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CC-0664-2021 Office Use Only PRINCIPLE STRUCTURE PERMIT APPLICATION Permit#:"1410. F) C.O--'���oQ-• Permit Fee: $ Town of Queensbury fir 742 Bay Road,Queensbury, NY 12804 *Rec Fee: $ P: 518-761-8256 www.queensburynet Invoice#: Flood Zone? Y N Reviewed By: Project Location:' b\K\u ,1V-iUSTY1fid ?aA. Q A FN6 Tax Map #: Subdivision Name: *TOWN BD.RESOLUTION 385-2020:$1000-recreation fee for new dwelling units:single family;duplexes/two-family, multiplefamily, apartments,condominiums, townhouses,and/or manufactured & modular homes,but not mobile homes. This is in addition to the permit fee(s). PROJECT.INFORMATION: Residential `� Commercial, Proposed Use: Y 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 a _ Retail _Hotel/Motel _Industrial Heated_Warehouse/Storage Building 4,," Unheated Warehouse/Storage Building Amusement Ride _Other (describe: ) MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE:. 1ST fl �o 11 floor: fl 2�d fl r 2"d floor.: SEP 3rd floor: Tot Is? � et:WN OF �� �®L�� Basement(habitable space): UILD NG&CoD�Gr �S Total square feet: 51 O 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 =N0 d. What is the water source? PUBLIC _PRIVATE WELL e. What type of wastewater system is on the parcel? _SEWER _PRIVATE SEPTIC DECLARATION: 1. 1 acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed.within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews and re-approval. 2. If,for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3.. I certify that the application, plans and.supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes,local building laws and ordinances, and in conformance with local zoning regulations. 4._ 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: PRINT NAME: I r A�V1I Q �0 SIGNATURE: DATE: 00, Principle Structure Pac et�� Revised August 2021 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@cerro-nebuilders.com • Primary Owner(s): . Name(s): Bay Road Self Storage,LLC Mailing Address, C/S/Z: 269 Ballard. Rd Wilton IVY 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(s)/Engineer(s): Business Name: Trachte Building Systems Contact Name(s): Mailing Address, C/S/Z: 344 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 a cerronebuilders.com Principle Structure Packet Revised March 2021 •' Contractor(s): Workers' Comp documentation must be submitted with this application 6ntact Name(s)OConnor Construction 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: wesbarlow34@yahop.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@dwrpe.com VI/ e 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 Olive.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: 860-559-3528 Land Line: Email: renostor8938@yahoo.com �• 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 s TRACHTE BUILDING SYSTEMS, INC. OF NE�vy PROJECT CALCULATIONS CUSTOMER :_ 'Al Cerrone" PREPARED BY = "Claire Z.Robinson" * A LOCATION :_ "Queensbury,NY" REVIEWED BY PLAN_NUMBE _ "P, 9,Phase C" oward BUILDING :— d#9" FILE COPY ���� J P� :25 55106'00 �UILDI'NQ OD = Building Code of New York State" DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBddging:= "no" ROOF PITCH Rpitch 0.25 in BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR" ft BUILDING WIDTH width:= 30ft .PURLIN SPACING Pspace 5ft ROOF ANGLE A = 1.19deg BUILDING LENGTH length:= 170ft INT.PARTITION PANEL Ptpanel "yes" ROOF PE Type:_ "Gable" FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no" K CATEGORY UseGroup:= "I" Use"I"or"11" FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD .e=r GROUND SNOW LOAD Pg: 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow "C" BUILDING FRAME SYSTEM BFS ="Light Frame Wall wl Shear Panels" .SNOW IMPORTANCE FACTOR IS— 0.8 ; 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. $ 0.068 ROOF LIVE LOAD Lr := 20psf FLAT ROOF SNOW LOAD Pt = 40•psf SPECTRAL RESPONSE ACC. SDS = 0.25 UNBALANCE SNOW LOAD 'Punbalanced =40•psf SPECTRAL RESPONCE ACC. SDI = 0.11 SNO LOAD USED IN DESIGN PS=40•psf RE ONSE FACTOR Response= 6.5 IN SURCHARGE RainSurcharge= Opsf EISMIC DESIGN CATEGORY SeismicDc ="B" O 3 LO — FtI WIND VEAOCITY SEISMIC RESPONSE COFFICIENT Cs = 0.04 r— ?� i Vult := 105mph p rJ ;J Vasd = 81•mph I YDGE SURE CATEGORY EEC" —� wind = t 0 M a t TRIP WIDTH a= 3ft DEAD LOAD _ DR = 3psf E-'3� } COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD ENDWALL GIRT FEG= 25psf PARTITION DEAD LOAD Dp = 3psf 9 SIDEWALL GIRT FSG= 24psf ADDITIONAL LONG.DEAD LOAD DL = Opsf PURLIN Fpurlin =— 3 2 sf ADDITIONAL TRANS, DEAD LOAD DT = Opsf P MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) Fw = 17.54psf SEISMIC Vas = 17371b VT"= 1021b ROOF FR=&.psf WIND VL;, = 13031b VTw = 5631b a ANCHOR INFORMATION 302.8-2_24 CC_0664-2021 EDGE DISTANCE EdgeDistance:=3 Bay Rd Self Storage LLC P50359C #7,#8,#9.xmcd 1 6 Duke Industrial Park Rd, Bldg 7 21 New Commercial Bldg 5100 s.f. I CONCRETE STRENGTH Concrete:=2500 4)N:=0.65 Table 3-ESR-3889 TVs:=0.60 Table 4-ESR-3889 4)Ve:=0.70 Table 4-ESR-3889 do_.375 0.375in da_,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 S.Oin cac_.375_3 6.3in cac_5_2.5 Min cac_.5_3.5 5.9in critical edge distance(table 1 ESR 3889) 'kn 1•0 modification factor for cracked and uncraked concrete(tabel 4 ESR388! kc:= 17 effectiveness factor for cracked concrete(table 4 ESR 3889) Np:=Okip characteristic putout 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 tension(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:=2.751n distance between bolts from edge 2 s1 c:=Oin distance between bolts along edge 1 cat c:=2.75in distance of bolts from'edge 1 s2 c:=Oin distance between bolts along edge 2 eN c:= Oin distance from resultant tension load to centroid of anchors in tension e c:=Gin distance from sultant shear load to centroid of anchors in shear Exterior Anchor ne:=2 number of bolts at column cal a:=2.75in distance between bolts from edge 2 s1 a:=Oin 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:=Oin distance from resultant tension load to centroid of anchors in tension e„ e:=Oin distance from sultant shear load to centroid of anchors in shear Interior Anchor n;:= 1 number of bolts at column cal i:= 100in distance between bolts from edge 2 s1 ;:= Oin distance between bolts along edge 1 cat ;:= 100in distance of bolts from edge 1 s2 ;:=Oin distance between bolts along edge 2 eN i:= Oin distance from resultant tension load to centroid of anchors in tension e ;:= Oin distance from sultant shear load to centroid of anchors in shear P50359C #7,#8,#9.xmcd 2 1/27/2021 r ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vwil= 181b Nw;;= 261 lb WIND/LONGITUDINAL/EXTERIOR Vwel= 62lb NWe;= 196lb WIND/TRANSVERSE/INTERIOR Vw;t= 38lb Nwit= 130lb WIND/TRANSVERSE/EXTERIOR Vwet= 188lb Nwet= 221 lb SEISMIC/LONGITUDINAL/INTERIOR Vsil= 138lb Ns;;= 34lb SEISMIC/LONGITUDINAL/EXTERIOR Vsel= 138lb Nsel= 1831b SEISMIC/TRANSVERSE/INTERIOR Vsit= 13lb Nsit=—299lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 65lb Nset=—95lb ULTIMATE LOADS FOR ANCHORS Tension (Interior) Tension (Exterior) Shear(Interior) Shear(Exterior) Tension,= 847.44lb Tensionx= 1316.03lb Shear,= 912.63 lb Shearx= 1247.4lb Bolt Interatction Check _ Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse InteriorAnchors Wind Anchori wl= 0.33 Wind Anchor; wt= 0.19 Siesmic Anchor;-,,= 0.19 Siesmic Anchor; st= 0.01 ExteriorAnchors Wind Anchore wl= 0.199 Wind Anchore wt= 0.32 Siesmic Anchore_sl= 0.25 Siesmic Anchor,, t= 0.05 CornnerAnchors Wind Anchbrc wl= 0.21 Wind Anchorc wt= 0.21 Siesmic Anchorc 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 i PANEL CHECK PANEL CAPACITY Vall=53-plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 32.78ft LONG ITUDINALSHEAR 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 TRANSVERSE SHEAR WALL PanelCheckT="ok" FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL StrapsL= 0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta= 2470.061b GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2•in Longitudinal Strap Angle BraceangleL= 39.81-deg Transverse Strap Angle BraceangleT=39.81•deg max(VLs,VLw) I Longitudinal Tension on Strap TL:=i PanelCheckL ="ok",0,co Brace TL= O lb angi& J 1 Transverse Tension on Strap TT:=i PanelCheckT="ok",0, max(VTs,VTw) co BraceangleT ) TT= Olb {.:UNNKL551UN NiEIv[Dr V R VT. 0� OR Y_w , VT.., \ reignt Uplift �I Ui..C''angld\� Qr Co"y�\. `r Y BrCG9mgle b�Y F . (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 PudinBridgeSpace= 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 CORNERCOLUMN UNBRACED LENGTH(y&t) Cbrace=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 POSTHEADER(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,.75Lr) 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 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wpurlinl =217•plf Rpudinl = 10831b Mpudinl = 2707ft•lb LC4 'NPudin4= 185 plf Rpudin4=9231b Mpurlin4= 2308 ft Ib LC6 wPudins=—59•plf Rpurlins=—2961b Mpudin6=—740f-lb LC6 wPudin6e=—82-plf RPurlin6ea=—3541b Rpudin6eb=—3061b Mpudin6e=—1026f-lb PURLIN MemberpR= 7 x 16ga,50ksi Cee Pudin" IntpR= 0.900 LXPR= 118.5 in LypR= 118.5 in LtpR= 118.5 in LyPR_neg= 118.5 in LtPR_neg= 118.5 in Y STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC 1 RH1= 1083 lb MH1= 5415 ft Ib LC4 RH4= 923lb MH4=4616 ft lb LC 5 RH6=—296lb MH6=—1480 ft lb MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH= "9 x 3.2 x 14ga 50 ksi Stub Header" IntH= 0.937 HeaderLength= 1Oft STUB POST HEADER BRACING LxH= 120in LyH= 120in LtH= 120-in SMALL STUB POST HEADERS MemberHS= "5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS= 0.923 SHLength= 5ft SMALL STUB POST HEADER BRACING LxHS= 60•in LyHs= 60•in LtHS= 60•in P50359C #7,#8,#9.xmcd 5 1/27/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC 1 Plt = 2166lb MN = 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 Lx,= 97•in Ly,= 12•in Lt,= 97•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC 1 PJamb1 = 10831b NA LC3 PJamb3a= 2891b MJarlb3a= 103ft•lb LC3 PJamb3b= 2661b NA LC4 PJamb4= 991 lb MJamb4= 78 ft lb LC5 PJamb5=9741b NA JAMB UNIFORM LOAD SWjamb= 1344plf WEWJamb= 76•plf JAMB APPLIED MOMENT JambMoment= 103 ft.lb EWJambMoment= 73 ft.lb JAMB AXIAL LOAD PJambl =.1083 lb JAMB MOMENT CAPACITY Miambcap= 971 ft lb JAMB AXIAL CAPACITY Pjambcap= 5691 lb JAMB CHECK JambCheck= "ok" EWJambCheck= "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenailt= 2922 ft.I END WALL HEADER APPLIED MOMENT EWhedermomentapp= 2707.5 ft lb LARGE END WALL HEADER CHECK EWheader checkl6= 16in EW Header O.K." EWheader check22= "22in EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 PSW1 = 1083lb MSW= Oft-lb LC3 PSW3= 2891b LC4 PSVV4= 991 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW= "3.63 x 1.5 x 18ga 33 ksi Column" IntSW= 0.360 SIDE WALL COLUMN BRACING Lxs= 10&in Lys= 33•in Lts= 33•in P50359C #7,#8,#9.xmcd 6 1/27/2021 y , END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 1083lb NA NA LC 3 PEW3= 28916 WEW3=53•plf MEWS=492 ft Ib LC4 PEW4= 991 lb WEW4= 39-plf MEW4= 369ft Ib 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= 510ftIb SIDE WALL GIRT IN ENDZONE WGSe=49•plf RGSe= 243lb MGSe= 609ftlb GIRT IN MID ZONE WGE=47-plf RGE= 2361b MGE= 148ft Ib GIRT IN END ZONE WGEe= 58-pIf RGEe= 288lb MGSe= 180ft lb MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGS= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGS= 0.901 END WALL GIRT(END) MemberGS= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.266 SIDE WALL GIRT BRACING LxG= 119•in LYG= 12•in LtG= Min END WALL GIRT BRACING LXGE= 59•in LjGE= 12-in LtGE= 59-in STUDS STUD SPACING StudSpacing= 16-in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE Wstud= 21-plf Mstud= 181 ft lb SIDE WALL STUD IN END ZONE WStude=26-plf MStude= 223 ft Ib MEMBER SIZES INTERACTION SIDE WALL STUD Memberstud= '1625 x 2 x 20ga 33 ksi Stud" Intstud= 0.387 SIDE WALL STUB BRACING Lxstud= 100-in Lystud= 33-in Ltstud= 33-in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown_intedor= 2166lb UPLIFT Pup_int= 139lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1083 lb 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 DANIEL W. RYAN P.E. Struccvil Licensed Professional Engineer Municipal September 9, 2021 Town of Queensbury Building and Codes Department 742 Bay Road FILE COPY Queensbury, NY 12804 RE: Bay Road Self-Storage Construction of Building 7, 8, &9 This letter shall serve 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. E7'-OWN ~09 CC�p6Vp,, ® ® 206 Glen Street Suite 30 Glens Falls,NY 12801 (518)792-9264 www.dwrpe.com