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 If,for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of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