CC-0280-2021 - - PRINCIPLE STRUCTURE Office Use Only
I PERMIT APPLICATION Permit#: eC.' 026D -2.9 21
Permit Fee:$ 2$
Town of Qucensbury
*Rec Fee: $ N P,-,e_
742 Bay Road, Queensbury, NY 12804 `1 U
P: 518-761-8256 www.queensbury.net Invoice#:
\ Flood Zone? Y' N Reviewed By:
QJ1 $ i UY�Yv¢�v Z
Project Location: 6 Duke%dustrial Park Rd
Tax Map #: 302.8-2-24 Subdivision Name:
*RECREATION FEE $1000.00 for new dwelling units: single family, duplex t o-fc>rnil"y,-ri�uiipl it ,
apartments,condominiums, townhouses,cr NYS Building Standards & C Xa proved manuf� t r d home.
This is in addition to the permit fee(s). 'PR ? 'Gi21
TOw�Or OUEEJgS3URY
PROJECT INFORMATION: E3Cllf®cN��
-----...._.0 ODES
❑ Residential ® Commercial, Proposed Use: Self Storage
❑ 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:
lsrfloor:
2"d floor: 2"d floor:
3rd floor: Total square feet:
Basement(habitable space):
Total square feet:
Principle Structure Packet Revised March 2021
i
ti
ADDITIONAL PROJECT INFORMATION:
!,1.; Estimated"Cost:of Constru.ctiQ,n: $?
2. Proposed use of the building: Self storage building
3. If Commercial or Industrial, indicate the name of the business: Bay Road Self Storage LLC
i,4.',Source of�Heat: ❑ Gas ❑ Oil —1 Propane ❑ Solar ❑ Other:
(Fireplaces need a separate Fuel Burning Appliances&Chimney Application,one per appliance)
15.,. Are there any-,structures.,not shown'on the plot plan,? ❑ YES ❑ NO Explain, if yes:
16:. Are.there an',,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. 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 If,.for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of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. 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 inconformance 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 bya NYSlicensed land surveyor of all newly
constructed facilities priorto issuance ofacertificateofoccupancy.
I have read and agree to the above:
PRINT NAME: GiaZ" i ne
SIGNAURE: 'DATE: Gf � Z
Principle Structure Packet Revised March 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: gianniCc cerronebuilders.com
• Primary Owner(s):
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(sUEngineer(s):
Business Name: Trachte Building Systems
Contact Name(s):
Mailing Address, C/S/Z: 314 Wilburn Rd Sun Praire Wl
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: ganni 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'connorincCE hotmail.com
• 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: wesbarlow349yahoo.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
• 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@live.com
V • 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
i
TRACHTE BUILDING SYSTEMS, INC. � OF NE�,r
PROJECT CALCULATIONS C��'o�`1i° q�
CUSTOMER :_ "Al Cerrone" PREPARED—BY = 'Claire Z.Robinson"
LOCATION := "Queensbury,NY" REVIEWED—BY n y1 4 �I, w
PLAN NUMBER :_ "P, 9,Phase C" oward
�() .02.10
BUILDING.-, "#b#8P d#9" FILE COPY R F�S�IO�P :25:55-06'00
BODY = ® Building Code of New York State"
COUILDINGDESCRIPTION BAYWIDTH bay:= 10ft PURLIN BRIDGING PBddging:= "no"
in
ROOF PITCH Rpitch 0.25— BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR"
ft
BUILDING WIDTH width:= 30ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 9 = 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"II" FOUNDATION SLOPE Fndslope 0%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD P9 'X6% sf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Esnow:= C. BUILD G FRAME SYSTEM BFS = "Light Frame Wall w/Shear Panels"
SNOW IMPORTANCE FACTOR is= 0.8 a6EISMIC SITE CLASS Sited,,:= "D"
THERMAL FACTOR Ct ' 1.2 SHORT PERIOD SPECTIAL ACC. SS:= 0.236
SNOW EXPOSURE Exp := "Partial" 1 SECOND PERIOD SPECTRAL ACC. S1 :_ 0.068
ROOF LIVE LOAD Lr := 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 RE ON SE FACTOR Response L= 6.5
IN SURCHARGE RainSurcharge= Gpsf EISMIC DESIGN CATEGORY SeismicD O
WIND VELo
IND
LOCITY V 105m h SEISMIC RESPONSE COFFICIENT Cs = 0.04
00
Vasd = 81•mph d;;� ('` I
/DGE
SURE CATEGORY E C €
—��
wmd = 0 M b�ti d
10Z
TRIP WIDTH a= 3ft DEAD LOAD ®M -
COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD
DR= 3psf
ENDWALL GIRT FED= 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= 0psf
MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE
WALL (SuctionandPressure) Fw = 17.54psf SEISMIC Vas = 17371b VT, = 1021b
ROOF FR = 8psf WIND VFW = 13031b VTw= 5631b
ANCHOR INFORMATION $02.8-2-24 - CC-0280-2021
EDGE DISTANCE EdgeDistance:=3 Bay Road Self Storage LLC
P50359C #7,#8,#9.xmcd 1 6 Duke Industrial Park Rd, Bldg 8 021
New Commercial Bldg 11,400 s.f.
CONCRETE STRENGTH Concrete:=2500
(�N:=0.65 Table 3-ESR-3889
TVs:=0.60 Table 4-ESR-3889
Oc:=0.70 Table 4-ESR-3889
do .375:= 0.375in do .5:= 0.5in nominal anchor diameter(table 1 ES 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 6.3in cac .5 2.5 Min cac .5 3.5 5.9in critical edge distance(table 1 ES 3889)
1�, 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 puloutstrength,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 ES 3889)
Corner Anchor
nc:= 1 number of bolts at column
cap c:=2.75in distance between bolts from edge 2
sl c:=Oin distance between bolts along edge 1
ca2 c:=2.75in distance of bolts from edge 1
s2 c:=Oin distance between bolts along edge 2
eN c:= Oin distance from resultant tendon load to centroid of anchors in tension
e„ c:=Oin distance from sultant shear load to centroid of anchors in shear
'Exterioir Anchor
ne:=2 number of bolts at column
cal e:=2.75in distance between bolts from edge 2
si 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 a:= Oin distance from resultant tendon load to centroid of anchors in tension
e, a:=Oin distance from sultant shear load to centroid of anchors in shear
Interior Anchor
n;:= 1 numberof bolts at column
cap ;:= 100in distance between bolts from edge 2
sl i:=Oin distance between bolts along edge 1
ca2 ;:= 100in distance of bolts from edge 1
s2 I:= Oin distance between bolts along edge 2
eN ;:=Oin distance from resultant tendon load to centroid of anchors in tension
ev ;:=Oin distance from sultant shear load to centroid of anchors in shear
P50359C_#7,#8,#9.xmcd 2 1/27/2021
% )
ANCHORFORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR Vwii= 18lb Nwii= 261 lb
WIND/LONGITUDINAL/EXTERIOR V1Nei= 62lb N,Nei= 196lb
WIND/TRANSVERSE/INTERIOR Vwit= 38lb Nwit= 130lb
WIND/TRANSVERSE/EXTERIOR Vw,t= 188lb Nw,t= 221 lb
SEISM IC/LONGITUDINAL/INTERIOR Vsil= 138Ib Nsil= 34lb
SEISMIC/LONGITUDINAL/EXTERIOR Vsel= 138lb Nsel= 1831b
SEISM IC/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,=847.441b Tensionx= 1316.03lb Shear,= 912.63lb Shearx= 1247.4lb
Bolt Interatcdon Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor;.wl= 0.33 Wind Anchor;,t= 0.19
Siesmic Anchori sl= 0.19 Siesmic Anchori st= 0.01
BderiorAnchors Wind Anchor, w,= 0.199 Wind Anchore wt= 0.32
Siesmic Anchore sl= 0.25 Siesmic Anchor, st= 0.05
ConnnerAnchors Wind Anchorc wl= 0.21 Wind Anchorc wt= 0.21
Siesmic Anchorc sl= 0 Siesmic Anchorc st= 0
ANCHOR Interior Anchori= 1/8"x 2.5-
Exterior Anchore= "3l8"x 2.5""
P50359C_#7,#8,#9.xmcd 3 1/27/2021
e_ i
PANEL CHECK
PANEL CAPACITY Va11= 53•plf
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 32.78ft
LONGITUDINALSHEAR PAN EL 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
1
Longitudinal Tension on Strap TL:=i PanelCheckL ="ok",0, max(VLs,VLw)
co BraceangleL J TL= 0lb
Transverse Tension on Strap TT:=i PanelCheckT="ok",O, max(VTs�VTw)
co BraceangleT TT= Olb
GUNNKE UN
b1CNDC:
V R VT.
0� OR
V_w f VTw
reignt Uplift
i
pp `
�/ BrQLC'angld\\\ �Pr c,"g\I� . ,r
/� y} \\� Y
_ 1z
1 Brccemgie
(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) Cb,ce= 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,.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
LC 1 wPudinl = 217•plf Rpudin1 = 1083 lb Mpudinl = 2707 ft Ib
LC4 wPudin4= 185 plf Rpudin4= 9231b Mpudin4= 2308 ft Ib
LC6 wPudin6=—59•plf Rpudin6=—2961b Mpudin6=—740f-lb
LC6 wPudin6e=—82-plf Rpudin6ea=—3541b Rpudin6eb=—3061b Mpudin6,_—1026ft Ib
PURLIN MemberpR= 7 x 16ga,50ksi Cee Purlin" 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
LC1 RH1= 1083lb MHl= 5415ft1b
LC4 RH4= 9231b MH4=4616 ft lb
LC5 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= 10 ft
STUB POST HEADER BRACING LxH= 120in LyH= 120in LtH= 12Gin
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 Ltjs= 60•in
P50359C #7,#8,#9.xmcd 5 1/27/2021
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
LC1 P11 = 2166lb M11 = 0
LC3 P13=4691b M13= 0
LC4 P14= 1901 lb M14= 175.2f-lb (Moment due to 5 psf horizontal load)
LC5 P15= 1817lb M15= 175.2ftlb
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member,_ '163 x 2 x 16ga,50 ksi Interior Column" Intl= 0.759
INTERIOR COLUMN BRACING Lxl= 97•in Lyl= 12•in Lt,= 97•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC 1 PJamb1 = 1083 lb NA
LC3 PJamb3a= 2891b MJamb3a= 103 ft Ib
LC3 PJamb3b= 266lb NA
LC4 PJamb4= 991 Ib MJamb4= 78 ft Ib
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 = 1083 Ib
JAMB MOMENT CAPACITY Mjambcap= 971 ft Ib
JAMB AXIAL CAPACITY Pjamb,p= 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 checkl6= "16in EW Header O.K."
EWheader check22= "22in EW Header O.K."
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC 1 PSW1 = 1083 lb MSW= Oft-lb
LC3 PSVV3= 2891b
LC4 PSW4= 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= 100in 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 = 1083lb NA NA
LC3 PEWS= 2891b WEVY3= 53-plf MEWS=492ft Ib
LC4 PEW4= 991 lb WEW4= 39-plf MEW4= 369ft Ib
MEMBER SIZES
INTERACTION
END WALL COLUMN MemberEW= "3.63 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= 510f1:1b
SIDE WALL GIRT IN END ZONE WGSe=49-plf RGSe= 2431b MGSe= 609ft lb
GIRT IN MID ZONE WGE=47-plf RGE= 2361b MGE= 148ft Ib
GIRT IN END ZONE WGSe= 58-pIf RGSe= 2881b MGSe= 180ft lb
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGS= '15 x 1.75 x 18ga 33 ksi Girt" IntGS= 0.901
END WALL GIRT(END) MemberGS= '15 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.266
SIDE WALL GIRT BRACING 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-pIf MStud= 181 ft.lb
SIDE WALL STUD IN END ZONE WStude= 26-pIf MStude= 223ft 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= 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
DAN I E L W. RYAN P.E. Strucc vil
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 Buildings4ea
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.
® ® 206 Glen Street Suite 30 Glens Falls,NY 12801 (518)792-9264
www.dwrpe.com