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CC-0665-2021 Office Use Only PRINCIPLE STRUCTURE J PERMIT APPLICATION Permit#: GC.— OtQ(oej.- 2.02.t. Permit Fee: $ a" Town of Queens bury 742 Bay Road,Queensbury, NY 12804 *Rec Fee: $ P: 518-761-8256_ www.queensburynet Invoice#: Flood Zone? Y N Reviewed By: Project Location: _�o DV.1i'� lvi� CY�U.�► ��� • °` Tax Map #: Subdivision Name: .*TOWN BD.RESOLUTION 385-2020:$1000 recreation fee for new dwelling units:single family,duplexes/two-family, multiplefamily, apartments,condominiums, townho_uses,and/or manufactured & modular homes,but not mobile homes. This is in addition to the permit fee(s). PROJECT INFORMATION: Residential Commercial, Proposed Use: x) Single-Family: _Two-Family _Multi-Family(#of units:_) 1. Custom 2. =Modular(REQUIRED:NYS stamped engineered drawings of foundation plans) Townhouse _Garage (#of cars_) _ Business Office Retail _ Hotel/Motel _ Industrial Heated Warehouse/Storage Building Unheated Warehouse/Storage Building Amusement Ride _Other (describe: ) MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST I :PFr 1ST floor: 2°dI 2"d floor:3rdfloor: To al sqqTOBasement(habitable space): Total square feet: hrj S Principle Structure Packet Revised,August 2021 ADDITIONAL PROJECT.INFORMATION: 1. Estimated Cost of Construction: $ 2. Proposed use of the building: 3.. If Commercial or Industrial, indicate the name of the business: 4. Source of Heat: _Gas _Oil _Propane _Solar _Other: (Fireplaces need a separate Fuel Burning Appliances&Chimney Application, one per appliance)' 5. Are there any structures not shown on the plot plan?_YES NO Explain, 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? b. Is this a corner lot? YES NO 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? _SEWER =PRIVATE SEPTIC DECLARATION: 1. I acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month.period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews and re-approval. 2. If,for any reason;the building permit application is withdrawn, 30%of the_fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. 1 certify that the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 NYSlicensed land surveyor of all newly .constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: P PRINT NAME: SIGNATURE: DATE: Principle Structure Packet Revised August 2021 s � CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): Gianni Simone Mailing Address; C/S/Z: Cell Phone: 518-729-7477 Land Line: Email: gianni@cerronebuilders.com • Primary Owners : Name(s): Bay Road Self Storage;LLC Mailing Address, C/S/Z: 269 Ballard Rd Wilton NY 12831 Cell Phone: Land Line: Email: ❑ 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): Cerrone Builders Contractor Trade: Mailing Address,,C/S/Z: 1589 State Rte 9 Ft Edward NY 12828 Cell Phone: 518-729-7477 Land Line: Email: "Workers' Comp documentation must be submitted with this application" • Arch itect(sVitn gin eer.(s): Business Name: Trachte Building Systems Contact Name(s): Mailing Address, C/S/Z: 314 Wilburn Rd Sun Praire WI Cell Phone: 800-356-5824 Land Line: Email: Contact Person for Compliance in regards to this project: Gianni Simone Cell Phone: 518-729-7477 Land Line: Email: gianni cr cerronebuilders.com Principle Structure Packet Revised March 2021 f . N • Contractor(s): Workers' Comp documentation must be submitted with this application intact Name(s)OConnor Construction h Contractor Trade: excavation/grading Mailing Address, C/S/Z: PO Box 877 Glens Falls NY 12801 Cell Phone: 518-361-0787 Land Line: 518-792-4090 Email: o'connorinc@hotmail.com V • Contractor(s): Workers' Comp documentation must be submitted with this application Contact Name(s): Barlow Electric Contractor Trade: electrician Mailing Address, C/S/Z:-46 Gillespie Rd Granville NY 12846 Cell Phone: 518-361-0531 . Land Line: 518-361-0531 Email: wesbarlow340yahoo.com • Contractor(s): Workers'-Comp documentation must be submitted with this application Contact Name(s): Vision Engineering/Dan Ryan Contractor Trade: steel erection inspection Mailing Address, C/S/Z:.PO Box 596 Glens Falls NY 12801 Cell Phone: 518-742-9569 Land Line:. 518-742-9569 Email: dryan@dwrpexom Contractor(s): Workers' Comp documentation must be submitted with this application Contact Name(s): Construction Technology Inspecting & Testing Contractor Trade: concrete testing Mailing Address, C/S/Z: 4 Williams St Ballston Lake NY 12019 Cell Phone: Land Line:. 518-399-1848 Email:.constructiontech 6live.com Contractor(s): Workers' Comp documentation must be submitted with this application Contact Name(s): Reno Storage & Repairs LLC Contractor Trade: Steel erector Mailing Address, C/S/Z: 54 Cardinal_Dr East Hartford CT 06118 Cell Phone: 960-559-3528 Land Line: Email: renostor89380yahooxom /+ Contractor(s): Workers' Comp documentation must be submitted with this application Contact Name(s): Patrick Tirado Contractor Trade: Concrete Mailing Address, C/S/Z: 5.Old Bend Rd Fort Edward NY 12828 Cell Phone: 518-480-9141 Land Line: Email: patricktirado@gmail.com Principle Structure Packet Revised March 2021 DANIEL W. RYAN P.E. StructCura;l Licensed Professional Engineer Municipal September 9, 2021 Town of Queensbury Building and Codes Department 742 Bay Road Queensbury, NY 12804 RE: Bay Road Self-Storage Construction of Buildings 7, 8, V This letter shall sere to verify that DWRPE will provide construction observation/structural.inspection services required by code for the above buildings to be constructed at the Bay Road Self.Storage project site. In addition, Construction Technology's services will.be utilized to provide construction material testing services for the project relating to compaction/soil testing and concrete sampling/testing. Sincerely, Daniel W. Ryan P.E. E ' � z ESEP 0 9 402-1 ------- I BUILDING CODt BURY. & Ct�pES ® ® 206 Glen Street Suite 30 Glens Falls,NY 12801 (518)792-9264 www.dwrpe.com TRACHTE BUILDING SYSTEMS, INC. OF NEIV),, PROJECT CALCULATIONS ��' ����A0 �'�d CUSTOMER :_ "Al Cerrone" PREPARED BY = "Claire Z.Robinson" � r• r.1. —y 411. ! y LOCATION := "Queensbury,NY" REVIEWED BY ITVA � jlJ � PLAN NUMBER :_ "P, haseC" - r -`.• oward ZP _ 1v �Q .02.10 BUILDING.: FILE COPY RFESS� :25:55-06'00 /UILDIING ODY = Bw Code of New York State DESCRIPTION BAYWIDTH bay:= 10ft PURLIN BRIDGING PBddging:= "no" ROOF PITCH Rpitch := 0.25!n BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR" • ft BUILDING WIDTH width:= 30ft PURLIN SPACING Pspace 5ft ROOF ANGLE A = 1.18deg BUILDING LENGTH length:= 170ft INT.PARTITION PANEL Ptpanel "yes" ROOF PE Type:= "Gable FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no" - "I" Use"I"or"II" FOUNDATION SLOPE Fndslope 0% K CATEGORY UseGroup:- SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD P9 ' 0psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow:= "C" BUILD G FRAME SYSTEM BFS ="Light Frame Wall wl Shear Panels" SNOW IMPORTANCE FACTOR Ig -0.8 2 ISMIC SITE CLASS Siteclass "D" THERMAL FACTOR- Ct '- 1.2 SHORT PERIOD SPECTIAL ACC. SS:= 0.236 SNOW EXPOSURE Exp := "Partial" 1 SECOND PERIOD SPECTRAL ACC. S 0.068 ROOF LIVE LOAD k 20psf FLAT ROOF SNOW LOAD Pf =40•psf SPECTRAL RESPONSE ACC. SDg= 0.25 UNBALANCE SNOW LOAD Punbalanced = 40•psf SPECTRAL RESPONCE ACC. SDI = 0.11 SNO LOAD USED IN DESIGN PS=40•psf 21� SE FACTOR Response= 6.5 ~ IN SURCHARGE RainSurcharge= Gpsf SMIC DESIGN CATEGORY SeismicDc = "B" 0 WIND LOAD WIND VELOCITY SEISMIC RESPONSE COFFICIENT Cs 0.04 - Vul�phi = r ) Vasd = 81•mph y r 2 0 � ' ? YXPOSUATEGORY Ewin�d = "�" i7 fYl TRIP WREC IDTH CQ a= 3ft DEAD LOAD M Liz D COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR = 3psf ' ENDWALL GIRT FEG= 25psf PARTITION DEAD LOAD Dp= 3psf -�-�-- SIDEWALL GIRT FSG= 24psf ADDITIONAL LONG.DEAD LOAD DL = 0psf PURLIN Fpurlin —— P- 23 sf ADDITIONAL TRANS, DEAD LOAD DT= C-psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (SuctionandPressure) FW = 17.54psf SEISMIC VLs = 17371b VTs= 1021b ROOF FR = 8psf WIND VLw = 13031b VT,= 563113 ANCHOR INFORMATION 3�2.�-2-24 CC_0665-2021 EDGE DISTANCE EdgeDistance:= 3 Bay Rd Self Storage LLC I. P50359C #7,#8;#9.xmcd 1 6 Duke Industrial Park Rd, Bldg 9 New Commercial Bldg 2400 s.f. r CONCRETE STRENGTH Concrete:=2500 q)N:=0.65 Table 3-ESR-3889 "OVs:=0.60 Table 4-ESR-3889 4)V,:=0.70 Table 4-ESR-3889 do .375 0.375in do .5:= 0.5in nominal anchor diameter(table 1 ESR 3889) hef.375 1.33in hef.375_3 1.75in hef.5_2.5 1.75in hef.5_3.5 2.17in effective embedment(table 1 ESR 3889) cac .375 5.Oin cac .375_3 Min cac .5_2.5 Min cac_.5_3.5 5.9in critical edge distance(table 1 ESR 3889) Vcn 1.0 modification factor for cracked and uncraked concrete(label 4 ESR 388! kc:= 17 effectiveness factor for cracked concrete(table 4 ESR 3889) Np:=Okip characteristic pulout strength,cracked concrete(table 4 ESR 3889) le .375 1.33in le .375 3 1.75in le .5 2.5 1.75in le .5 3.5 2.17in load bearing length of anchor(table 4 ESR 3889) Nsa .375 8.730kip Nsa .5 20.475kip steel strength in-tendon(table 3 ESR 3889) Vsa .375 .3.465kip Vsa .5 8.860kip steel strength in shear(table 4 ESR 3889) Corner Anchor nc:= 1 number of bolts at column cal c:= 2.75in distance between bolts from edge 2 s1 ,:=Gin distance between,bolts along edge 1 cats:=2.75in distance of bolts from edge 1 s2 ,:=Gin distance between bolts along edge 2 eN c:= Gin distance from resultant tendon load to centroid of anchA intension ev,,:=Gin distance from sultant shear load to centroid of anchors in shear 'Exterior Anchor . ne:=2 number of bolts at column cal_e:=2.75in distance between bo Its fro m edge 2 s1 a:= Gin distance between bolts along edge 1 ca2 a:= 100in distance of bolts from edge 1 s2 a:=5in distance between bolts along edge 2 eN e:=Gin distance from resultant tendon load to centroid of anchors in tension ev a:=Gin distance from sultant shear load to centroid of anchors in shear Interior Anchor n;:= 1 number of bolts at column cal ;:= 100in distance between bolts from edge 2 s, ;:=Gin distance between bolts along edge 1 ca2 ;:= 100in distance of bolts from edge 1 s2 ;:= Gin distance between bolts along edge 2 eN i:= Gin distance from resultant tendon load to centroid of anchors in tension ,e,- ;:=Gin distance from sultant shear load to centroid of anchors in shear P50359C #7,#8,#9.xmcd 12 1/27/2021 J ANCHORFORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vw;l= 181b Nwil= 261 lb WIND I LONGITUDINAL I EXTERIOR Vwel= 62lb NWel= 196lb WIND/TRANSVERSE/INTERIOR Vw;t= 38 lb Nw;t= 130lb WIND I TRANSVERSE/EXTERIOR Vwet= 188lb Nwet= 221 lb SEISMIC/LONGITUDINAL/INTERIOR Vsil= 1381b Nsil= 341b SEISMIC I LONGITUDINAL I EXTERIOR Vsel= 138lb Nsel= 183lb SEISMIC/TRANSVERSE/.INTERIOR Vsit= 1.3 lb Nsit=—299lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 65lb Nset=—95lb ULTIMATE LOADS FOR ANCHORS Tension (Interior) Tension (Exterior) Shear(Interior) Shear(Exterior) r Tension,= 847.44lb TensionX= 1316.031b Shear,= 912.63lb Sheatx= 1247.4lb Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse InteriorAnchors 'Wind Anchor; wl-= 0.33 Wind Anchori wt= 0.19 Siesmic Anchor;-,I= 0.19 Siesmic Anchori st= 0.01 ExtericrAnchors Wind Anchore_wl= 0.199 Wind Anchore.wt= 0.32 Siesmic Anchore sl= 0.25 Siesmic Anchor, st= 0.05 ComrerAnchors Wind Anchors wl= 0.21 Wind Anchors wt= 0.21 Siesmic Anchors sl= 0 Siesmic Anchorc st= 0 ANCHOR Interior - Anchor;_ "3/8"x 2.5"" Exterior Anchore=1/8"x 2.5"" P50359C #7,#8,#9.xmcd 3 1/27/2021 PANEL CHECK PANEL CAPACITY Vall= 53•plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 32.78ft LONGITUDINALSHEAR PANEL PanelL= 80ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 10.63ft TRANSVERSE SHEAR PANEL PanelT= 30 ft LONGITUDINAL SHEAR WALL PanelCheckL= "ok" (IF PANEL CHECK IS"OK"NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS TRANSVERSE SHEAR WALL PanelCheckT= "ok° MAY BE REQUIRED.FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL StrapsL=0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta= 2470.06lb GAUGE OF'STRAP Gage= 16 STRAP WIDTH ws= 2•in Longitudinal Strap Angle BraceangleL= 39.81•deg Transverse Strap Angle BraceangleT= 39.81•deg I Longitudinal Tension on Strap TL:=i PanelCheckL ="ok",0, max(VLs,VLw) co BraceangleL l) TL=.OIb I Transverse Tension on Strap TT:=i PanelCheckT="ok",0, max(VTs�VTw) co BraceangleT TT= O lb t-Uf��F'KLS�IUfd ' �t ki ENDC; y w \/T. OR OR VT.., � , l eight Uplift r! V boy P (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT>0) P50359C #7,#8,#9.xmcd 4 1/27/2021 INPUTVALUES PURLIN BRIDGING SPACING PurlinBridgeSpace= 60 DEPTH OF PURLIN webp:=7 7,9, 11 or 12 HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.32 ft JAMB SUPPORT StubPostJ "no" WIDTH OF INTERIOR COLUMN web,:= 3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cb,,e=2.78ft SIDE WALL COLUMN webs:=3.5 ColumnNumbersW;=2 SIDEWALL GIRT webs:=webs GirtNumber:= 1 END WALL COLUMN webE:= 3.5 ColumnNumberEW:=2 ENDWALL GIRT webGE:=webE EGirtNumber:= 1 END CLOSET COLUMN(JAMB) webEWC:=3.5 ColumnNumberEWC:= 1 (Use either 3.5 or 5.5 for the width of Side Wall, END CLOSET COLUMN(HDR) webEC:=3.5 'ColumnNumberEC:= 1 End Wall or End Closet Columns) STUB POST HEADER(L) webH:= 9 5.5",9",10"or 12" MembersHL:= 1 STUB POST HEADER(S) webHS:= 5.5 5.5",9",10"or 12" MembersHs:= 1 LOAD COMBINATIONS LC1=D+MAX(S,Lr) EQUATION 16-10 LC2=D+MAX(.75S,.750 EQUATION 16-11 LC3=D+MAX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 1.6-15 EQUATION 16-16 PURLIN INFORMATION' PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC 1 wPurlinl = 217•pif RPUdin1 = 1083 lb MPudinl = 2707 ft Ib LC4 wPudin4= 185 plf Rpurlin4= 9231b Mpurlin4= 2308 ft Ib LC6 wPudin6=—59•pif Rpurlin6=—2961b Mpudin6=—740ft Ib LC6 wPurlide=—82-plf Rpurlin6ea=—3541b Rpudin6eb=—3061b Mpudin8e=—1026 ft•lb PURLIN. MemberpR= "7 x 16ga,50ksi Cee Pudin" IntpR= 0.900 LxpR= 118.5in LypR= 118.5in LtpR= 118.5in LyPR_neg= 118.5in LtPR_neg= 118.5in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC 1 RH1- 1083 lb MH1= 5415 ft lb LC4 RH4= 923lb MH4=4616 ft lb LC 5 RH6=—2961b MH6==1480 ft Ib MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH= "9 x 3.2 x 14ga 50 ksi Stub Header" IntH= 0.937 HeaderLength= 10ft STUB POST HEADER BRACING LxH= 12Uin LyH= 12&in LtH= 120-in SMALL STUB POST HEADERS MemberHs="5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS= 0.923 SHLehgth= 5ft SMALL STUB POST HEADER BRACING LxHS=60•in LyHs= 60•in LtHS= 60•in P50359C—#7,#B,#9.xmcd 5 1/27/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS. AXIAL LOAD MOMENT LC 1 P11 =,2166 lb M11 = 0 LC3 P13=4691b M13= 0 LC4 P14= 1901 lb M14= 175.2ft Ib (Moment due to 5 psf horizontal load) LC5 P15= 1817lb M15= 175.2ft Ib MEMBER SIZES INTERACTION INTERIOR COLUMN Member,_ "3.63 x 2 x 16ga,50 ksi Interior Column" Intl= 0.759 INTERIOR COLUMN BRACING Lxl= 97•in Ly,= 12•in Lt,= 97•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 PJambl = 1083lb NA LC3 PJamb3a= 289lb MJamb3a= 103ft•lb LC3 PJamb3b= 2661b NA LC4 PJamb4=991 Ib MJainb4= 78 ft lb LC5 PJamb5=9741b NA JAMB UNIFORM LOAD SWjamb= 134plf WEWJamb= 76•plf JAMB APPLIED MOMENT JambMoment= 103 ft Ib EWJambMoment=73 ft.lb JAMB AXIAL LOAD PJamb1 = 10831b JAMB MOMENT.CAPACITY Mjambcap= 971 ft.lb JAMB AXIAL CAPACITY Pjambcap= 5691 lb JAMB CHECK JambCheck= "ok" EWJambCheck= "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt= 2922 ft.lb END WALL HEADER APPLIED MOMENT EWhedermomentapp= 2707.5 ft lb LARGE END WALL HEADER CHECK EWheader check16= "16in EW Header O.K." EWheader check22= "22in EW Header O.K." SmE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC 1 PSW1 = 1083 lb MSW= O ft lb LC3 PSW3= 2891b LC4 P3W4= 991 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw= 1.63 x 1.5 x 18ga 33 ksi Column" IntsW= 0.360 SIDE WALL COLUMN BRACING Lxs= 1011in Lys= 33•in Lts= 33•in P50359C_#7,#8,#9.xmcd 6 1/27/2021 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1.= 10831b NA NA LC3 PEWS= 2891b wEW3= 53-pIf MEW3=492f-lb LC4 PEW4= 991 lb wEW4= 39-pIf MEW4= 369f-lb MEMBER SIZES INTERACTION END WALL COLUMN MemberEW= 1.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.784 END WALL COLUMN BRACING LxE= 97-in LYE= 37-in LtE= 37•in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE wGs=41-plf RGS= 2041b MGS= 510f-lb. SIDE WALL GIRT IN END ZONE wGSe=49-pIf RGSe= 243lb MGSe= 609ft lb GIRT IN MID ZONE wGE=47-plf RGE= 236lb MGE= 148f-lb GIRT IN END ZONE wGEe= 58•plf RGSe= 2881b MGEe= 180ft lb MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MeinberG8 "3.5 x 1.75 x 18ga 33 ksi Girt" IntGS= 0.901 END WALL GIRT(END) MemberGE_ "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE__0.266 SIDE WALL GIRTBRACING LxG= 119.in LyG= 12-in LtG= 119 in END WALL GIRT BRACING, LXGE=59-in LyGE= 12-in LtGE= 59-in_ STUDS STUD SPACING StudSpacing= 16-in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE WSW= 21-plf MStud= 181 ft lb SIDE WALL STUD IN END ZONE wStude= 26-pIf MStude= 223ft Ib MEMBER SIZES INTERACTION SIDE WALL STUD MemberStud= "3.625 x 2 x 20ga 33 ksi Stud" IntStud= 0.387 SIDE WALL STUB BRACING LxStud= 10&..in LYStud= 33-in LtStud= 33-in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown_interior= 2166lb UPLIFT Pup_int= 139lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_extedor= 1083lb UPLIFT Pup_ext= 1241b ALLOWABLE BEARING PRESSURE BearingPressure= 1500-psf SLAB THICKNESS Slab= 5.5-in PAD WIDTH PadW= "na"-in PAD DEPTH PadD= "na"-in P50359C #7,#8,#9.xmcd 7 1/27/2021 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 900 Route 146 Clifton Park,NY 12065 (P)518.371.7621 edpllp.com Shaping the physical environment January 21,2023 Mr.Craig Brown Zoning Administrator and Code Compliance Officer Town of Queensbury 742 Bay Road Queensbury, NY 12804 Regarding: Bay Road Self Storage Construction Certification Dear Mr. Brown: The Environmental Design Partnership, LLP(EDP)performed a site inspection of the above referenced project located at 6 Duke Industrial Site Road, Tax Map I.D. 302.8-2-24, in the Town of Queensbury on September 20, 2022. Upon visual inspection it appears that the site was constructed in general conformance with the approved site plans, dated July 2, 2018 and stamped by the Town on December 25,'2018, and that the stormwater management practices on the site are operating as designed. Please reach out to our office at 518-371-7621 if you have,any questions or require any additional information. Sincerely, Brandon Ferguson, P.E. Environmental Design Partnership cc:Al Cerrone,owner(via email)