. 0 -0. 4 2. 7 0. 0 0. 0 4. 3 0. 0 0. 0 3, 1 0. 0 C❑LL 0. 7 219 0. 0 -0. 7 15. 0 0. 0 -0. 0 5. 9 0. 0 -0. 0 5. 4 0. 0 PSL 1 2. 7 14. 5 0. 0 -2. 7 3. 2 0. 0 -0. 0 19. 7 0. 0 -0. 0 -7. 2 0. 01 PSL2 -1. 0 -1. 7 010 1. 0 -2. 3 0. 0 0. 0 14. 0 0. 0 0. 0 14. 9 0. 0 PSL3 1. 5 1. 2 0. 0 -1. 5 13. 1 0. 0 0. 0 -2. 9. 010 0. 0. 13, 9 0. 0 SNOW 3. 3 14. 11 0, 0 -3. 3 14. 6 0. 0 -0. 0 30. 8 0. 0 -0. 0 21, 7 0. 0 LL 1. 9 8. 11 0, 0 -1. 9 8. 0 0. 0 -0, 0 17, 6 0. 0 -0. 0 12, 3 0. 0 RBDWEQ -0. 0 5. 3 3, 2 0. 0 -01 0 0. 0 0, 0 0, 0 010 0. 0 -0. 0 0. 0 EQ -3. 1 -2. 1 0. 0 -2. 4 2, 3 010 -0. 0 3. 4 0. 0 -0. 0 -3. 6 0. 0 RBUPEQ 0. 0 -5. 3 -3. 2 -0. 0 0. 0 0. 0 -0. 0 -0. 0 0. 0 -0. 0 0, 0 0. 0 WL1 -6. 1 -9. 7 0. 0 -3. 8 -1. 6 0. 0 -0. 0 -9. 8 0. 0 -0. 0 -10. 6 0. 0 WL2 -6. 6 -6. 7 0. 0 -2. 8 1. 2 0. 0 -0. 0 -3. 8 0. 0 -0. 0 -6. 3 0. 0 WL3 4. 7 -1. 3 0. 0 5. 5 -9. 7 0. 0 0. 0 -14. 7 0. 0 0. 0 -6. 0 0. 0 WL4 4. 2 1. 6 010 6. 5 -6. 9 0. 0 0. 0 -8. 7 0. 0 0. 0 -1. 7 010 LWL1 1. 0 -6. 7 0. 0 -1. 0 -5. 1 0. 0 0. 0 -14. 8 0. 0 0. 0 -5. 2. 0. 0 RBUPLW 0. 0 -13. 3 -8. 1 -0. 0 0. 0 0. 0 -0. 0 -0. 0 0. 0 -0. 0 0. 0 0. 0 LWL2 1. 3 -4. 3 0. 0 -1. 3 -6. 7 0. 0 0. 0 -10. 2 0. 0 0. 0 -10. 7 0. 0 LWL3 0. 5 -3. 7 0. 01 -0. 0 -2. 3 0. 0 0. 01 -8. 8 0. 01 0. 01 -0. 9 0. 0 LWL4 0. 7 -1. 3 0. 0 -0. 3 -3. 9 0. 0 0. 01 -4. 11 0. 01 0. 01 -6, 4 0. 0 LOAD GROUP DESCRIPTI13N DL Roof Dead Load C❑LL i Roof Collateral Load PSL1 Pattern Snow Load EPSLxx] PSL2 Pattern Snow Load EPSLxx] PSL3 Pattern Snow Load EPSLxx] SNOW i Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long, Seismic EQ Lateral Seismic Load Eparallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long, Seismic WL1 Wind from Left to Right with +GCpI WL2 Wind from Left to Right with -GCpI WL3 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 Windward Corner Right with -GCpI R6 03/02/2022 FRAME ID #2 USER NAMEimmaloney DATEi 3/ 1/22 PAGE12-3 ssm2 93. 5/20.385/24.625 20. JOB NAMEi 45290A FILET frame-3, fra SUPPORT REACTIONS FOR EACH LOAD GROUP NLOCATIONi Grldllnesi 3 NOTESi (1) Ali reactions are in k I ps and k I p-ft. TIMEi 17,57, 13 <2) The selsmlc overstrength factor (Omega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactions Include an overstrength factor ofi 2.500 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. REACTION NOTATIONS HL cif -►HR VL i V1 i V2 i VR �-A LOAD GROUP REACTION TABLE GRIDLINES x = 3 COLUMN ■-A :-G X-C W-E LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 SBAL 3. 3 14, 1 0. 0 -3. 3 14. 0 0. 0 -0. 0 30. 8 0. 0 -0. 0 21. 6 0. 0 DSNW 0. 4 3. 2 0. 0 -0. 4 4. 0 0. 0 -0. 0 0. 4 0. 0 -0. 0 0. 1 0. 0 RBDWLW -0. 0 13. 3 8, 1 0. 0 -0. 0 0. 0 0. 0 0. 0 0. 0 010 -0. 0 0. 0 LOAD GROUP DESCRIPTION SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow RBDWLW Downward Acting Rod Brace Load from Long. Wind ADDITIONAL NOTESi ( 1 ) Pattern live or snow load cases are not concurrent with any other live or snow load cases. R7 03/02/2022 I � , FRAME DESCRIPTION, USER NAMEimmaloney DATEi 3/ 1/22 PAGEiEW-3 Endwall EWD JOB NAME145290A FILEiREW4BLDG1 PATHi Ri\,Jobs\Active\Eng\18-B-45290\ver01-mmaloney\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTEi ALI reactions are in kips and kip-ft. TIMEo 11, 11,02 REACTION NOTA IONS V. \.Z v3 HL�� I �'/ H2 If H3 f VL V1 V2 V3 I V4 4-G 4-F 4-E 4-D 4-C LOAD GROUP REACTION TABLE COLUMN 4-G 4-F 4-E 4-D 4-C LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 H3 V3 L3 H4 V4 L4 D 0. 0 0. 7 0. 0. 110 0. 0 0, 0. 8 0. 0 0. 0. 9 0. 0 0. 0. 9 0. 0 C -0. 2 8. 0 0, 0, 4, 5 010 0, 1. 6 -0. 1 0, 1. 3 -0. 1 0. 1. 4 -0. 1 L 0. 0 1. 7 0, 0. 4, 5 -0. 2 O, 3. 8 -0. 2- 0. 4. 0 -0. 2 0, 4. 3 -0. 2 S 0. 0 3. 0 0, 0, 7, 9 -0. 3 0, 6. 7 -0. 3 0. 6. 9 -0. 3 0. 7. 4 -0. 3 SBAL 0. 0 310 0, 0. 7, 9 -0. 31 0, 6. 7 -0. 3 0, 6. 9 -0. 3 0. 7. 4 -0. 3 W+ 0. 0 -2. 9 01 0. -7. 0 2. 6 0. -5. 6 2. 4 0, -5. 9 2. 4 0. -6. 1 2. 6 W- 0. 0 -2. 9 0, 0. -7. 0 -2. 3 0. -5. 6 -2. 3 0, -5. 9 -2. 2 0. -6. 1 -2. 4 WR 0. 6 -2. 9 0, 0. -7. 0 0. 3 0. 1. 8 0. 2 -4. 9 -13. 3 0. 3 0. -6. 1 0. 3 WL -0. 6 -2. 9 0, 0. -7. 0 0. 3 5. 3 -13. 5 0, 2 0, 2. 0 0. 3 0, -6. 1 0. 3 EL CIO 0. 0, 0. 0, 0. 1. 6 -2. 4 0. 0, 2. 4 0, 0. 0. 0. ER 0. 0 0. 0, 0. 0, 0. 0. 2. 4 0. -1. 6 -2. 4 0. 0. 0, 0. DR 0, 0. 0. 0. 0, 01 0, 1 0, 0. 0 0. 0 0. 0, 1 0. 0 0. 0. 2 0. 0 W 1 6+ 0. 0. 0. 0. 0. 2. 5 0, 0. 2. 5 0. 0. 2. 4 0. 0, 2. 6 E+ 0. 0. 0. 0. 0, 0. 3 0. 0. 0. 2 0. 0. 0. 3 0. 0, 0. 3 E- 0. 0. 0. 0. 0. -0. 31 0, 1 0. 1 -0. 2 0, 0. -0. 3 0, 0, 1 -0. 3 LOAD GROUP DESCRIPTION D Dead load C Collateral load L Live load S Design snow load SBAL Balanced roof snow W+ Wind load as an Inward acting pressure W- Wind load as an outward acting suction WR Wind force from the right WL Wind force from the left EL Seismic force from left ER Seismic force from right DR Drift snow W16+ Min, 16 psf wind as an inward acting pressure E+ Seismic force acting Inward E- Seismic force acting outward R8 03/02/2022 ' FRAME DESCRIPTION[ USER NAME[mmaloney DATE[ 3/ 1/22 PAGE[EW-4 Endwall EWD JOB NAME145290A FILE[REW4BLDG1 PATH[ R, \,Jobs\Active\Eng\18-B-45290\ver01-MMaloney\BLDG-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE, A l l reactions are in kips and kip-ft. TIME[ 11[ 11[02 REACTION NOTA IONS v� v� If HR V5 �VR 4-B 4-A LOAD GROUP REACTION TABLE COLUMN 4-B 4-A LOAD GROUP H5 V5 L5 HR VR LR D 0. 1. 2 -0. 1 0. 0 0. 6 0. C 0. 1. 8 -0. 1 0. 0 0. 7 0. L 0. 5. 5 -0. 3- 0. 0 2. 0 0. S 0. 9. 6 -0. 5 -0. 1 3. 5 0. SBAL 0. 9. 6 -0. 5 -0. 1 3. 5 0. W+ 0. -8. 2 2. 4 0. 1 -3. 2 0. 1 W- 0. -8. 2 -1. 9 0. 1 -3. 2 -0. 1 WR 0. -8. 2 0. 4 0. 2 -3. 2 0. WL 0. -8. 21 0. 4 -0. 1 -3. 2 0. EL 0. 0. 0. 010 0. 0. ER 0. 0. 0. 0. 0 0. 0. DR 0. 2. 2 -0. 1 0. 0 2. 1 0. W16+ 0. 0. 2. 4 0. 0. 0. 1 E+ 0. 0. 0. 1 0. 0. 0. 0 E- 0, 0. -0. 1 0. 0. 0. 0 LOAD GROUP DESCRIPTION D [ Dead load C [ Collateral load L [ Live load S [ Design snow load SBAL Balanced roof snow W+ [ Wind load as an Inward acting pressure W- [ Wind load as an outward acting suction WR [ Wind force from the right WL [ Wind force from the left EL [ Seismic force from left ER [ Seismic force from right DR [ Drift snow W16+ Min. 16 psf wind as an Inward acting pressure E+ Seismic force acting Inward E- [ Seismic force acting outward R9 03/02/2022 e � a FRAME ID #3 USER NAMEimmaloney DATEi 3/ 1/22 PAGEs3-2 pf 25.75/22.333 main building JOB NAME1 45290A FILET p1 fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATIONi bays 1-(Grldllne G) NOTESi(1) All reactions are in k I ps and k i p-ft, TIMEi 121 021 54 (2) The selsmIc 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 wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEG groups only, REACTION7`Ns HL HR IVL IVR �-LEFT �-RIGHT LOAD GROUP REACTION TABLE GRIDLINES x = G COLUMN IK-LEFT X-RIGHT LOAD GROUP HL VL LNL HR VR LNR DL 0. 0 019 0, 0 -0. 0 0. 9 0. 0 LEQ -3. 2 -6. 1 0, 0 -3. 4 6, 1 0. 0 LWL1 -7. 1 -13. 3 0, 0 -7. 4 13. 3 0. 0 LWL2 7. 4 13. 3 0, 0 7, 1 -13. 3 0, 0 LOAD GROUP DESCRIPTION DL Roof Dead Load LEQ Longitudinal Seismic Load LWL1 Wind from Left to Right with +GCpI LWL2 Wind from Right to Left with -GCpI RIO 03/02/2022 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 Gridline 1 Vertical Total Loads Column Number Dead Collateral Live Snow Sbal Drift W+ W- WR WL I W16+ E+ E- EL ER D D(Uplift) S W(max) W(min) E(max) E(min) 1-A 0.6 0.7 2 3.5 3.5 2.1 -3.2 -3.2 -3.2 -3.2 1.3 0.6 5.6 -3.2 -3.2 0 0 1-B 1.2 1.8 5.5 9.6 9.6 2.2 -8.2. -8.2 -8.2 -8.2 3 1.2 11.8 -8.2 -8.2 0 0 1-C 0.9 1.4 4.3 7.4 7.4 0.2 -6.1 -6.1 -6.1 -6.1 2.3 0.9 7.6 -6.1 -6.1 0 0 1-D 0.9 1.3 4 6.9 6.9 0.1 -5.9 -5.9 2 -13.3 -2.4 2.4 2.2 0.9 7 2 -13.3 2.4 -2.4 1-E 0.8 1.6 3.8 6.7 6.7 -5.6 -5.6 -13.5 -1.8 2.4 -2.4 2.4 0.8 6.7 -1.8 -13.5 2.4 -2.4 1-F 1 4.5 4.5 7.9 7.9 -7 -7 -7 -7 5.5 1 7.9 -7 -7 0 0 1-G 0.7 8 1.7 3 3 2.9 -2.9 -2.9 -2.9 8.7 0.7 3 -2.9 -2.9 0 0 Horizontal 1 Total Loads Column Number Dead Collateral Live Snow Sbal Drift W+ W- I WR WL W16+ E+ E- EL ER D S W(max) W(min) E(max) E(min) 1-A 0.1 0.1 -0.1 -0.1 0.1 -0.2 0 0.1 0.1 -0.2 0 0 1-B 0 0 0 0 0 0 1-C 0 0 0 0 0 0 1-D 4.9 1.6 0 0 4.9 4.9 1.6 1.6 1-E -5.3 -1,6 0 0 -5.3 -5.3 . -1.6 -1.6 1-F 0 0 0 0 0 0 1-G 0.3 0.6 -0.6F:r 0.3 1 0 0.6 -0.6 0 0 Horizontal L2 Total Loads Column Number Dead Collateral Live Snow Sbal Drift W+ W- I WR WL W16+ E+ E- EL ER D S W(max) W(min) E(max) E(min) 1-A 0.1 -0.1 0 0 0.1 0 0 0.1 -0.1 0 0 1-B -0.1 -0.1 -0.3 -0.5 -0.5 -0.1 2.4 -1.9 0.4 0.4 2.4 0.1 -0.1 0 0 -0.2 -0.6 2.4 -1.9 0.1 -0.1 1-C 0 -0.1 -0.2 -0.3 -0.3 0 2.4 -2.2 0.3 0.3 2 0.3 -0.3 0 0 -0.1 -0.3 2.4 -2.2 0.3 -0.3 1-D 0 -0.1 -0.2 -0.3 -0.3 0 2.4 --2.2--0.3 0.3 2.4 0.3 -0.3 0 0 -0.1 -0.3 2.4 -2.2 0.3 -0.3 1-E 0 -0.1 0.2 -0.3 -0.3 0 2.4 -2.3 0.2 0.2 2.5 0.2 -0.2 0 0 -0.1 -0.3 2.4 -2.3 0.2 -0.2 1-F 0 0 -0.2 -0.3 -0.3 0 2.6 -2.3 0.3 0.3 2.5 0.3 -0.3 1 0 1 -0.3 1 2.6 -2.3 0.3 -0.3 1-G -` ry 019 TovvN,O QUEEI,JSVURY Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 ASD Gridline 1 Uplift Uplift Uplift Uplift Uplift Vertical 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Uplift PRELIM PRELIM Column Number D D+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.6D+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX SIZE SIZE 1-A 1.3 6.9 -0.62 1.3 -1.14 0.78 -1.32 0.6 -1.56 0.36 4.06 5.5 -1.56 6.9 2 1.58 1-B 3 14.8 -1.92 3 -3.12 1.8 -3.72 1.2 -4.2 0.72 8.16 11.85 -4.2 14.8 2.5 2.59 1-C 2.3 9.9 -1.36 2.3 -2.28 1.38 -2.76 0.9 -3.12 0.54 5.255 8 -3.12 9.9 2 2.23 1-D 2.2 9.2 3.4 3.88 2.52 3 -7.08 -0.78 -7.44 -1.14 8.35 8.71 -7.44 9.2 2 3.45 1-E 2.4 9.1 1.32 4.08 0.36 3.12 -7.3 -0.88 -7.62 -1.2 6.615 8.685 -7.62 9.1 2 3.49 1-F 5.5 13.4 1.3 5.5 -0.9 3.3 -3.2 1 -3.6 0.6 8.275 11.425 -3.6 13.4 2.5 2.40 1-G 8.7 11.7 6.96 8.7 3.48 5.22 -1.04 0.7 -1.32 0.42 9.645 10.95 -1.32 11.7 2 11.45327 Negative Negative Negative Negative Horizontal 1 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Negative Column Number D D+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.6D+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX 1-A 0 0.1 0.06 0 0.06 0 -0.12 0 -0.12 0 0.12 0.075 -0.12 0.12 1-B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-D 0 0 2.94 1.12 2.94 1.12 2.94 1.12 2.94 1.12 2.205 0.84 0 2.94 1-E 0 0 -3.18 -1.12 -3.18 -1.12 -3.18 -1.12 -3.18 -1.12 -2.385 -0.84 -3.18 0 1-F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-G 0.3 0.3 0.66 0.3 0.54 0.18 -0.06 0.3 -0.18 0.18 0.57 0.3 -0.18 0.66 Negative Negative .Negative Negative HorizontalL2 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Negative Column Number D D"+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.6D+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX 1-A 0 0 0.06 0 0.06 0 -0.06 0 -0.06 0 0.045 0 -0.06 0.06 1-B -0.2 -0.8 1.24 -0.13 1.32 -0.05 -1.34 -0.27 -1.26 -0.19 0.43 -0.5975 -1.34 1.32 1-C -0.1 -0.4 1.34 0.11 1.38 0.15 -1.42 -0.31 -1.38 -0.27 0.755 -0.1675 -1.42 1.38 1-D -0.1 -0.4 1.34 0.11 1.38 0.15 -1.42 -0.31 -1.38 -0.27 0.755 -0.1675 -1.42 1.38 1-E -0.1 -0.4 1.34 0.04 1.38 0.08 -1.48 -0.24 -1.44 -0.2 0.755 -0.22 -1.48 1.38 1-F 0 -0.3 1.56 0.21 1.56 0.21 -1.38 -0.21 -1.38 -0.21 0.945 -0.0675 -1.38 1.56 1-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 LRFD Gridline 1 Uplift Uplift Vertical Uplift Column Number 1.4D 1.2D+1.6S+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.5S 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 1-A 1.82 10.52 8.92 1.16 2.68 -2.03 1.17 -2.66 0.54 -2.66 10.52 1-B 4.2 22.48 18.38 1.3 5.96 -5.5 2.7 -7.12 1.08 -7.12 22.48 1-C 3.22 14.92 11.87 0.46 4.28 -4.03 2.07 -5.29 0.81 -5.29 14.92 1-D 3.08 13.84 14.84 8.14 6.44 3.98 4.38 -12.49 -1.59 -12.49 14.84 1-E 3.36 13.6 12.7 4.43 6.62 0.36 4.56 -12.78 -1.68 -12.79 13.6 1-F 7.7 19.24 15.74 3.55 8.18 -2.05 4.95 -6.1 0.9 -6.1 19.24 1-G 12.18 15.24 13.79 9.04 11.04 4.93 7.83 -2.27 0.63 1 -2.27 15.24 Negative Negative Horizontal 1 Negative Column Number 1.41) 1.2D+1.6S+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.5S 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 1-A 0 0.16 0:21 0.15 0.02 0.1 0 -0.2 0 -0.2 0.21 1-B 0 0 0 0 0 0 0 0 0 0 0 1-C 0 0 0 0 0 0 0 0 0 0 0 1-D 0 0 2.45 4.9 1.6 4.9 1.6 4.9 1.6 0 4.9 1-E 0 0 -2.65 -5.3 -1.6 -5.3 -1.6 -5.3 -1.6 -5.3 0 1-F 0 0 0 0 0 0 0 0 0 0 0 1-G 0.42 0.36 0.66 0.96 0.36 0.87 0.27 -0.33 0.27 -0.33 0.96 Negative Negative Horizontal L2 Negative Column Number 1.41) 1.2D+1.6S+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.55 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 1-A 0 0 0.05 0.1 0 0.1 0 -0.1 0 -0.1 0.1 1-B -0.28 -1.2 0 1.86 -0.26 2.22 -0.08 -2.08 -0.28 -2.08 2.22 1-C -0.14 -0.6 0.6 2.13 0.12 2.31 0.21 -2.29 -0.39 -2.29 2.31 1-D -0.14 -0.6 0.6 2.13 0.12 2.31 0.21 -2.29 -0.39 -2.29 2.31 1-E -0.14 -0.6 0.6 2.13 0.02 2.31 0.11 -2.39 -0.29 -2.39 2.31 1-F 0 -0.48 0.82 2.45 0.24 2.6 0.3 -2.3 -0.3 -2.3 2.6 1-G 0 0 0 0 0 0 0 0 0 1 0 0 Project:Town Fair Tire Queensbury,New York Project N:21176 Calc By:NDC N� Date:4/5/2022 Gridline 2 - Vertical Total Loads Column Number Dead Collateral I PSL1 I PSL21 PSL3 I Snow I LL I RBDWEQ I EQ I RBUPEQ I WLI I WL21 WO I WI.41 LWL1 I RBUPLW I LWL21 LWL31 LWL41 SBAL I DSNW I RBDWLW D D(Uplift) S(max) S(min) W(max) W(min) E(max) E(min) 2-A 3 3.2 14 -1.3 1.3 13.9 7.9 1.3 -2.4 -5.3 -9.9 -7 -0.9 2 -6.5 -13.3 -4.2 -3.6 -1.3 13.9 3.1 13.3 6.2 3 14 -1.3 13.3 .13.3 5.3. -5.3 2-G 2.5 15.1 3 -2 -12.8 14.4 7.9 2.2 -1.8 1 -9.4 -6.6 -5 -6.6 -2.2 -3.8 13.9 4 17.6 IS 14.4 -12.8 1 -9.4 2.2 2.2 2-C 4.3 6.4 120.8 113.5 1-3.2 1 31.1 117.8 1 1 3.9 1 1 -9.4 -3.4 -15.4 1-9.3 1-15.1 1 10.2 1-9.1 1-4.1 1 31.21 0.4 10.7 4.3 31.2 -3.2 1 10.2 1 -15.4 3.9 3.9 2-E 3.1 5.2 -7.3 14.81 14.4 1 21.8 112.4 1 1-3.71 -10.6 1-6.3 1-6.1 -1.7 -5.2 1 1-10.8 -0.8 1-6.5 1 21.61 0.1 1 8.3 3.1 21.8 1.3 -0.8 -10.8 -3.7 -3.7 Horizontal Total Loads Column Number Dead Collateral PSL3 P51.2 PSL3 Snow LL RBDWEQ EQ RBUPEQ W1.1 WI-2 WL3 WL4 LWU RBUPLW LWL2 LWL3 LWL4 SBAL DSNW RBDWLW D 5(max) S(min) W(max) W(min) E(max) E(min) 2-A 0.4 0.8 2.5 -0.8 1.5 3.2 1.8 -3.3 -6.3 -6.9 1.1 4.5 1.1 1.4 0.6 0.8 3.2 0.4 1.2 0.4 3.2 -0.8 5.1 -6.9 -3.3 -3.3 2-G -0.4 -0.8 -2.5 0.8 -1.5 -3.2 -1.8 -2.2 -3.5 -2.8 5.1 6.1 -1.1 -1.3 -0.1 -0.3 -3.4 -0.4 -1.2 -0.4 0.8 -3.4 6.1 -3.5 -2.2 -2.2 2-C 2-E Horizontal L2 Total Loads Column Number Dead Collateral PSL3 PSL2 PSL3 Snow LL RBDWEQ EQ RBUPEQ WL3 WI-2 WO WL4 LWLS RBUPLW LWL2 LWL3 LWL4 SBAL DSNW RBDWLW D S(max) S(min) W(max) W(min) E(max) E(min) 2-A 3.2 -3.2 -8.1 8.1 0 0 0 0 8.1 -8.1 3.2 -3.2 2-G 2-C 2-E Project:Town Fair Tire Queensbury,New York Project M:21176 Calc By:NDC � Date:4/5/2022 ASD Gridline2 .Uplift Uplift Uplift Uplift Uplift Uplift Uplift Vertical 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Uplift PRELIM PRELIM Column umber D D+5 D+.6•Wb D+0.7Eb 0.6D+0.6•Wb 0.6D+0.7Eb D-.6•Wb D-0.7Eb 0.6D-0.6•Wb 0.6D-0.7Eb D+0.75(L+5+0.6•W) D+.75(L+S+0.7E) D+0.75(L+S+0.6-W) D+.75(L+S+0.7E) MIN MAX SIZE SIZE 2-A 6.2 20.2 14.18 9.91 11.7 7.43 -4.98 -0.71 -6.18 -1.91 22.685 19.4825 -3.96 -0.7575 -6.18 22,685 3 3.14 2-G 17.6 32 18.2 19.14 11.16 12.1 -3.14 4.04 -4.14 3.04 28.85 29.555 -11.33 -5.945 -11.33 32 3.5 4.2577 2-C 10.7 41.9 16.82 13.43 12.54 9.15 -4.94 7.03 -6.66 5.31 38.69 36.1475 -5.03 3.9475 -6.66 41.9 4 5.65 2-E 8.3 30.1 7.82 5.71 4.5 2.39 -3.38 0.51 -4.62 -0.73 24.29 22.7075 -7.235 -4.3175 -7.235 30.1 3.5 5.89 Negative Negative Negative Negative Negative Negative Horizontal 1 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Negative Column Number D D+S D+.6•Wb D+0.7Eb 0.6D+0.6•Wb 0.6D+0.7Eb D-.6•Wb D-0.7Eb 0.6D-0.6•Wb 0.6D-0.7Eb DW.75(L+5+0.6•W) D+.75(L+S+0.7E) D+0.75(L+S+0.6•W) D+.75(L+S+0.7E) MIN MAX 2-A 1.2 4.4 4.26 -1.11 3.78 -1.59 -3.74' -1.91 -3.9 -2.07 5.895 1.8675 -3.305 -1.9325 -3.9 5.895 2-G -0.4 0.4 3.26 -1.94 3.42 -1.78 -3.3 -2.74 -2.82 -2.26 2.945 -0.955 -5.325 -4.905 -5.325 3.42 2-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Negative Negative Negative Negative Negative Negative Horizontal L2 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Negative Column Number D D+S D+.6•Wb D+0.7Eb 0.60+0.6•Wb 0.6D+0.7Eb D-.6•Wb D-0.7Eb 0.6D-0.6-Wb 0.6D-0.7Eb D+0.75(L+5W.6-W) D+.75(L+S+0.7E) D+0.75(L+S+0.6•W) D+.75(L+5+0.7E) MIN MAX 2-A 0 0 4.86 2.24 4.86 2.24 -4.86 -2.24 -4.86 -2.24 3.645 1.68 -3.645 -1.6B -4.86 4.86 2-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 LRFD Gridline 2 Uplift Uplift Uplift Uplift Uplift Uplift Vertical Uplift Column Number 1.4D 1.2D+1.6S+L 1.2D+1.65+.5W 1.2D+1.OW+L+,55 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.20+1.6S+,SW 1.2D+1.OW+L+,55 1.2D+1.OE+L+.25 MIN MAX 2-A 8.68 29.84 36.49 27.74 15.54 18.88 10.88 -10.6 -2.6 1.52 -5.13 -10.35 -1.96 -10.6 36.49 2-G 24.64 44.16. 44.66 29.32 26.2 16.84 18.04 -7.15 4.45 -17.48 -22.18 -12.8 2.64 -22.18 44.66 2-C 14.98 62.76 67.86 38.64 22.98 19.83 13.53 -11.53 7.77 0.04 -7.66 -11.84 8.42 -11.84 67.86 2-E 11.62 44.84 44.44 20.06 10.62 6.67 3.77 -8.01 -0.91 -7.96 -13.36 -10.73 -1.44 -13.36 44.84 Negative Negative Negative Negative Negative Negative Horizontal 1 Negative Column Number 1.4D 1.2D+1.6S+L 1.2D+1.6S+,SW 1.2D+1.OW+L+,SS 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.2D+1.6S+.SW 1.2D+S.OW+L+,SS 1.2D+1.OE+L+.2S MIN MAX 2-A 1.68 6.56 9.11 8.14 -1.22 6.18 -2.22 -6.54 -2.94 -0.8 -4.25 -6.82 -2.98 -6.82 9.11 2-G -0.56 0.8 3.85 6.02 -2.52 5.74 -2.56 -4.58 -3.28 -6.88 -8.63 -6.64 -4.32 -8.63 6.02 2-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Negative Negative Negative Negative Negative Negative Horizontal L2 Negative Column Number 1.41) 1.2D+1.6S+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.5S 1.20+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.5S 1.2D+1.OE+L+.2S MIN MAX 2-A 0 0 4.05 8.1 3.2 8.1 3.2 -8.1 -3.2 0 -4.05 -8.1 -3.2 -8.1 8.1 2-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project:Town Fair Tire Queensbury,New York Project M 21176 Calc By:NDC Date:4/5/2022 Gridline 3 Vertical Total Loads Column Number Dead Collateral PSL1 PSI-2 PSLS Snow LL RBDWEQ EQ RBUPEQ WU WL2 WL3 WI-4 LWL1 RBUPLW LWL2 LWL3 LWL4 SEAL DSNW RBDWLW D D(Uplift) S(max) S(min) W(max) W(min) E(max) E(min) 3-A 3 1 14.5 -1.7 1.2 14.1 8.1 5.3 -2.1 -5.3 -9.7 -6.7 -1.3 1.6 -6.7 -13.3 -4.3 -3.7 -1.3 14.1 3.2 13.3 5.9 3 14.5 -1.7 13.3 -13.3 5.3 -5.3 3-G 2.7 15 3.2 -2.3 13.1 14.6 8 2.3 -1.6 1..2 -9.7 -6.9 -5.1 -6.7 -2.3 -3.9 14 4 17.7 2.7 14.6 -1.3 1.2 -9.7 2.3 2.3 3-C 4.3 5.9 19.7 14 -2.9 30.8 17.6 3.4 -9.8 -3.8 -14.7 -8.7 -14.8 -10.2 -S.8 -4.1 30.8 0.4 10.2 4.3 30.8 -2.9 -3.8 -14.8 3.4 3.4 3-E 3.1 5.4 -7.2 14.9 13.9 21.7 12.3 -3.6 -10.6 -6.3 -6 -1.7 -5.2 -10.7 -0.9 -6.4 21.6 0.1 8.5 3.1 21.7 -7.2 -0.9 -10.7 -3.6 -3.6 Horizontal 1 Total Loads Column Number Dead Collateral I PSLS I PSL21 PSL31 Snow I LL I RBDWEQ I EQ I RBUPEQ I WLi I WL21 WL3 I WL41 LWLl I RBUPLW I LWL2.1 LWL31 LWL41 SBAL I DSNW I RBDWLW ED S(max) 5(min) W(max) W(min) E(max) E(min) 3-A 0.4 0.7 2.7 -1 1.5 3.3 1.9 -3.1 -6.1 -6.6 4.7 4.2 1 1.3 0.5 0.7 3.3 0.4 0.4 3.3 -1 4.7 -6.6 -3.1 -3.1 3-G -0.4 -0.7 -2.7 1 -1.5 -3.3 -1.9 -2.4 -3.8 -2.8 5.5 6.5 -1 -1.3 -0.3 -3.3 -0.4 -0.4 1 -3.3 6.5 -3.8 -2.4 -2.4 3-C 3-E Horizontal L2 Total Loads Column Number Dead Collateral I PSLl I PSL21 PSL31 Snow I LL I RBDWEQ I EQ I RBUPEQ I WLS I WL21 WL3 I WL41 LWLS I RBUPLW I LWL21 LWL31 LWL41 SBALI DSNW I RBDWLW D S(max) Shin) W(max) W(min) E(max) E(min) 3-A 3.2 -3.2 -8.1 8.1 0 0 0 S.1 -8.1 3.2 -3.2 3-G 3-C 3-E Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 ASD i Gridline3 Uplift Uplift Uplift Uplift Uplift Uplift Uplift Vertical 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Uplift PRELIM PRELIM Column Number D D+S D+.6•Wb D+Q7Eb 0.6D+0.6•Wb 0.6D+0.7Eb D-.6•Wb D-0.7Eb 0.6D-0.6•Wb 0.6D-0.7Eb D+0.75(L+S+0.6'W) D+.75(L+S+0.7E) D+0.75(L+S+0.6•W) D+.75(L+S+0.7E) MIN MAX SIZE SIZE 3-A 5.9 20.4 13.88 9.61 11.52 7.25 -4.98 -0.71 •6.18 -1.91 22.76 19.5575 -4.26 71.0575 -6.18 22.76 3 3.14 3-G 17.7 32.3 18.42 19.31 11.34 12.23 -3.12- 4.31 -4.2 3.23 29.19 29.8575 -3.39 2.1825 -4.2 32.3 3.5 2.5923 3-C 10.2 41 7.92 12.58 3.84 8.5 -4.58 6.66 -6.3 4.96 31.59 35.085 -4.535 3.91 -6.3 41 4 5.49 3-E 8.5 30.2 7.96 5.98 4.56 2.58 -3.32 0.58 -4.56 -0.66 24.37 22.885 -7.115 -4.19 -7.115 30.2 3.5 5.84 Negative Negative Negative Negative Negative Negative Horizontal 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Negative Column Number D D+S D+.6'Wb D+0.7Eb 0.6D+0.6•Wb 0.6D+0.7Eb D-.6'Wb D-0.7Eb 0.6D-0.6•Wb 0.6D-0.7Eb D+0.75(L+S+0.6•W) D+.75(L+S+0.7E) D+0.75(L+5+0.6•W) D+.75(L+S+0.7E) MIN MAX 3-A 1.1 4.4 3.92 -1.07 3.48 -1.51 -3.56 -1.77 -3.72 -1.93 5.69 1.9475 -3.32 -1.9775 -3.72 5.69 3-G -1.1 0.6 3.5 -2.08 3.66 -1.92 -3.38 -2.78 -2.94 -2.34 3.275 -0.91 -5.285 -4.835 -5.285 3.66 3-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Negative Negative Negative Negative Negative Negative Horizontal L2 16-8 16-10 16-12 16-12 16-15 16-16 16-12 16-12 16-15 16-16 16-13 16-14 16-13 16-14 Negative Column Number D D+S D+.6'Wb D+0.7Eb 0.6D+0.6•Wb 0.6D+0.7Eb D-.6•Wb D-0.7Eb 0.6D-0.6•Wb 0.6D-0.7Eb D+0.75(L+S+0.6'W) D+.75(L+S+0.7E) D+0.75(L+S+0.6•W) D+.75(L+S+0.7E) MIN MAX 3-A 0 0 4.86 2.24 4.86 2.24 -4.86 -2.24 -4.86 -2.24 3.645 1.68 -3.645 -1.68 -4.86 4.86 ' 3-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 LRFD Gridline3 Uplift Uplift Uplift Uplift Uplift Uplift Vertical Uplift Column Number 1.41) 1.2D+1.65+L 1.2D+1.6S+.5W 1.2D+1.OW+L+.SS 1.2D+1.OE+L+.25 .9D+1.OW .9D+S.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.2D+1.65+.SW 1.20+1.OW+L+.SS 1.2D+1.OE+L+.2S MIN MAX 3-A 8.26 30.28 36.93 27.63 15.28 18.61 10.61 -10.6 -2.6 0.88 -5.77 -10.55 -2.04 -10.6 36.93 3-G 24.78 44.6 45.2 29.74 26.46 17.13 18.23 -7.27 4.73 -0.44 -5.29 -7.61 5.08 -7.61 45.2 3-C 14.2E 61.52 59.62 23.84 21.8 5.38 12.58 -10.93 7.27 0.52 -6.88 -11.09 7.98 -11.09 61.52 3-E 11.9 .44.92 44.47 20.15 10.94 6.75 4.05 -7.91 -0.81 -7.8 -13.15 -10.58 -1.32 -13.15 44.92 Negative Negative Negative Negative Negative Negative Horizontal 1 Negative Column Number 1.41) 1.2D+1.6S+L 1.2D+1.65+.5W 1.2D+1.OW+L+.SS 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.2D+1.6S+.SW 1.2D+1.OW+L+.5S 1.2D+1.OE+L+.2S MIN MAX 3-A 1.54 6.6 9.95 7.67 -1.12 5.69 -2.11 -6.24 -2.74 -1.12 -4.42 -6.62 -2.82 -6.62 8.95 3-G -0.56 1.12 4.37 6.52 -2.68 6.14 -2.76 4.79 -3.39 -6.6 -8.5 -6.77 -4.38 -8.5 6.52 3-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Negative Negative Negative Negative Negative Negative Horizontal L2 Negative Column Number 1.40 1.2D+1.6S+L 1.2D+1.6S+.SW 1.2D+1.OW+L+.SS 1.2D+1.OE+L+.25 .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE 1.2D+1.6S+L 1.2D+1.6S+.SW 1.2D+1.OW+L+.55 1.2D+1.OE+L+,2S MIN MAX 3-A 0 0 4.05 8.1 3.2 8.1 3.2 -8.1 -3.2 0 -4.05 -8.1 -3.2 -8.1 8.1 3-G 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 3-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3-E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project:Town Fair Tire Queensbury,New York Project M 21176 Calc By:NDC Date:4/5/2022 Gridline 4 Vertical Total Loads Column Number Dead Collateral Live Snow Sbal W+ W- WR WL EL ER Drift W16+ E+ E- D D(Uplift) 5 W(max) W(min) E(max) E(min) 4-G 0.7 8 1.7 3 3 -2.9 -2.9 -2.9 -2.9 8.7 0.7 1 3 -2.9 -2.9 0 0 4-F 1 4.5 4.5 7.9 7.9 -7 -7 -7 -7 5.5 1 7.9 -7 -7 0 0 4-E 0.8 1.6 3.8 6.7 6.8 -5.6 -5.6 1.8 -13.5 -2.4 2.4 2.4 0.8 6.8 1.8 -13.5 2.4 -2.4 4-D 0.9 1.3 4 6.9 6.9 -5.9 -5.9 -13.3 2 2.4 -2.4 0.1 2.2 0.9 7 2 -13.3 2.4 -2.4 4-C 0.9 1.4 4.3 7.4 7.4 -6.1 -6.1 -6.1 -6.1 0.2 2.3 0.9 7.6 -6.1 -6.1 0 0 4-B 1.2 1.8 5.5 9.6 9.6 -8.2 -8.2 -8.2 -8.2 2.2 1 3 1.2 11.8 -8.2 -8.2 0 0 4-A 0.6 0.7 2 3.5 3.5 -3.2 -3.2 -3.2 -3.2 2.1 1.3 0.6 5.6 -3.2 -3.2 0 0 Horizontal 1 Total Loads Column Number Dead Collateral Live Snow Sbal W+ W- WR WL EL ER Drift W16+ E+ E- D S W(max) W(min) E(max) E(min) 4-G 0 -0.2 0.6 -0.6 -0.2 0 0.6 -0.6 0 0 4-F 0 0 0 0 0 0 4-E 5.3 1.6 0 0 5.3 5.3 1.6 1.6 4-D -4.9 -1.6 0 0 -4.9 -4.9 -1.6 -1.6 4-C 0 0 0 0 0 0 4-B 0 0 0 0 0 0 4-A -0.1 -0.1 0.1 0.1 0.2 -0.1 0 -0.1 0.2 -0.1 0 0 Horizontal L2 Total Loads Column Number Dead Collateral Live Snow Sbal W+ W- WR WL EL ER Drift W16+ E+ E- D S W(max) W(min) E(max) E(min) 4-G 0 0 0 0 0 0 4-F -0.2 -0.3 -0.3 2.6 -2.3 0.3 0.3 2.5 0.3 -0.3 0 -0.3 2.6 -2.3 0.3 -0.3 4-E 0 -0.1 -0.2 -0.3 -0.3 2.4 -2.2 0.3 0.3 0 0 0 2.4 0.3 -0.3 -0.1 -0.3 2.4 -2.2 0.3 -0.3 4-D 0 -0.1 -0.2 -0.3 -0.3 2.4 -2.2 0.3 0.3 0 0 0 2.4 0.3 -0.3 -0.1 -0.3 2.4 -2.2 0.3 -0.3 4-C 0 -0.1 -0.2 -0.3 -0.3 2.6 -2.4 0.3 0.3 0 0 0 2.6 0.3 -0.3 -0.1 -0.3 2.6 -2.4 0.3 -0.3 4-B -0.1 -0.1 -0.3 -0.5 -0.5 2.4 -1.9 0.4 0.4 0 0 -0.1 2.4 0.1 -0.1 -0.2 1 1 -0.61 2.4 1 -1.9 1 0.1 -0.1 4-A 0 0 0 0 1 0 0.1 1-0.11 0 1 0 0 1 0 1 0 0.1 0 0 0 0 0.1 0.1 0 0 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 ASD Gridline 4 Uplift Uplift Uplift Uplift Uplift Vertical 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Uplift PRELIM PRELIM Column Number D D+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.6D+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX SIZE SIZE 4-G 8.7 11.7 6.96 8.7 3.48 5.22 -1.04 0.7 -1.32 0.42 9.645 10.95 -1.32 11.7 2 1.45327 4-F 5.5 13.4 1.3 5.5 -0.9 3.3 -3.2 1 -3.6 0.6 8.275 11.425 -3.6 13.4 2.5 2.40 4-E 2.4 9.2 3.48 4.08 2.52 3.12 -7.3 -0.88 -7.62 -1.2 8.31 8.76 -7.62 9.2 2 3.49 4-D 2.2 9.2 3.4 3.88 2.52 3 -7.08 -0.78 -7.44 -1.14 8.35 8.71 -7.44 9.2 2 3.45 a�] 2.3 9.9 -1.36 2.3 -2.28 1.38 -2.76 0.9 -3.12 0.54 5.255 8 -3.12 9.9 2 2.23 3 14.8 -1.92 3 -3.12 1.8 -3.72 1.2 -4.2 0.72 8.16 11.85 -4.2 14.8 2.5 2.59 1.3 6.9 -0.62 1.3 -1.14 0.78 -1.32 0.6 -1.56 0.36 4.06 5.5 -1.56 6.9 2 1.58 Negative Negative Negative Negative Horizontal 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Negative Column Number D D+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.61)+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX 4-G -0.2 -0.2 0.16 -0.2 0.24 -0.12 -0.56 -0.2 -0.48 -0.12 0.07 -0.2 -0.56 0.24 4-F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4-E 0 0 3.18 1.12 3.18 1.12 3.18 1.12 3.18 1.12 2.385 0.84 0 3.18 4-D 0 0 -2.94 -1.12 -2.94 -1.12 -2.94 -1.12 -2.94 -1.12 -2.205 -0.84 -2.94 0 4-C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4-B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4-A 0 -0.1 0.12 0 0.12 0 -0.06 0 -0.06 0 0.015 -0.075 -0.1 0.12 Negative Negative Negative Negative HorizontalL2 16-8 16-10 16-12 16-16 16-15 16-16 16-12 16-16 16-15 16-16 16-13 16-14 Negative Column Number D D+S D+.6*Wb D+0.7Eb 0.6D+0.6*Wb 0.6D+0.7Eb D-.6*Wb D-0.7Eb 0.6D-0.6*Wb 0.6D-0.7Eb D+0.75(L+S+0.6*W) D+.75(L+S+0.7E) MIN MAX 4-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4-F 0 -0.3 1.56 0.21 1.56 0.21 -1.38 -0.21 -1.38 -0.21 0.945 -0.0675 -1.38 1.56 4-E -0.1 -0.4 1.34 0.11 1.38 0.15 -1.42 -0.31 -1.38 -0.27 0.755 -0.1675 -1.42 1.38 4-D -0.1 -0.4 1.34 0.11 1.38 0.15 -1.42 -0.31 -1.38 -0.27 0.755 -0.1675 -1.42 1.38 4-C -0.1 -0.4 1.46 0.11 1.5 0.15 -1.54 -0.31 -1.5 -0.27 0.845 -0.1675 -1.54 1.5 4-13 -0.2 -0.8 1.24 -0.13 1.32 -0.05 -1.34 -0.27 -1.26 -0.19 0.43 -0.5975 -1.34 1.32 4-A 0 0 0.06 0 0.06 0 -0.06 0 -0.06 0 0.045 0 -0.06 0.06 Project:Town Fair Tire Queensbury,New York Project#:21176 Calc By:NDC Date:4/5/2022 LRFD Gridline 4 Uplift Uplift Vertical Uplift Column Number 1.41) 1.2D+1.65+L 1.2D+1.6S+.SW 1.2D+1.OW+L+.55 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 4-G 12.18 15.24 13.79 9.04 11.04 4.93 7.83 -2.27 0.63 -2.27 15.24 4-F 7.7 19.24 15.74 3.55 8.18 -2.05 4.95 -6.1 0.9 -6.1 19.24 4-E 3.36 13.76 14.66 8.08 6.64 3.96 4.56 -12.78 -1.68 -12.78 14.66 4-D 3.08 13.84 14.84 8.14 6.44 3.98 4.38 -12.49 -1.59 -12.49 14.84 4-C 3.22 14.92 11.87 0.46 4.28 -4.03 2.07 -5.29 0.81 -5.29 14.92 4-B 4.2 22.48 19.38 1.3 5.96 -5.5 2.7 -7.12 1.08 -7.12 22.48 4-A 1.82 10.52 8.92 1.16 2.68 -2.03 1.17 -2.66 0.54 -2.66 10.52 Negative Negative Horizontal 1 Negative Column Number 1.4D 1.2D+1.6S+L 1.2D+1.6S+.SW 1.2D+1.OW+L+.5S 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 4-G -0.28 -0.24 0.06 0.36 -0.24 0.42 -0.18 -0.78 -0.18 -0.78 0.42 4-F 0 0 0 0 0 0 0 0 0 0 0 4-E 0 0 2.65 5.3 1.6 5.3 1.6 5.3 1.6 0 5.3 4-D 0 0 -2.45 -4.9 -1.6 -4.9 -1.6 -4.9 -1.6 -4.9 0 4-C 0 0 0 0 0 0 0 0 0 0 0 4-B 0 0 0 0 0 0 0 0 0 0 0 4-A 0 -0.16 -0.06 0.15 -0.02 0.2 0 -0.1 0 -0.16 0.2 Negative Negative Horizontal L2 Negative Column Number 1.41) 1.2D+1.6S+L 1.2D+1.65+.5W 1.2D+1.OW+L+.55 1.2D+1.OE+L+.2S .9D+1.OW .9D+1.OE .9D-1.OW .9D-1.OE MIN MAX 4-G 0 0 0 0 0 0 0 0 0 0 0 4-F 0 -0.48 0.82 2.45 0.24 2.6 0.3 -2.3 -0.3 -2.3 2.6 4-E -0.14 -0.6 0.6 2.13 0.12 2.31 0.21 -2.29 -0.39 -2.29 2.31 4-D -0.14 -0.6 0.6 2.13 0.12 2.31 0.21 -2.29 -0.39 -2.29 2.31 4-C LO .14 -0.6 0.7 2.33 0.12 2.51 0.21 -2.49 -0.39 -2.49 2.51 4-B .28 -1.2 0 1.86 -0.26 2.22 -0.08 -2.08 -0.28 -2.08 2.22 4-A 0 0.05 0.1 0 0.1 0 -0.1 0 -0.1 0.1 Project:Town Fair Tire Queensbury, New York Project#: 21176 Calc By: NDC Date: 4/5/2022 Gridline G Portal Frame Vertical Total Loads Column Number Dead LEQ LWL1 LWL2 D W(max) W(min) E(max) E(min) G-LEFT 0.9 -6.1 -13.3 13.3 0.9 13.3 -13.3 -6.1 -6.1 G-RIGHT 0.9 6.1 13.3 -13.3 0.9 13.3 -13.3 6.1 6.1 Horizontal 1 Total Loads Column Number Dead LEQ LWL1 LWL2 D W(max) W(min) E(max) E(min) G-LEFT 0 -3.2 -7.1 7.4 0 7.4 -7.1 -3.2 -3.2 G-RIGHT 0 -3.4 -7.4 7.1 0 7.1 -7.4 -3.4 -3.4 Moment Footing Design Program Project: Town Fair Tire Queensbury 1G Allowable Soil Bearing 3000 psf Unit Weight(pcf) Factor Weight Moment at Base of Footing 22200',' ft*lb Column Dead Load 7979 lb 1 -7979 lb 4 1061.34 lb Pier(ft) Footing(ft) ,6 1 1 5400 lb Soil 34.2311 4 120 1 16430.93 lb Net DL 14913 lb Eccentricity, e -- 1.49 ft Min footing length 2-';-98 ft Eccentricity within middle third? no Length'of Soil Bearing,X 4.53 ft Max Soil Bearing Pressure,Qmax 1096 psf OK Min Soil Bearing Pressure, Qmin psf Resisting Moment 44740 ft*lb OTM Factor of Safety 2.0112- OK :X FOOng, use Moment Footing Design Program Project: Town Fair Tire Queensbury 1&4D & E Allowable Soil Bearing 3Op0'i psf Unit Weight(pcf) Factor Weight Moment at Base of Footing 159,Q0 ft*lb Column Dead Load '=66:66: lb 1 -6666 lb Pier(ft) 133,3: 133. 3:; 150 1 796.005 lb Footing(ft) 6.. :6 1 150 1 5400 lb Soil 34.2311 8. 120 1 12323.2 lb Net DL 11853 lb Eccentricity, e 1.34 ft Min footing length 268 ft Eccentricity within middle third? no Length of Soil Bearing,X 4.98 ft Max Soil Bearing Pressure, Qmax 794 psf . OK Min Soil Bearing Pressure, Qmin {.Q psf Resisting Moment 35560 ft*lb OTM Factor of Safety 2:24- OK Use fi' x 6 x ;1 Footing: Moment Footing Design Program Project: Town Fair Tire Queensbury 2A&3A Allowable Soil Bearing .3006. psf _ Unit Weight(pcf) Factor _ Weight;. Moment at Base of Footing 2358& ft*Ib �^ T Column Dead Load =76.Q;: lb 1 -760 lb Pier(ft) 1 796.005 Ib Footing(ft) 6 :6 1. 1-90 1 5400 lb Soil 34.2311 3: 12"0 1 12323.2 Ib Net DL 17759 lb Eccentricity,e 1.33 ft Min footing length 2.66. ft Eccentricity within middle third? no Length of Soil Bearing,X 5.02 ft Max Soil Bearing Pressure, Qmax 1180 psf OK Min Soil Bearing Pressure,Qmin `.Q psf Resisting Moment 53278 ft*lb OTM Factor of Safety 2.2'6 OK ;Use 6 x` 6: x 1 Footing Moment Footing Design Program Project: Town Fair Tire Queensbury 2A&3A Allowable Soil Bearing 3000 psf Unit Weig ht.(pgf)— Factor Weight Moment at Base of Footing 1944,0, ft*lb --- Column Dead Load lb 1 -4260 lb Pier(ft) 1 796.005 lb Footing(ft) 6 ;6 1 150;' 1 5400 lb Soil 3 1 12323.2 lb Net DL' 14259 lb Eccentricity, e 1.36 ft Min footing length Z93- ft Eccentricity within middle third? no Length of Soil Bearing,X 4.91 ft Max Soil Bearing Pressure, Qmax w -.-968 psf OK Min Soil Bearing Pressure, Qmin Q, psf Resisting Moment 42778 ft*lb OTM Factor of Safety 2.2-0- OK We 6 X Footing , - Moment FootingDesign Program' Project: Town Fair Tire Oueensbury 2G Allowable Soil Bearing -- 3000 psf Unit Weight(pcf) Factor Weight Moment at Base of Footing 1-7760 f *|b — — -- — Co|unmnDead Load |b 1 -7260 |b Pier(ft) 1 796'005 |b Footing(ft) & �G � ��' 1 S�O |b - - ` ~� Soil 34.2311 3 120 1 12323'2 1b NetDL 11259 |b Ecnenthoity, e 1'68 ft Min footing length �;-15 ft -Eccentricity within xvithin middle third? no Len8th.of Soil Bearing,X 4.27 ft Max Soil Bearing Pressure, {lnoax �7�q psf OK Min Soil Bearing Pressure, Qrnin I psf Resisting Moment 33778 ft*|b — OTM Factor ofSafety ��� ' - — Use - x 6 J Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1 Braced Bays Date: 4/5/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 518 Item number: not available Effective embedment depth: hef=25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - - Proof: Design Method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=8.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: W shape(AISC),W8X10;(L x W x T x FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in. Base material: cracked concrete,3000,fe'=3,000 psi;h=48.000 in. Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,ft.lb] 13 S i �o z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hill!AG,Schaan 1 NLE Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1 Braced Bays Date: 4/5/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=12,780;Vx=2,310;Vy=5,300; no 42 Mx=0.000;My=0.000;MZ=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilt]AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1 Braced Bays Date: 4/5/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity gN/Sv N Status Tension Pullout Strength 3,195 7,627 42/- OK Shear Steel Strength 1,445 5,112 -/29 OK Loading PIN Pv C Utilization PN,V N Status Combined tension and shear loads 0.419 0.283 5/3 36 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1 Braced Bays Date: 4/5/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1G Portal Frame Date: . 4/5/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 3/4 Item number: not available Effective embedment depth: hef=25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: -I- Proof: Design Method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: W shape(AISC),W8X10;(L x W x T x FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=48.000 in. Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,ft.lb] ao ,8 0 00 z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 HIM PROFIS Engineering 3.0.76 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1G Portal Frame Date: 4/5/2022 Fastening point: - 1.1 Design results Case Description Forces[Ib]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=13,300;Vx=7,400;Vy=0; no 31 Mx=0.000;My=0.000;MZ=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 Hilti PROFIS Engineering 3.0.76 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1G Portal Frame Date: 4/5/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/[;v N Status Tension Pullout Strength 3,325 10,987 31 /- OK Shear Steel Strength 1,850 7,555 -/25 OK Loading PM Pv t Utilization PN,V[%] Status Combined tension and shear loads 0.303 0.245 5/3 24 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 MLE Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Line 1G Portal Frame Date: 4/5/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt!product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan 4 ELI Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2A Portal Frame Date: 4/5/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 3/4 Item number: not available Effective embedment depth: hef=25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: -I- Proof: Design Method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);It=0.500 in. Anchor plate : Ix x Iy x It=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: W shape(AISC),W8X10;(L x W x T x FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=48.000 in. Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,ft.lb] - V s� 0 ` ro z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 Hilt! PROFIS Engineering 3.0.76 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2A Portal Frame Date: 4/5/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=10,600;Vx=9,110;Vy=8,100; no 58 Mx=0.000;My=0.000;MZ=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hiiti is a registered Trademark of Hilti AG,Schaan 2 Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2A Portal Frame Date: 4/5/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity aN/Pv!%l Status Tension Pullout Strength 2,650 10,987 25/- OK Shear Pryout Strength 12,190 21,341 -/58 OK Loading PN Pv Utilization PN,v[%] Status Combined tension and shear loads 0.241 0.571 5/3 49 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 ELI Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2A Portal Frame Date: 4/5/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt!products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific. application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2G Portal Frame Date: 4/5/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 314 Item number: not available Effective embedment depth: hef=25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data. Issued I Valid: -I- Proof: Design Method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: W shape(AISC),W8X10;(L x W x T x FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=48.000 in. Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]8r Loading[lb,ft.lb] a0 (9 0 Q Z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 1 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2G Portal Frame Date: 4/5/2022 Fastening point: 1.1 Design results Case Description Forces[lb]./Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=22,180;Vx=8,630;Vy=8,100; no 53 Mx=0.000;My=0.000;MZ=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 NJ Hilt! PROMS Engineering 3.0.76 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Line 2G Portal Frame Date: 4/5/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/[3v[%] Status Tension Pullout Strength 5,545 10,987 51 /- OK Shear Steel Strength 2,959 7,555 -/40 OK Loading ON Pv t Utilization PN,v I%] Status Combined tension and shear loads 0.505 0.392 5/3 53 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan 3 ELI Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Line 213 Portal Frame Date: 4/5/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt!products and are based on the principles,formulas and security regulations in accordance with Hllti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by.Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of HIM AG,Schaan 4 p � Guidelines for Structural Tests and Inspections [FILE=COPY TOWN OF QUEENSBUP,Y Program of Structural Tests and InsBpectrons+i\i- ased or, our!invite r with our commeniS V'23i! Flo? indicab:g 'rhe r,ians ,,. 'i.r full comet:.�ncr ,r„h Me Bui!;;rj.i "'e Project: Town Fair Tire Center Queensbury,New York New York Sta:a. Location: 863 Route 9, Queensbury,New York Owner: Town Fair Tire D `� Owner's Address: 460 Coe Avenue, East Haven, CT APR Q Architect of Record: Architect Andrew C. Milliken "DGIPrQu"'Z' U .�? GORY Structural Engineer of Record: DeWolfe Engineering Associates, P.C. This program of structural tests and inspections are submitted as a condition for issuance of the building permit. The following firms, agencies, or individuals (hereinafter referred to collectively as agents) will perform the tests and inspections under the direction of the SER. Abbreviation Agent AR Architect of Record listed above. SER Structural Engineer of Record listed above. CTA Concrete Testing Agency. (Owners) STA Soils Testing Agency (Owners). STTA Steel Testing A.eg_ncy(Owners). SEL Selected Testing Agency/ies (Owners). CLK Clerk of the works. The abbreviations will be used on the attached pages to identify which agent is performing the particular test or inspections. The following categories of structural tests and inspections, if checked, are included in the program for structural tests and inspections for this project. The specific tests and inspections required for each checked category are listed on the page noted opposite the-category. CategorX Page Categ_orX Page ❑ Steel Construction ❑X In-situ bearing strata for ❑X Cast-in-place concrete Footings 3 Construction 1 ❑ Pile Foundations ❑ Precast Concrete ❑ Pier Foundations Construction ❑ Curtain Walls (wall panels ❑ Masonry construction and veneers) ❑ Wood Construction ❑ Light gage metal framing © Controlled Structural Fill ❑ Special Cases (prepared fill) 2 The following items of construction, if checked, are specified in the structural plans or specifications on a performance basis. In accordance with the code their structural design will be reviewed by the SER and their construction is included in the program for tests and inspections on the attached sheets: ❑ Curtain Walls ❑X Metal Buildings ❑ Precast Concrete Components ❑ Metal Stairs ❑ Post-tensioning steel ❑ Miscellaneous Metals ❑ Structural Steel Connections ❑ The following items are excluded from this program of structural tests and inspections, since they are designed by other structural engineers not under the aegis of the SER and the SER was not retained to provide performance specifications for their design. These other structural engineers must be assigned by the owner, architect, or construction contractor, as applicable, to be the special SER's for their respective designs and to provide a program of structural tests and inspections for their respective designs. OF,Ncz Prepared by the Structural Engineer of Record: 0 . Name: Nicole D. Crum, P.E. please type or print PPf C A.- Signature: Firm: DeWolfd Engineering Associates, P.C. Q?� SS1O '�4 Date: April 5, 2022 Registration Seal Schedule of Structural Tests and Inspections Page 1 of 3 Project:Town Fair Tire Center Queensbury,NY Cast-in-Place Concrete Construction Item Agent Scope Type and Extent of Test Duration of Test 1. Mix Design. Review submitted mix designs. Verify mix is in Periodic SER conformance with ACI 318 Chapter 3 2.Materials Certification. Review for conformance with the specifications. Verify materials is in Periodic SER conformance with ACI 318 Chapter 3 3. Batching Plant. Review plant quality control procedures and batching and Verify plant quality control Periodic CTA mixing methods. is in conformance with ACI 318 4. Reinforcement Installation. Inspect reinforcement in Periodic CTA/ Inspect reinforcing for size,quantity,condition and placement. conformance with ACI SER 318:3.5,7.1-7.7 5. Post-Tensioning Operations. Inspect tensioning and anchorage of tendons. Inspect N.A. grouting of bonded tendons. 6. Formwork Geometry. Inspect form sizes. Inspect formwork in Periodic CLK/ conformance ACI 318: AR 6.1.1 7. Concrete Placement. Observe concrete placement options. Verify conformance with Inspect concrete Continuous CTA specifications including cold-weather and hot weather placement and test fresh placement procedures. Perform slump,density and air content concrete per ASTM C172, tests at point of discharge. ASTM C31,ACI 318:5.6, 5.8,5.9,5.10 B. Evaluation of Concrete Test and evaluate in accordance with the specifications. Inspect concrete Periodic Strength. CTA specimens per ASTM C172,ASTM C31,ACI 318:5.6,5.8,5.9,5.10 9. Curing and Protection. Observe procedures for conformance with the specifications. Verify curing methods Periodic CLK/ meet ACI 318:5.11-5.13 AR 10.Others:Shop Drawings. Review of Fabricator developed rebar shop drawings. Verify shop drawings are Periodic SER in conformance with ACI 318 11. Bolts and Anchors Cast-in- Inspection of size,grade,and placement of cast-in-place Verify in conformance Continuous Place. CTA anchor rods and bolts with ACI 318:8.1.3, 21.2.8 12. Post-Installed Anchors. Inspection of size,grade,placement,and adhesive used for Verify in conformance Periodic CTA post-installed anchors. with ACI 318:3.8.6,8.1.3, 21.2.8 Schedule of Structural Tests and Inspections Page 2 of 3 Project:Town Fair Tire Center Queensbury,NY Controlled Structural Fill(Prepared Fill) Item Agent Scope Type and Extent of Test Duration of Test 1. Fill Material. Test material for conformance with the specifications.Perform ASTM D422 and ASTM Periodic STA laboratory compaction tests in accordance with the D1557 specifications to determine optimum water content and max. drydensity. 2. Installation of Controlled Provide full-time inspection of the installation in accordance Visual Inspection Continuous Structural Fill. STA with the specifications. 3. Density of Fill. Perform field density tests of the in-place fill in accordance with Test each lift in Periodic STA the specifications. accordance with ASTM D6938 Schedule of Structural Tests and Inspections Page 3 of 3 Project:Town Fair Tire Center Queensbury,NY In-Situ Bearing Strata for Footings Item Agent Scope Type and Extent of Test Duration of Test 1. Bearing Strata for footings. Inspect strata for conformance to the structural drawings and Visually Inspect Soils for Periodic STA. specifications. confirmation of soil characteristics 2.Bearing surfaces for footings. Inspect bearing surfaces for conformance to the requirements Visually Inspect Soils for Periodic STA of the construction documents and specifications. confirmation of soil characteristics Bast Hatfield Construction,LLC Project:2151 2151 Town Fair Tire Ctr Queensbury . e 1399 Crescent Vlscher Ferry Road 863 Route 9 HAYFIELD PI(518)373 2000Ifton Park,New York 12065 Queensbury,New York 12804 CONSTRUCTION; LLC F:(518)373-2303 Submittal #133419-1.0 - 133419: Metal Building System - Shop Drawing 133419 - METAL BUILDING SYSTEM Distribution Summary _ 0?"( Distributed by Drew Milliken(Milliken Associates Architecture Planning)on Mar 25,2022 F n�- 9 To Sheri Haughney(Bast Hatfield Construction,LLC) Message None Attachments TOWN OF QUEENSBURY BUILDING DEPARTMENT liance _-. ._____ ___gasedonou�mitedexaminatlon,comp Name Response Attachments viltirdltii►ie ' ents shall not be-constr_ua i - —indicau'.g-tne plans and specidingoCsoare-in Sheri Haughney Submitted �133419-01 CECO full compliance with the-Bullding- PS of (Bast Hatfield Construction,LLC) Reactions&Anchor Bolt New York State. Dwos.pdf I Revision 0 Submittal Manager Drew Milliken(Milliken Associates Architecture Planning) Status Closed Date Created Mar 15,2022 Issue Date Mar 15,2022 Spec Section 133419-METAL BUILDING SYSTEM Responsible Bast Hatfield Construction,LLC Received From Sheri Haughney(Bast Hatfield Construction,LLC) Contractor Received Date Mar 15,2022 Submit By Mar 15,2022 Final Due Date Mar 22,2022 Lead Time Sub Job Cost Code Location Type Shop Drawing Submitted product has been reviewed for release to Architect/Engineer. Approvers Drew Milliken(Milliken Associates Architecture Planning) Ball in Court Distribution John Wypychoski(Town Fair Tire Center),Travis Teale(Bast Hatfield Construction,LLC),Sheri Haughney(Bast Hatfield Construction,LLC),Joe Conophy(Bast Hatfield Construction,LLC) Description Submittal Workflow Name _ Sent Date _j Due Date T Returned Date Response �— Attachments ~ General Information Attachments Bast Hatfield Construction,LLC Page 1 of 2 Printed On:Mar 25,2022 03:42 PM EDT Submittal#133419-1.0-133419:Metal Building System-Shop Project:2151 2151 Town Fair Tire Ctr tlueensbury Drawing y Name ' Sent Date —�Due Date Returned Date Response Attachments� Y _ , Sheri Haughney Mar 22,2022 Mar 15,2022 Submitted 133419-01 CECO Reactions&Anchor Bolt Dwos.odf(Current) Drew Milliken Mar 15,2022 Mar 22,2022 Mar 25,2022_ Approved Bast Hatfield Construction,LLC Page 2 of 2 Printed On:Mar 25,2022 03:42 PM EDT r ` .AJ SUBMITTAL COVER SHEET BHC Submittal No.: 133419-01 - Contractor Name: Bast Hatfield Conotnuct|on, LLC BHC Project No.: 2151 Contractor Address: 13QQ Crescent Vimnher Ferry Road,Suite 2 Specification 8ection:_133419___ Hm|hnoon' NY12OG5 Phone&Fax#: 618-373'2000/518-373'2303 Submit:Via BHOPmcone To: Milliken Associates Architecture Planning Submittal Date: 03-15-22 4O Top 0 Hill Road Wappingers Falls, N`f126SO Attn: Drew K8Uihmn Email: Project Name: Town Fair Tire Center-Queensbury, NY Type ofSubmittal: (x )Product Data ( x )Shop Drawings Samples Other ( Test Report ( )Schmdu|a Product Name: Subcontractor/Supplier: Bast Hatfield Construction ARCHITECT/ENGINEER STAMP CONTRACTOR APPROVAL Date: 03-15-22 By:T.Teale Submitted product has been reviewed for release toAm:hdactlEnginmer Submitted Product ioaa specified. 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SL l0 93+e••w J•Pa I i i 1-oeLcf-a-al :+ov.ov ar I I I ' IINn J PV .N Io000NO.33S I v P•WV I v wnp dVl tY NfitlM I NDhYM/M OS�I D�I IV I 1G30-9 d10L� veV H3NYSV3 oro Ll tr w 1p16YM/N OS J{a�l-Ll YLI/NINLSY3 v' �� a� JPpa n•e m3d �4 ., 1 .a.Nou03s .tl.NOLL335 — — — — — — — — — — — — — — — — — — — — — — — — — p 9a 4 oro 11r NL6YA/N YL —. T OS!1.1-L{ l N�� JI N3Ni11SY3 lOOL — _ I u I030-0 DOtl I" '! [1 '• y u 5 '! y '• '3 [1 •1 Y Y I! I! To J,1V 1 1 1 1 f 1 A"a"�N J,•'l-L, Jv1Lna 1or31r (L) [vN I rcV tmalsre Al16YAYN n jl.fl-LI • �0'� no Y3ULSI3 ' I I ' Pmd V•v8 JIDd PPd 4v0 NBd ' CIS mim,IONl nr° bio-e�N=ad�.1 mva {3NVld ONLL3316100tl Oro Zl lr WZL VLU tON1lSY1 Q 'QiddYl lOY9 38 0130N 3tlV 6S3NYd 7N/id 110tl 3Nl!0 305+,0 ON311[3 SS01'/d 3NL!1Kl OW 38 Ol 3n Sid1Vd IOOtl tlOd ��9JOtl I m�af¢" Nu�P91P°Ara"D��Ir Twc"rv'u.! r°�F 119oaw SCHEDULE OF ACCESSORIES vAPaR sAtANr LF+iFRIw a°Nr w ExIDOM.xoET)wa�oETERuzEm m ra 16AINONiL wavmt AxD/aR AAanccr v RF19A. Na ISOD oFsownan Y-1 x 7-2 FACTORY IDulm iMNm DPDUNGS O�mewiu m°of naells°.q pia ma 0 L~ine m�m.�in°ifn o°m°i . e to-o x 12'-o FACTaIr muTm ftiAYm mtxmEcs dwd°M al RHO ro N.rdu/aem dHaOe m N.1l'era.bpe b Ne pm11.wrDm9 Da!.bd IM ro Oetumb.Vu panel a!EhnnebM1 Nets:Ngennl of rool uq.a0.acm°nlae b Mlktl ro Ne e�m appmmc� IIITFA 10 DEMOS W 0.5TA1lATION fY RIANm OPpID105 d SDp plm m°tla°Ilne/>IuLNellmp�WYa PMn�t 4.A IR STM9Nm NNL FflOCEWF6 T°OECF ME 90E19NL Nm fN°1YNL PANf>9. �Y Or nePmebOt,of N.melm°°LUI°°mmuiicbm. p i T 8 i °x).DZII °k].DZt1 114 r rl I 1 I ti I Texan/e• I Tsx1n/s' i exz szlz D' r I I °MSSC11 I Tawa- 2fti II II gt s oPEN i0R tiA.4 111� I I Q 1 3/0• ..i i i iyY. 100.61fltAf I I L I B �y Lur A M=OFW � 1 1 I I g B ss•-r u•-r g � I -0•-n - u'-e zY-° zs'-a v-u CD TYP.CONNECTION PoR TUBES Cb b b Cb FlELD LOCATED Hams wmlla ' ,.RID „D7pElYALL EIEYATON'SWA'AT GRID TUNE'fC�Ii1tI0 �D W a w Cjm ❑❑ 0� pll,I sms NOF ro srAfc ao.N D m.ddd D T, T T 1� '� a q •_! _ c I _ o - ❑ --f c � _ - c c `d � � �I .m nvtm.: le-a-uzuon s«E MnID.:ES of 15 I I Tn.nyb.m.n—Z . I °PP.on Nerem 4 m empl fm Ne morutaN°r b Ne wtllvWe deeemed Dr.F.6ek n cnNflallon b OiNttl ro Ne Pe°4°°b de.finea and W!<l°ea W�G�YPinW�pNw b I I °0teatJ b Nb �°j,of P°N I .. OPEN FOR OLL55 I PANELS OW°iueNPE PAW].mYEAAm:Y-D PA PRa fSOA-65-2 Oe+ceydndP.erW.e• nI d at Pmei n°—w 1Neeeele reWM Dm CeneWcllm D.W. __ __ __ __ __ /GaL.F3- co s� WALL SHEETING ELEVATION'SWA" A� END x!Y RAN Erp BLDG'A' MW 14.2022 eNetel awdmam..wn.vm.e..e.�.e.m.e.rda SNA M•s) .�w.,nwr°.m.nc.t�..ma m.mnaem...n . en°a°O'�n.d°M'o.mc°�°lec�w..mdi:.e�..w."••nweu.d.w. FRAMED OPENING CUP TABLE e IfAA1I LZA DESOdPnoN NrAnm L.I�ufB a J�um L�iTAu1Oe �,w1Om 80•uv B0aun001ia fax �yTy� I e l-D Y I- 0.1eo 0.1eo 0.1SD H A N A 0.1e2 0.15? I N A I N A 11AN16A1:i1WFA NAa PAM W MINT. IMAL LOCA—iea APP4oATYN 10 QfE 5@ 6 MALL PANFl LAP AYIVT.ANAL LBGTQI OF TXE$mEUP ' VAPtli YAIANT(NRlnoa APR M D[TUtIM XINT)tfIIST BE DETE>aman BY THE YFOINUGL atalml ANB/OI A,IG,a=T v aEtolm. CC Dhvn•bn aom on N.,hyy blest b trrn•M a,•to Q of rb/pontl +J ••mn al qe.ne el W IY•1 pontl and b aOL q•e6nm•Im q•pantl aRQ tliade N a1 asfr a q•rek•/ e•1aB•m qe'X'trvhD•for q•pmtl o.aNmD Dml•btl 4r to blomM q•pmtl al®nn•bn NHr Aliyennl al rovl va etll•amemb•I.4111W t•fM MItl IU=4 exaeol4 I=1014 prfommam mU Wpwma f DA hWol•GDum•fd paN•)Y,rn,SN >r Im•thr•�enpg8lb oftlq•m�tA LuYA�D:nmiulacbrw. Nlgmmt b ncl N4 ul4 eY15Z♦ 9V 514 1 6x9(pp,]�14 qH�NHe Per to ntloNmnt of wll N••thp MOr to i vgpvt.a(nal er L rw b.iw h.amBm ..nkm x r•h !IulaOtl avow evE op•Nrp pr an•WCBm trvh h ! r vdR to nvoll•soM 4ee•cBm mu b a 11Ner N L t� n N _ . 4Q qrAA a n]]ifJ.DO114 ab1U.00114J a.21f10O114 ax'.JU.Dplis ax3Y1ofi114 — 62W101i114 tW 4 8 „ .A. _ e6 R4 Rg • 2 2 M12 2 61L1 2 y`cnI f q -:�;s;4'c:- •:,ry.' �:s.: .::wabTd i._Y`• .;,'yz.. :K+._�; 'ice•:.:•r�;. 'r °�{R :'J-�•:< ..,Ir=O:;. r'�T., 1M_OL:. i I." •'1�-0' ..T.. .::la_a� �::I' ::�lo'-o:: ,..q... :`.ur-o.� �°.r_a .g�ryy�9 e��� 12 n2A pH cl R� 2J-e 2s•-D a-n agektl ym yT.'�p� SA°ANWES Y-T e•-T 9•-1 B'-m s•-lB C-I* 7-7 tr-1 ry�1 AN x x• BSI D Ane Bmi•di�LSENgp�M M'o , rIBY,B 1'PmCH• E roHmer n2A uwtlm.il L<••um.) e1Nno Y1DGo vlalo rrelno ppp 12-t4. fl•eer 9DEWALL ELEVATION'SWC'AT CfLD 11NE'A' all c EYE SDppal MDIe SAD F. n F—n2A p i y nhrmel5ero Pontl 12-14 a it Pmwt•w 12-14.1'P.—SO Dk) 6 E$1 dpperl A14•vole•) •/o—At V-D'as Fne OI�Sbra(4)u. W st—ft.D odd T •. x • i •� • i •� T. • T T T 7t 7 sae: xor ro ss4fE I � rsm .r 1TNY . I I A»AlmDr. ID-B-wxeo-1 sn..f turner:MGM 16 . .q.nDhw•e •a . M U•mmubc6Yr frc u. motrla•a�.a lrnh sew ' � I loei°u:fY�4•+�b.a°n°v°r:a 61 FALL PANFlS I I odr1M w~ar•IpoO wD Kob PANEL oOVEMBE r J-0 not N•awop phw of CaM 52W - ncoA fo tlJe pn}cL PANEL PY6 aEOTL Cl5-B (:: :4:_ i)�. ':.4•':Yilti:. .::nPpl To S-pJ�•!:;' .'i:.. :Y:1 .4�':i:'i'i•�'�; iIYA dl Peitl ono n21,a yA'•,i1' .,+.,'�,(p),IL,•LIJY. ,.wr.a w ....:. ...... ...., .,: •,.•t•.:�,'...E......, ... row. u _.wu IYr,�Mr��E•pm A wov s yyn WALL SHEETING ELEVATION•SAL" .. BLOC A' EYB NEr�+ LYB � Mer 14,2G22 ®o�w.�bwm a.tllwm.Hb•,are.r EnDti,.rrrw SMA(H.a) .eu,mnrWge•rtlerr . m¢�Mmb�v�i.�NY�q��womYmWua rrween ' •~,n•1T.tl4•nror.upLmde4 ma�rrmssNabgwo, i YANIITACNIIIA NA9 PANE. 9Y T. vAPoa SEALANT fpt APPYCAnoN d FRAMED OPENING CLIP TABLE ro oNc smt s Alw PANFL LAv.wwr.Acnlu Inuirox or THE moaAP vAPw MR (rlmaaa A]INT oa umow+ow»Yusr ee oeimtMlm 11AP1(Ott oFSGi@nOl HFAODI Ifi loP par U. —m IIOr10Y 90Tou VEai IRT Erc mE YcaArooAL o+ma:m ANOAOi AAppiEOE v aew+m. L JAI(e I.— J'YB L U. 0.JA10 L JAEO a A1Y8 5� ,IAXaS A ] -•X -] QISo atsa p.iW N A b Q of.p/pmm wwn N N'and of fM eNq pmN and b NGI e„db _ 9SE w N•pmm SPLICE BOLT TABLE u:m�a o unmaiy I. �°'�i.�m m.�b d.lmdmm.rn'pm�wteam.�maa�i. ooAal. att. TYPE .. A (•) Y t A]]e eeN o o - M'fc Apmmml el rwl and a"m, b ofaM b tw or.m , •YIYMmw ma oppvmw a m hWot�b m.lm Pmm't'l.n 5« a (] X 1 A]]a BaN 0 0 'Authp pm and tl.ntlml to Y.taoaam puWlhw.Aa/am�t b not ' C • X 1 A]L'esN 4 0 0m nMmeeYry of IA•M'lm euldbp manulpelwv. D (•) x+� A]b IMN o o ' h'kYw HotC P.b b'llpm'nant of'10 NwIEry,IXmder mu'l M le"�X.ar]n�w°P°n.a(npt er uml)a.d E'wld m mmaen ep'wpcm $OENOIES 1feE$IaUT. �a b t t tavee'M�he.c1�b,i b�w e'adm�h L h ATTApIm Mill 1 X 1')'Al]e e0.TS . . en.sde ensue ensue ewae R e ens]+e eX ane � m¢sne • � h ��` n gy engine •S�� m+zsna G h Q b enszla avzsne gx eXzsz+e ensue m ? p• • e]zsz+e /TaX•o/a' �` sue „ 3 3 m¢]ua .,,.ne euena sua , eXa.snaa t• M,].,te Y € 4 e]zsc+a eX]. te�-0 ,�EY].xts Q�` enaae•�. pZwpMyg3g( h T00.YASOXR'l MALL • �¢ h g S FiSb b (lb b b b b b ar� W� g w®To rest] rpno wmno ttmna MOD revs �°0 SF ❑❑ , 0 ENOWALL ELEVATION'ENO'AT GRID LINE'I- yy wyap ]( 2 . ecVX mT To_ a.nbd A ao En Im AU IAu,mar. te-a-.suo-t snore IA'new:E7 of 15 Tn..npW.w Mww wm a::maufwb.r b t_ matwW'd'vflr'd ANW Spk . I M w c'nmlwlm b m.uw I l'tl„txoYoll dMw,M and ' I /ochvM er mawbeNr ( mIY•1M mdvreyXd w,pN'w b I W armml bphs M 7 7 i i ? i i i ? T i T i i 1 7 1 i ..tea ry ub pelk'L R R R R R R R R R R � R R R R A R � k R R R R R R R a A�pwelYwPE I I �b.wYwww,epimlOpXa M MALL PAMls PANE].0DWtAm ]•a I I Q1aa 53 q PANEL W.aEOb..65-I A!L• �:).;A�iY•.• ••:J�i .'yi rio'_u'.;.,;.lei ) FWd Cpl PmY and Tmn w :(;'• pp�N ms wwu.d P'.CmY.v'Um o.lm. eta XLr P+A]+ Lira Mar 14, WALL SNEETING ELEVATION'EWO' ]e e'w.,nm ee'comwteam.amexw BIDG'A'. aww,wteanuwe'twav,a�Ymu os mmmNm'DkwM dew'�u'Wwmna.un I FRAMED OPENING CLIP TABLE UMVAaTV HAS DWR=SUR OMT VA EENANT M APPucAna+ a ro q6-E w WALL PANEL IM ANT.AO L=TM W n2 smDM VAPpt EEUJ.NT(eviDEOfl ANf to DOOOafl ANT)W eT BE DEnA= uAwl aTr oEsaaPna xEAom T6P Tm oflT ro mvr ro Donau eaTlal sai Itnr tAi 1rr n¢uTnrArorx MtlXRA ANo/at Ax =,E fl¢OoflO. L J.a119 fl JNIB L JAYtI ft JAYD L YNB N J/JID JANB9 J-1% -1 CLIx 619a CLlea N A N• a151 Qte1 1 X A I N/A olnrlam Ao%n m aRAJ l. 1O 1Y. 91E TYPE u.Pma Amvnat'Y DAo.wt.hto ol I t b x6 SPLICE BOLT TABLE vbmn nnat.etlp Me bAuoK Q of Nnb/apa•nitltla r u.pma out Eenntlon. A QJX1j IA BAN DeN 0 B 1) x o 0 Natr Nimm�,l of 1pml an0 am ucmaarbe b Wllyd b ba a:rdi ( 11 A 0 M{mb plan m1e aew0an.b YUWRaI m�RRuruW�nn Nip m.,,i u eoL c II x 1 M M 0 0 ba wlPone4BlY o!tla mNd WRAIq mmNiacnar. o p x v A»s aaN 1 0 ' IPAAr Hate Pnw to auaa,m.lt of.m ARv1Na n.aar mN.t ee •-B-oTrvoiEm nleE WeyuwP.,pPatae(na er t®u7 ma IaNM b osmum b Mlotl 5mur wNbP.e t wlaea mow.ae w.,ba Ps.man+m N AnAorzD renl 1'r x et A.w DaTs >er ro t wmw ae«um an m r nwm L . 11 Q mvxe m¢sce ez1.5 mo. e Y h � �' Q Y exzene axasne qAz`is � m¢.snR e%zszle er�.ssle �d � _ en.me 'T4.% mt m. � Q�.•�31 A Y eusne mn.szle ¢sn�e ® e%xsne exasna BUme • € ®❑ . z fill Y 91Ct.x10 9%2xle - 'xl9 ��� ` ~ Buxte oPDl ro -0 =Wls tOt20cle ti Y fill e' Y-4 1C-0 ci b ,�PepAI 15'-1 tY-1 U'-0 tl'-0 tY-1 IY-R UJ 4 b b b b b b U gJNNN� {y❑❑ Ylmli] NDR10 MCI) TAR Q TYmtla M13 MNOo Nmtle ENDWALL ELEVATION'ENO'AT GRID LINE'4' Od . sarr War ro owe ma.,l b grant b Pm 1 G YWY . .he Adorer: le-B-IS360-1 a.le lA.ee<EB o115 ' f�m U.mm�wlacturs b Nip mae.a.awvb.a nrb.saa ua r<MMeotlon b WNtd I b qa pelcbJ xwv,.e mA . I I rRKTM lmavaTb Y:yKK1nf b rat Ne moral r,pR:r of T T T T T T T T T T T j T T T T T 1aro,e rQ 1NR PRoyat• RI 1».eRm.e�,oRww..a 6L MALL PANIMI PANEL cOVOi,LOE T-e I I ON.goo .. ..•� p.- PA m PWb-O 4 +•1: ••�: •.T" 'aT I Ritla at Pant oea nRn m �: :•f° :') L;'+:,':.y;.aPLn'ro j'w d 'L;•�,::i.;' IaplL•M Pr ca,ewae%1 oebR. '•Y•� Y !k'', ••:. sNc Y-0 Y-o �y WALL SHEETINGELEVATION'EWO'BL "rlRtt ENa 1¢Y PIAN LYm BLDG'A' Mer 14,21122. v.m..a,vaevma,nwan I,e�lOnmvaetlw. bb . ��tiaam nada Yarre RawmwLM�.o Mary rea sdYA(Ns) �r�v�,.w�.w:v+.wcambaantir.e raa.maaa�.�.awa..a vw §gg ' 8 8 Po WALL Pmw PANEL WY m-Y-U Ldlfdt-GALvA PANEL MM PEOb.-P 5 Qx W W ME Mt Pma r.ws.a v.�.tn,nlim Hbte/. l' e• w v: r 1'r tr BACK PANEL SHEETING ELEVATION'EW'B' @y BIDC A' g ®❑ fill `/m 'r, PBA NALL PANEIb � ���❑❑ PAMFL WYFItA(E-Y-0 UJI C0.0N-PN(1 GA I—e \\\ 9 P I¢OD.-PBB-B-4 Gl MC Pma m!h4n o. pp ZeyZ pp rgiM pr lbn.GucBon D.lcle O��p�1 CM<a6 star Nar ro rwtc Ma.e e Flo a n.s:Kree BACK PANEL SHEETNG ELEVATION'EWD' BLDG'A' sA«e Armeer:EB o115 . b Ne mmufvchem..b Ni~ molWN-E.wOeE Areh Sal! W a urYAeally,b WNbA b!M proOrN de>lTb me .mW -emmnt b na o+ral mpA.r oI n >IIJe po}ct AV PEW 06nSlW.Y 1E . NflY�nW MaFA'.VWL Iy 99 gyp.✓"`ep� Mw 14,2022 s.mon�ae.Pm.-�l.-an.emti N,. b . ���eaw�.mo�u�aee�:mwwmeMi.m«0 a s PANG CNIBAOE v Y-O C0.0a v 6LLVAlNIE iwa Nl Pna na Tft m . mwwa Pd cn.wwn o.bTv p p BAIX PANEL SHEETING ELEVATION',%A' r� BLDG'A' CJ I P() YAI&L PANGS PNa1 COVEN v y-0 8 COLOR v mvXul,YE l� yyF Sy¢ r.PA�b WL PmCm.hucam b• h ti —Iv Tr N N_N N i+ ii ti_Tr iv ti _ N N b _N Zr h N iV N $ sxas NOT ro snur- 1-G BACRAP QbtlO Pm r G, rrrt YMI . .bE NmnDn 1B-B-Ai300-1 rm.e m.wr.E10 GN S BACK PANEL SHEETING ELEVATION'S11C' lna nghrn tTop r.A. SLOG'A' Nn.�mmwf«uer malml9.ar.mo.a lim.h Sala ua n cruxavn b muW N.maaacb dmyma mu1 . oy s unaamla�w ngMry b L q.orsaA gNnr of ' fecvd rm tla.P,aYaL . _ Gaa9ra.1l PE ' rarvm.�m.can aa�.N.7aa Mar 14,2022 nrq� aema,vae.mmnma..Lamm„u.an.m.aN.. . ��.,m,�m.eY.mo'Moha iw vaa°wri�,.eu,r. oi/�PRo.Eers�ms-vie-io-m FB ssxT-a<ua..e=yy/I aAuzB/..al-mn: A/omB/.Ba 3/t/]2 n:eY,n 1 B/1 B- /w01-mmdonXY A /N%L O CQIlAK NOTES iRAIIE CIFARMICES SNOWN APPRO lE Alm WY VART WETO CONa1foNS�OFYTEC11M1� VFAIICAL CIFMANCE OOIEN90N5 ARE rnoY ' Enasl4n 11Boa RETYRFN¢EIEBAnox. ( 2 k a1' r-e S-2 Y-. 3'-. ]'-A Y-A Y-s s-. r-a r-4' ]•-. r-. S-a r-4 r-1 3•-. r-s r-a z-BI a•-o r-s 3•-. S-. r-. r-. r-. t 8 % P Ian 0.0 0.0 Y 0.]12! 8.0 40%P21 9.0%an am 11 30.0 TD 220.]%0.1 220%0.15a 220 Y 0.168 20.0 TO 1S1 X 0.1fA ISS x Pl l6 11!TO 30.0 X 0.1Y 220%0.158 6.0X an 9.0 XP25 9.aX 0.310 B.0x P]123 6.0 X0.25 B.0Xa2! pqa i n s a URI oil � NT F, fill „ a z-sH SY3x a. '�/+1�E ��gg 1. A e a2exass `/ln6 S Y ui x a Jr- s< $ xma Nor ro a„� mmm 6 331-1 2B'-0 2a'_e s,..1 NuMr.E11 of 15 BY-6 OOTJWT OY!TEFL TXX a:BNen moo XXd �tM IOmufacGu�la qi� cb Inlet.devDv6 MOLL SON ' M x CXIIIOmILX:4 al1YW R 1 b uo wom:�b aa.gna ma ' -C 2_E � O �N�t�n�a6O DY mmufaOWln y W w06.n b PeY1292 6`BX10.7B ' CROSS SEC710N AT FRAME UNE'2' fOOa 1r fnb IOolk1 . iwwwtawwusTluR.v.E vwuvF mrna rig S PLATE SIZE TABLE SPLICE BOLT TABLE� ' CONN. IOW WE MIDI SOE OW.. M. TYPE A a x 0.3T6%V-It} B a%0.]r!%r-0 6 1t a]re X r-a( (10) It t AMe BAN *DG Mar 14,2022 rro 0 e x 51 x r® .{x 1 A323 B6N o a x am X o•-IlE 12 X a32e x V-0dwP O X 0.0Ye X r-A{( 6 X MM X r-1H a %I( A321 OM O a x ae%Y-21} 6%0.3Ye X r-2 12 z Y A32e— .d,o-esaowkamdn.v.m. OT -Ve-19-01 M SE-s0w/aa/IB-O-/ISxBO/w01-nmdon_./F iuna/ma J/1!n n:erls 0 mNao.Ecrs�ms-ve-le-m re sE>•-�/lo-e-♦sxao wm-m,,,dm,.>/Blno- /.ou colxni rnnx AqE �, rzAnx>xa�FNro acoN°olnons(APo[>i[cn�ro�'D gam(]FARANIE OOIEN9W5 AItE IROx . io0A1FD RO(.i ISSIItFNQ F1EVA1xY1 CC Ix It i� 6'-o J'-♦ s -0 Y-x Y-♦ S s Y-s' Y-♦ 3'-♦ Y-1 Y-♦ Y-♦ J'♦ J'-♦ Y-♦ Y♦ Y-♦ Y♦ S a S-♦Y-ei T♦ T-♦ T♦ T-a Y-♦ '- E g w pp e.ox0.9 e.oxo9 E( xB.a ro law x o.1 ' 90 ro n.e z oxse na x alx n.e m u.o z al]e mo ro xnm x ntse xaos m m.lw x ot]e m.a♦ro al x alx 0.0Y69 BOY69 n0 x0.]19 Ba 0.9 BOx0.9 n0X09 Y pa I j a E,: r K —L—i'l TF, hr r �< A � s d o J.>J X OM O S d ]..Yau � z � � Y � e � � m � z � m m n 3 a d p p Vm �� �❑ a „ .R sods war ro swF e awe 1+0 «c 11M1 3Y-1 2B'-a T-] Jae A1eMr. 1fF-0-U'xB0-1 ' s..l n>..e.:E72 of 15 BY-e our art or slx¢ 1n.oxmsw.nm....m mB w mar w a u°J� .uaam.anabae n.w.sam � d n pNlkcllm b 16d1a0 to N.Bloalcb 4>dpno0 ono �.J tlj>,M,�v�ew o b venx.Bx PoY10.7e ret ' CRO55 SEC110N AT Fl(MIE LINE']' . .rmn♦wwtlsrvu.rc �n>.npnrli,a�.a�n v>h> 4�o Nw PLATE SIZE TABLE SPLICE BOLT TABLE WlOt taw SIDE WGN sME on. ME A 9 x 0.]M x 1'-Ili 0 a x MJM x Y-Sli 8 X a]>J x T-elf (lo) X 1i A]9 am a 0 ` � c e x a—x 74 1 (♦) X t —aaN I o D D e x n]M (q X 1 Aix]eul ♦ a Mar 14,2022 E 12 X 6JM x f'-0 Bemwnv is�l�tln bHOa'�mwnY r e z a]T]X 7- B X 0.]]0 x Y- (e)1 X 11 A19 am I 0 0wevm vmeamtickwgvnllnwlErgr�,mwom a e%a.e X 2-M e■Qe X 27- (0) X Y A]9 BAN o o mryrrbs..a>u .p.:xe bMvbnw�I K' N 9 z n]70 x Y-a mdu,Xmvorbc.ngwgwvwnmtl.xn �agsltpnivtintlbr♦On OY/PRIN C -Np-I" FRAME.o.u../mv/Ip-o-.s]xoMol-mmmmp/�tDc-A/ID'nvAms 3/I/=I— GDiEAAL NO1L9 . u�vARr�oI.¢m mnars�(�x�iccn01°Mw��Axo m, iW9®F1Lai�Ff2FN6 f1E�All NFRW . A no v a]las AO X m1w. ]Aa X 0.158 ' na X 431L' ()T x 1 uxp mn (4)T•x tl pous $ R I I B : . I d Y e m " a � T I I ��� �g�' ®❑ I m I I I Ws cj ❑❑ a x I a : : y a m I I m Smis NOT m 2YI a.obe e .um1 . .la Almes: 18-9-.p]80.-1 b s«I Hmb-E13 of 15 41 r-X w r-a d Via.m�r«an:y ' n.nm.a•wm.a nvwl.saw xp-Y �M or rsoacouwl b MXId . Io u•ptoXucb a.pi.a ma . ayylM w�E�•�TW�b not tla o.�oe nYxu�of r.wa ror w.Pr•}cL b b CROSS SECTION AT PORTAL FRAMEanWwe.nmXug W.• ' AT GRID LINE'C' (A)no 0.31■ ]p . Met 14,2022 PLATE SIZE TABLE SPLICE BOLT TABLE carom. law SUE woi soE oTr. s]E T1PE reaM Eda+.mb.dm®erdh. A C x Q. X 1'-4 1uNwanm Il Uanr]mUni abwMTq. uM.NU B p'X 63)p x W-11 Y x m3m x 7-B (1]) X 1 A]]3 9AN M. , p'xmw5xY-e B'x mm XII'-11 I] xliAm IMM n0�.aa am.m'�.mnrnOnm�.e.e� OT/PR0.[CR�S-Ye-te-01 iILWE.mp/Io-B-�3140/wN1-mmabnex/BtDO-A/bflp/.Ott] 3/10/111 -51 Q Ok%IFAAL NO1L4 Yt]tBG4 11GRAxDE DpIp90%9 A%E fA(IY iP09(D VLOOR REftAEHQ FIEVARIX A a0 x 0.3115 40 x 61•.A 140 x a1. 6 x0.]113 d0%613 a'111121 (4)f Y IN 25 1- 0)+'/1 ears Rq Y fill au ®❑ a E cmE N! � Wl all (0 f x A, ars µ)(•. 1] Bars rws AVT m sutc nv.m e ' moaod e ' n it Aie bones: tB-a-.euo-t v M"t xomer E14 of 15 . � 4 y l l s l 11•-ei f a l l ¢ � t'1:im:a:.s�i a�sda e.m>mmun.m�M umtua vtlyq unX�Pt{p..a�b ttncatl fm N4 P.1K cb wu/.mm�Ex®nmx Pa BE]'P6�nuanaaqPW CROSS SECTION AT PORTAL FRAME Ph AT GRID(1NE'A' Sd My &M-9m Y (�L PLATE SIZE TABLE SPLICE BOLT TABLE 'Mar 14.2022 rqs LYllll. lD'A'90E Nat SDE ptt. 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DWIflFIe]910'IH N iR19 TA ANCHGR RGD DESCPoPTION WANTIZ M.14.2G22 Y NAYEIFA% t00 emasmena an¢mnmimam.smara. '.Mum% Ao �mu�0mi°a1me°arw.m�.ee.o.�vrommmYv ,aeo.e. 'I o-M z Ia e.�e.nno..r.lYm ANCHOR ROD SETTLNG PLAN . �+wa .+mdmnmemu+.m . vmmok.emttivpa.w�.mesalu+A AIS0000E OFSTANOAM PRACM tOtERAPCES FOR WTRRGAN RRON r-o I—. —{ r 2 y gtlWN�Ctlumn d �C B•u.m w em w•t. b LE ull st/e• L LL x eN I� I //94•• (sue on a BT I � U U n h h TN.of MrM RA tt BASE PIATE AND ANCHOR PODTOLEPANCE6 TYPICAL SECnON TYPICAL SEC71ON TYPICAL SECnON TYPICAL SECTON TYPICAL SECTION JWCNOR ROD SETTNf:TOLERA110ES : O 3Y ANCHOR RODS ® j'0 ANCHOR RODS © rO ANCHOR ROOS O 1'0 ANCHOR RODS BASE a<SIIFFL AT ELEV.0O'-{ BAY OF STEEL AT FILM.Po'-{ BASE OF STEEL AT ELM..Bm'-{ BASE OF STEEL AT EIEV.fox'-{ BA OF SRR AT Fx£tl.t0Y-. T eJ mi mi z r - x .• {g8 bL I I h F I a `� 2i zi a z y xi y r ® _ T i �y � . 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' r mv�•ry p-wra w w a�."w"a n am tl"� tlwmvT r per wvpm tl r"m"wT TERIALS. ..,,,_,..... ... •:.. _ . .. .. ..,- ' WOAKORDERNO.::.;:'.:�:';'. ,.. - .. A IXDS in 9. Y , ,,...26 : .. .. .. .... ... ... .. ........ _. :.,.. ... :..,.. .. .. cobulidin s,com Phone.,800 474-CEC0 :'..: oE ,.. ..,..... . .. : .. .,-....,:..::_:-,:�,... .: . :.... , 9. 1.,,. _...( ...)....: :0: -4 ;> ::% roMER..BAST:.HATFIELD:``CONST UCTI'`, SHiRt.6 .., z _, ., .:;'.,'.: r - ... . . R... TIIWN FAfR- TI - SHIPPED.VIA'= RE::— .+ 3.99.1 :V' :... . f._ .__ ::.; ::: .,•;::: ,;::>::>.;:: _::;::: _;.: :..:.;:... CRES.CENT: ISCHER:•-FE::: ,.•:..::.;:.:,::.8_b..3.--S:TATE •ROUTE...�9,.....�:. _..:....:>:.. . ".: �:.__ :..:'.:.::.4',�.:..::.,._:.:..:: _:..,:. ..',...'... ... no.DR OESS.: CLiF . ... S. .. .QU....E._.E.:.N....S..B...U....R...... .;...N......:...:. 8.04-.174 - ATTN: JOE CONOPHY: IPT ON F - - - a ^;<>�=:=�:;i .. ..:. .. . . :. .:. .. .....•;::; .:.::.: BEGTN. SHEET 'FLASH RECORDS "' ;::;-:'.:....,',:.'�. 7777 26:, PBR=4. PB&: 36,. Panel:.'.:...,..:::::::: ;;; SPBRX6S02600000000. : PARAPET: 26 PBR-5 :' .. .... PBR .3 6.;:..Pane1 ;.:".:;.:.;.:..::.;: GA2;VAIiUME'.PENS ,.1 . : 0 ....:.:...::..:... . V ti•: SPBRX6S01200000000 PARAPET. CFS-1 93- 6 WIDE CFL PANEL PKG. ENDWALL ELEVATION. °EWB" 25 PP-1001 Eight Mesa.:Wall ::Wa11 Panel':;wth 42!'. IGLOO. WHxTE:.:.:j':.` ;;; ;:'20=. 3. 3/4 t Covera e;= 3,' Thick, `No .:Reveals No;:.. ....:.:... End Folds:;::'Nq:::Va ,or, S.eal.;..-.::Inter'ior•.:; :'::P ►. Li' ht :Mesa-: Pro e�fit SCFLX7S,24375000000 WALL -6_4'67 W42 T30 R00 EFN VSN LME IGLOQ`WHITE WALL INTERIOR 2 PP-1002 . Lght:;Mes,a,.FIall Wall::Panel::wlth::42�'::IGLOO::.WHITE ::;.'r::; 23.- 3' :. 3/4. .. :::. Coverage, 3�' Thi'ck.;: No-'Reveal No Erid:.. o:, d:. 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' . ., ..• .:.';_;DAS:;: ,. 04-04:=22';':::.::MJ .:.: ::;:'.; ':..': .': 03/25/2022 M rz T, ILA CAS r , ! a N U C-3R•company - , C-F M:iEl , ,A INSULAT'E'DI;,MET;A� Ir ,. 1L 11IN EL aPil,I�l�r 91p1I II I , f ■ — -- W I T H P U R F 0 A M!F C-OD Ell, l Fill r The Metl-Span CF Mesa insulated metal panel is well LOCK & GROOVE _ PANEL SYSTEM suited for exterior and interior walls and ceiling , a applications. The lightly corrugated profile on both faces ` creates symmetry on the outside of the building and room to room within. The minor rib provides a flattened appearance. Mesa panels are ideal for commercial, s I institutional and industrial applications. I PANEL PROFILE 9 PRODUCT SPECIFICATIONS WIDTH • 30"36 12 JOINT • Offset double tongue-and-groove with extended metal shelf for positive face fastening THICKNESS • 2",21/i;; 14",5",6",8" 11 C 0 R E • Foamed-in-place,PUR Foam Core,zero ozone depleting LENGTH NON-DIRECTIONAL EMBOSSED UNEMBOSSED (zero ODP)Class 1 foam 8'-0"to 32'-0"Horizontal 8'-0"to 16'-0"Horizontal 8'-0"to 52'-0"Vertical 8'-0"to 40'-0"Vertical U-FACT 0 R S AND R-VALUES* EXTERIOR PROFILE • Longitudinal planks spaced at nominal 4" U-FACTOR(BTU/h•ft2.'F) R VALUE(h•ft2.*F/BTU) on center,nominal't/a"deep,embossed PANEL WIDTH:42" PANEL WIDTH:42" or unembossed 35" 35° 2" 0.059 2" 17.5 E X T E R 10 R FA C E• G-90 galvanized or AZ-50 aluminum-zinc coated 2.5" _ 0.046 =_ 2.5" 21.9 steel in 26,24 and 22 Ga. - 4" 0.029 4" 35.0 1 N T E R 10 R P R 0 F I L E - Mesa,nominal t/s"deep or Light Mesa,nominal 5" 0.023 5" 43.7 MO deep,embossed or unembossed 6" 0.019 6" 52.5 8" 0.014 8" 70.0 1 N T E R 10 R FA C E - G-90 galvanized or AZ-50 aluminum-zinc coated steel or 304 or 316 stainless steel in 26,24 —Based on ASTM C518,ASTM C1363 and thermal modeling and 22"Ga. ~22 Ga not available for stainless steel DESIGN FEATURES & BENEFITS • Consistent high quality with foamed-in-place panel manufacturing Easy and fast installation,with reduced construction labor costs • Easily washable Interior and exterior applications • Utilizes concealed clips and eliminates thermal short circuits All-In-Cine Performance • Lakepointe Drive, • • .. t Metl-Span,a Nucor Company.All rights reserved.Printed in the U.S.A. 307209991184 TESTING: CT MESA INSULATED METAL WALL PANEL TEST/ TEST TEST TITLE RESULTS APPROVAL METHOD ASTM E84 Surface Burning Characteristics of Building Flame spread<25,smoke developed<450 Materials ASTM E119 Fire Tests of Building Construction Materials One hour non-load bearing rating with two layers of Type X Gypsum Vertical or horizontal installation FM 4880 Class 1 Fire Rating of Insulated Wall,Ceiling Product approved and Roof Panels Exterior wall requires FM 4881 approval NFPA 259 Test Method for Potential Heat of Building Potential heat of foam plastic insulation contained Materials in the assembly tested in accordance with NFPA 285 NFPA 285-19 Evaluation of Fire Propagation Characteristics Panel assembly met the requirements of the of Exterior Non-Load Bearing Wall Assemblies standard NFPA 286 Fire Tests for Evaluating Contribution of Wall Test specimen met the criteria of the IBC Section and Ceiling Finish to Roof Fire Growth 803.1.2.1 Fire Canada CAN/ULC S101 Fire Endurance Tests of Building Construction One hour non-load bearing fire rating with two and Materials layers of Type X Gypsum CAN/ULC S101 Fire Endurance Tests of Building Construction Meets 15 minute stay-in-place requirements and Materials CAN/ULC S102 Surface Burning Characteristics of Building Meets the National Building Code of Canada Materials and Assemblies requirements CAN/ULC S134 Fire Test of Exterior Wall Assemblies Complies with the fire-spread and heat-flux limitations required by the National Building Code of Canada CAN/ULC S138 Fire Growth of Insulated Building Panels in a Met the criteria of the standard Full-Scale Room Configuration Structural ASTM E72 Strength Tests of Panels for Building See Load Chart Construction ASTM E1592 Structural Performance of Metal Roof and See Load Chart Siding Systems by Uniform Static Air Pressure Differences FM 4881 Class 1 Exterior Wall Structural Performance See FM Wall Load Chart Thermal ASTM C518 Steady-State Thermal Transmission Properties K-Factor of 0.114 BTU.in/hrft?°F at 35°F mean core Performance by Means of the Heat-Flow Meter Apparatus ASTM C1363 Thermal Performance of Building Materials See Thermal Performance Guide and Envelope Assemblies Air Infiltration ASTM E283 Rate of Air Leakage Through Curtain Walls <0.01 cfm/ft2 at 20 psf Under Specified Pressure Differences Vertical or horizontal installation Water Infiltration ASTM E331 Water Penetration of Exterior Walls by Uniform No uncontrolled leakage when tested to a static Static Air Pressure Differences pressure of 20 psf Vertical or horizontal installation Special Approval Miami-Dade Product Approval for City of Miami and Product has City of Miami and Dade County Notice NOA Dade County of Acceptance State of Florida Product Approval for the State of Florida Product has State of Florida approval Note:Miami Dade and Florida testing is not available on 8"thickness Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to -refine and improve products,Meti-Span reserves the right to discontinue products at any time or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at metlspan.com. TrueCore a ry U C O R'wmparW 0 CF LIGHT - MES - t Insulated71 Metal 'Wall Panel Y The CF Light Mesa is the panel of choice for use as exterior EXTERIOR PROFILE Lightly profiled''/16"deep,longitudinal walls,interior partitions and ceilings in applications where & TEXTURE planks spaced at nominal 4"on center, energy efficiency is paramount.CF Light Mesa lightly profiled embossed or unembossed planks offer a flattened appearance ideal for temperature- INTERIOR PROFILE Light Mesa,nominal'/16"deep,embossed controlled buildings.Trust TrueCore's CF Light Mesa panel, & TEXTURE or unembossed produced using veteran knowledge and experience fort EXTERIOR FACINGS G-90 galvanized or AZ-50 aluminum-zinc industry's best contractors. i N/ coated steel in 26,24 and 22 Ga. tj PANEL PROFILE AND CROSS SEC I�N �" INTERIOR FACINGS G-90 galvanized or AZ-50 aluminum-zinc coated steel,304 or 316 stainless steel in 26,24,22-Ga. WIDTH 30",36",42" LENGTH NON-DIRECTIONAL EMBOSSED 8'-0"to 32'-0"Horizontal 8'-0"to 52'-0"Vertical LINEMBOSSED 8'-0"to 16'-0"Horizontal I 8'-0"to 16'-0"Vertical THICKNESS 2^ 2�/2" 3" 4" 5" 6" 8" Note:5",6"&8"available for Interior Panels Only +�M x CORE Foamed-in-place,zero ozone depleting(zero ODP)Class 1 foam U-FACTOR (BTU/H-FT'"°F)* R-VALUE (H"FT2oF/BTU)* JOINT Offset double tongue-and-groove with extended metal shelf for positive face PANEL WIDTH:42" PANEL WIDTH:42" fastening 75" 75" 2" 0.073 2" 13.9 2%2" 0.058 21/2' 17.4 3" 0.048 3" 20.9 D E C E U V I 4" 0.036 4" 27.8 5" 0.030 5" 34.8 6" 0.024 6" 55. FEB 0 9 2022 8" 0.020 8° 55.7 PANEL WIDTH:42" PANEL WIDTH:42" 35" 35" TOWN OF QUEENSBURY 2" 0.059 2" 17.5 1 BUILDING&COD!r 2'/2" 0.046 2'h" 21.9 3" 0.039 3" 26.2 4" 0.029 4" 35.0 W-Value&U-Factor perASTM C518&ASTM C1363/Simulation,respectively,based on a mean 5" 0.023 5" 43.7 temperature of35"F,•Thermal values may vary depending on manufacturing location. 6" 0.019 6" 52.5 -22 Go not available for stainless steel 8" 0.014 8" 70.0 This profile is not for use as an exterior wall of a low temp application 801 Hunter Industrial Park Road, Laurens,SC 29360 1 864-300-4131 1 truecorepanels.com 1 \ ,