CC-000483-2016 TOWN OF QUEENSBURY
742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201
Community Development - Building& Codes (518) 761-8256
CERTIFICATE OF COMPLIANCE
Permit Number: CC-000483-2016 Date Issued: Monday, January 22, 2018
This is to certify that work requested to be done as shown by Permit Number CC-000483-2016
has been completed.
Tax Map Number: 308.15-1-34
Location: 462 CORINTH RD
Owner: Thomas Barber, Rod Cornelins
Applicant: Rod Cornelins
This structure may be occupied as a: Corinth Road U Store It, LLC
Self-Storage Building A By Order of Town Board
6,600 sq. ft. TOWN OF QUEENSBURY
Cross Ref: SP PZ-028-2015
Issuance of this Certificate of Compliance DOES NOT relieve the (- 049 4 364t,
property owner of the responsibility for compliance with Site Plan,
Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement
Planning Board or Zoning Board of Appeals.
TOWN OF QUEENSBURY
742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201
Community Development-Building&Codes (518)761-8256
BUILDING PERMIT
Permit Number: CC-000483-2016
Tax Map No: 308.15-1-34
Permission is hereby granted to: Thomas Barber,Rod Cornelins
For property located at: 462 CORINTH RD
In the Town of Queensbury,to construct or place at the above location in accordance with application together
with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform
Building Codes and the Queensbury Zoning Ordinance
Type of Construction
Owner Name: Rod Cornelins Business Office-New $80,000.00
Owner Address: 8 Lockhart Mountain RD Total Value $80,000.00
Lake George,NY 12845
Contractor or Builder's Name/Address Electrical Inspection Agency
NE Storage Consstruction,LLC
12 Courtland ST
Pawcatuck,CT 06379
Plans&Specifications
Corinth Road U Store It,LLC
Self-Storage Building A
6,600 sq.ft.
Cross Ref: SP PZ-028-2015
$660.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday,August 19,2017
(If a longer period is required,an application for an extension must be made to the code Enforcement Officer
of the Town of Queensbury before the expiration date.)
Dated at the Town of 1h i eens:.r; riday •ug, • 116
if/ 1
SIGNED BY: \ for the Town of Queensbury.
Director of Building&Code Enforcement
C1SG:Silly
Date: 41.10 Permit No. c-c'4 -
-Tax Map ID 30 S. `C — 1 3 4 Permit Fee
Zone e 1,.1 Historic? Yes 49No Rec Fee
Site Plan# �t� P Z�-(�3-4�-:�-� i s
Subdivision Name �f Lot#_ Ai/4Subdivision # ,
Project Location 'L L ��-� 4 4 JUL r�
TOWN BD.RESOLUTION 86-2013: $850 recreation fee for new dwelling units—single family,duplexes/two-family, multiple family,
apartments,condominiums,townhouses,and/or manufactured&modular homes,but not mobile homes. This is in addition to the
permit fee(s).
Primary Owner(s) 40"15
'" 4 SytAT3.t4 / /god
/!
Address _4-441 , AL h4tJ ,v i mamc
Phone/Email Si 5 3Cl V €3 ° unite t c1 / d ere
Applicant
<14`ft""4 494- / g
Address 4;4 d4+1,j MI I4i kcif-2,, A/f'
Phone/Email cif- 347 313k 4/ AuciAre, a,,
Contractor
5144 15 6-4-4114,d/r,,# C Lc�-
Address ��/ �d 5f . 3 hi e tl iti c e r_ ® c '2)9
Phone/Email 046 _ GLZ
��t ! '� "
Contact Person for Building&Codes Compliance: Lt( ikz' 1 ne 367- X33
TYPE OF CONSTRUCTION
/Check all that apply New Addition Alteration 1'floor sf 2"d floor sf Total sf Height
Single Family
Two-Family
Multi-Family
Corinth Road U Store It, LLC
(#of units )
Townhouse
Business Office
Retail-Mercantile
Factory-Industrial
Attached Garage
(1, 2, 3, 4+) ) fr
' 3 22o 6400
Other j) t
Town of Queensbury Building&Codes Principal Structure Application revised January 2016
1 r corner vial or industrial please indicate name of business i 4.1,14 kw 5 �
' Proposed use of building or addition ft/i- ,.,j0
Source of Heat(circle one) Gas Oil Propane Solar f ti^ier
Fireplace: Complete a separate application for Fuel Burning
Appliances & Chimneys
Are there structures not shown on plot plan?
Are there easements on the property? AP/V i kwow
Site Information:
a. Dimensions or acreage of lot 19 2 4e =5
b. Is this a corner lot? Yes it No
c. Will the grade be changed as a result of construction Yes No
d. Public water or Private well (circle one) uK Private
e. Sewer or Private Septic System(circle one) Sewer 41210111
Value of all work to be performed(labor or materials) araWir-
gyoo 1: 'A-
DEC. A.RATION:
1. I acknowledge no construction shall be commenced prior to issuance of a valid permit and will be
completed within a 12 month period.
2. If work is not complete by the 1 year expiration date the.permit may be renewed, subject to fees and
department approval.
3. I certify that the application, plans and supporting materials are a true and complete statement /
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. X acknowledge that prior to occupying the facilities proposed,I or my agents will obtain a certificate
of occupancy.
S. I also understand that I /we are required to provide an as-built survey by a licensed 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: '<A .45 44 21 DATE: 4 21 Ve
SIGNATURE: DATE: ' Z
For office use only
Operating Permit Issued: Yes No
Occupancy Type
Construction Classification
Assembly Occupancy Limit
Special Conditions
Town of Queensbury Building&Codes Principal Structure Application Revised January 2016
? , 308.15-1-34 CC-483-2016
Thomas Barber/ Rod Cornelins
462 Corinth Road
Self-Storage Building A
Trachte Building Systems, Inc.
Project Calculations
Per 2010 Building Code of New York State
FIBS
<>
(60
Tom Barber
Queensbury, NY
TBS Plan Number: P-47155
June 16, 2016
Table of Contents
Building "A"—8'-4"Eave Pages Al-A8
Building "A"—9'-4" Eave Pages B 1-B 8
Prepared By
Joel G. Howard and Matt Weidner
Reviewed By
��OF N14,�
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9°PESSIoN ' '
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TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER := "Tom Barber" PREPARED BY = "Joel G.Howard"
LOCATION := "Queensbury,NY" REVIEWED_BY
PLAN NUMBER := "P-47155"
BUILDING := "A&B"
CODEBODY = "2010 Building Code of New York State"
BUILDING DESCRIPTION BAY WIDTH bay := 10ft PURLIN BRIDGING PBridging:= "no"
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 0 = 1.19•deg BUILDING LENGTH length:= 2211 INT.PARTITION PANEL Ptpanei "yes"
ROOF TYPE Type := "Gable" FLOOR TO FLOOR lower := Oft INT.LATERAL BRIDGING Bridge:= "no"
OCCUPANCY CATEGORY UseGroup:_ "II" Use"I"or"II" FOUNDATION SLOPE Fndslope 0%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD Pg •= 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY E snow "C" BUILDING FRAME SYSTEM BFS = "Light Frame Wall w/Shear Panels"
SNOW IMPORTANCE FACTOR Is = 1 SEISMIC SITE CLASS Siteciass "D"
THERMAL FACTOR Ct := 1.2 SHORT PERIOD SPECTIAL ACC. SS:= 0.277
SNOW EXPOSURE Exp := "Partial" 1 SECOND PERIOD SPECTRAL ACC. Si := 0.078
ROOF LIVE LOAD L := 20psf
FLAT ROOF SNOW LOAD Pf =50•psf SPECTRAL RESPONSE ACC. Spy =0.29
UNBALANCE SNOW LOAD Punbalanced =50•psf SPECTRAL RESPONCE ACC. SD1 =0.12
SNOW LOAD USED IN DESIGN PS =50•psf RESPONSE FATOR Response=6.5
RAIN SURCHARGE RainSurcharge=0•psf SEISMIC DESIGN CATEGORY SeismicDc = "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs =0.04
WIND VELOCITY V := 90mph
WIND EXPOSURE CATEGORY Ewind = "C"
WIND IMPORTANCE CATEGORY 1w = 1 DEAD LOAD
EDGE STRIP WIDTH a= 3ft ROOF DEAD LOAD DR =2•psf
COMPONENTS AND CLADDING (Method 2) PARTITION DEAD LOAD DP=3 psf
ADDITIONAL LONG.DEAD LOAD DL =0•psf
ENDWALL GIRT FEG= 191psf
ADDITIONAL TRANS,DEAD LOAD DT = 0•psf
SIDEWALLGIRT FSG= 18.psf
PURLIN Fpurlin =—17 psf BASE SHEAR LONGITUDINAL TRANSVERSE
MAIN WIND FORCE(Method 2)
SEISMIC Vas = 28131b VTs = 1281b
WALL (SuctionandPressure) Fw = 12.8&psf
WIND VLw = 16521b VTw =7031b
ROOF FR =—14psf
p47155_a_84.xmcd Al 6/16/2016
f f
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
(ON:_ .65 Table 2-ESR-2526
(13.Vs:_ .6 Table 3-ESR-2526
.1)Vc:= .65 Table 3-ESR-2526
do .375 0.375in do .5:=0.5in nominal anchor diameter(table 1 ESR 2526)
het .375 1.426in hef .5 2.5 1.652in hef .5 3.5 2.502in effective embedment(table 2 ESR 2526)
cac .375 3.25in cac .5 2.5 3in cac .5 3.5 4in critical edge distance(table 1 ESR 2526)
'ti)cn 1.0 modification factor for cracked and uncraked concrete(tabel 2 ESR 2526)
kc:= 17 effectiveness factor for cracked concrete(table 2 ESR 2526)
Np:=Okip characteristic pu lout strength,cracked concrete(table 2 ESR 2526)
le .375 1.426in le .5 2.5 1.652in le .5 3.5:=2.502in load bearing length of anchor(table 3 ESR 2526)
Nsa .375 10.3kip Nsa .5:= 16.8kip steel strength in tension(table 2 ESR 2526)
Vsa .375 4.825kip Vsa .5 7.98kip steel strength in shear(table 3 ESR 2526)
Corner Anchor
nc:= 1 number of bolts at column
cal_c 2.75in distance between bolts from edge 2
s1 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 tension load to centroid of anchors in tension
e„c:=Oin 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 bolts from edge 2
s1 a:=Oin distance between bolts along edge 1
cat e:= 100in distance of bolts from edge 1
S2_e:=Sin distance between bolts along edge 2
eN_e:=Oin distance from resultant tension 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 number of bolts at column
cal] 100in distance between bolts from edge 2
s1 ;:=Oin distance between bolts along edge 1
ca2 ; := 100in distance of bolts from edge 1
s2 ;:=Oin distance between bolts along edge 2
eN ;:=Oin distance from resultant tension load to centroid of anchors in tension
ev ;:=Oin distance from sultant shear load to centroid of anchors in shear
p47155_a_84.xmcd A2 6/16/2016
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ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR Vw;1 = 141b Nw;j = 10091b
WIND/LONGITUDINAL/EXTERIOR Vwei= 1261b Nwei= 5551b
WIND/TRANSVERSE/INTERIOR Vwit=75 lb Nwit= 9081b
WIND/TRANSVERSE/EXTERIOR Vwet= 375 lb Nwet= 766 lb
SEISMIC/LONGITUDINAL/INTERIOR Vs;1=851b No=—19lb
SEISMIC/LONGITUDINAL/EXTERIOR Vsei=85 lb Nsei= 93 lb
SEISMIC/TRANSVERSE/INTERIOR Veit= 16 lb Nsit=—2241b
SEISMIC/TRANSVERSE/EXTERIOR Vset= 81 lb Nset=—44 lb
ULTIMATE LOADS FOR ANCHORS
Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior)
Tension'=940.83 lb Tensions= 2247.781b Shear'=940.83 lb Shears=2247.781b
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear< 1.2
Longitudinal Transverse
Interior Anchors Wind Anchor; wi= 1.09 Wind Anchor; wt= 1.04
Siesmic Anchor; sj= 0.09 Siesmic Anchori_st= 0.02
Exterior Anchors Wind Anchore wi=0.303 Wind Anchore wt= 0.51
Siesmic Anchore si=0.1 Siesmic Anchore_st=0.04
Cormer Anchors Wind Anchorc wi= 0.36 Wind Anchor wt= 0.36
Siesmic Anchorc si =0 Siesmic Anchorc_st= 0
LENGTH OF ANCHOR Interior Length'_ "2.5in" Exterior Lengthy= "2.5in"
DIAMETER OF ANCHOR Interior Diameter'= "3/8 in" Exterior Diameters= "3/8 in"
p47155_a_84.xmcd A3 6/16/2016
PANEL CHECK
PANEL CAPACITY Van=530
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 53.08ft
LONGITUDINALSHEAR PANEL PanelL= 210ft
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 13.26ft
TRANSVERSE SHEAR PANEL PanelT= 30ft
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 =2470.061b GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2-in
Longitudinal Strap Angle BraceangleL=39.81•deg
Transverse Strap Angle BraceangieT=39.81•deg
max(VV )
Ls� Lw
Longitudinal Tension on Strap TL:= if PanelCheckL = "ok",0,
cos(BraceangleL)) TL= 01b
max(VTs,VTW)
Transverse Tension on Strap TT:= if PanelCheckT= "ok",0,
cos(BraceangleT)j TT=Olb
COMPRESSION
f MEMBER
V, VT.
OR --.- OR
VL,, \s. VT.
height Uplift
Bracean4,� Br eo.grT
V
J Bra ce.ngie
bay P
(Note:Compression member to be designed seperately,see additional calculations.
Compression memeber needed only when StrapsT >0)
p47155_a_84.xmcd A4 6/16/2016
INPUT VALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace=60
DEPTH OF PURLIN webp:=7
JAMB SUPPORT StubPostJ:_"no"
HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.32 ft
WIDTH OF INTERIOR COLUMN webs:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace=2.78ft
SIDE WALL COLUMN webs:=3.5 ColumnNumbersw:=2 SIDEWALL GIRT webG:=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(W,.7E) EQUATION 16-12
LC4=D+.75*MAX(W,.7E)+MAX(.75S,.75Lr) EQUATION 16-13
LC5=.6D+MAX(W,.7E) EQUATION 16-14 EQUATION 16-15
PURLIN INFORMATION
PURLIN LOADS UNIFORM LOAD END REACTION MOMENT
LC1 wpurlinl = 262•plf RPurlin1 = 1310lb MPurlinl = 3275ft•Ib
LC4 wPurlin3= 222•plf RPuriin3 = 1108 lb MPurlin3 = 2770 ft•Ib
LC5 wPurlin4=—78•plf RPurlin4 =—388lb MPuriin4 =—989ft•Ib
LC5 WPurlin4e=—106•plf RPurlin4ea=—4591b RPurlin4eb=—4001b MPurlin4e=—1319ft•Ib
PURUN MemberPR= "7 x 14ga,50ksi Cee Purlin" IntpR= 0.901
LxpR= 118.5•in LypR= 118.5•in LtPR= 118.5•in LyPR_neg = 118.5•in LtpR_neg= 118.5•in
STUB POST HEADERS
STUB POST HEADER LOADS REACTION MOMENT
LC1 RHO = 1310 lb MHO = 6550ft•Ib
LC4 RH3= 11081b MH3= 5539ft•Ib
LC5 RH4=—3881b MH4=—1938 ft•Ib
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH= "9 x 3.2 x 12ga 50 ksi Stub Header" IntH =0.740 HeaderLength= 10 ft
STUB POST HEADER BRACING LxH= 120•in LyH = 120•in LtH= 120•in
SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 16ga 50 ksi Stub Header" IntHs=0.621 SHLength = 5ft
SMALL STUB POST HEADER BRACING LxHs=60•in LyHs=60•in LtHs= 60•in
p47155_a_84.xmcd A5 6/16/2016
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
LC1 P11 = 2620 lb Mil =0
LC3 P12= 248 lb M12=0
LC4 P13= 2101 lb M13= 175.2ft•Ib (Moment due to 5 psf horizontal load)
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member'="3.63 x 2 x 16ga,50 ksi Interior Column" Intl=0.874
INTERIOR COLUMN BRACING Lxl= 97•in Ly'= 12•in Ltl= 97•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC1 PJamb1 = 1310 lb NA
LC3 PJamb2a= 501b MJamb2a= 127ft•Ib
LC3 PJamb2b= 1781b NA
LC4 PJamb3a= 995 lb MJamb3a=95ft•Ib
LC4 PJamb3b= 1091 lb NA
JAMB UNIFORM LOAD SWjamb= 164•plf WEWJamb= 941p1f
JAMB APPLIED MOMENT JambMoment= 127ft•Ib EWJambMoment=89ft•Ib
JAMB AXIAL LOAD PJamb1 = 1310 lb
JAMB MOMENT CAPACITY Mjambcap= 971 ft•lb
JAMB AXIAL CAPACITY Pambcap=5691 lb
JAMB CHECK JambCheck= "ok" EWJambCheck= "ok"
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheadermomenallt=2922ft•lb
END WALL HEADER APPLIED MOMENT EWhedermomentapp= 3275ft•lb
LARGE END WALL HEADER CHECK EWheader_checkl6= "Split End Closet into(2)Bays"
EWheader_check22= "22in_EW Header O.K."
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC1 Pswi = 1310 lb Msw=Oft-lb
LC3 PSW2=501b
LC4 PSW3=995 lb
MEMBER SIZES INTERACTION
SIDE WALL COLUMN Membersw= "3.63 x 1.5 x 18ga 33 ksi Column" Intsw=0.435
SIDE WALL COLUMN BRACING Lxs= 100•in Lys=33•in Lts=33•in
p47155_a_84.xmcd A6 6/16/2016
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEW1 = 1310 lb NA NA
LC3 PEW2=501b wEW2=64•pIf MEW2= 602ft•Ib
LC4 PEw3=995 lb wEW3=48•plf MEW3 =451 ft•Ib
MEMBER SIZES INTERACTION
END WALL COLUMN MemberEw= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW=0.885
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=50•plf RGS=2501b MGS=625ft•Ib
SIDE WALL GIRT IN END ZONE wGSe=60•plf RGSe= 298lb MGSe=745ft•Ib
GIRT IN MID ZONE wGE=58•plf RGE=2891b MGE= 181 ft•Ib
GIRT IN END ZONE wGEe=71•p1f RGEe= 3531b MGEe= 220ft•Ib
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGS= "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS=0.585
END WALL GIRT(END) MemberGE= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE=0.326
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
END CLOSET COLUMNS
END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEC1 = 1310 lb NA NA
LC3 PEC2=50 lb wEC2=92•plf MEC2= 13 ft•Ib
LC4 PEC3=9951b wEC3=69•plf MEC3= 10ft•Ib
MEMBER SIZES INTERACTION
END CLOSET ABOVE HEADER MemberGC= "3.63 x 1.5 x 18ga 33 ksi Column" IntEC=0.411
END CLOSET BEHIND,JAMB MemberEwc= "3.63 x 1.5 x 18ga 33 ksi Column" IntEWC=0.426
END CLOSET ABOVE HEADER BRACING LxEC= 13•in LyEC= 13•in LtEC= 13•in
END CLOSET BEHIND JAMB BRACING LxE=97•in LyE=37•in LtE=37•in
NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEWC= 1
p47155_a_84.xmcd A7 6/16/2016
STUDS
STUD SPACING StudSpacing = 16-in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE Wstud= 25 plf Mstud =221 ft-lb
SIDE WALL STUD IN END ZONE WStude= 31 plf Mstude= 273ft•Ib
MEMBER SIZES INTERACTION
SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Intstud=0.474
SIDE WALL STUB BRACING LXStud= 100•in Lystud = 33-In LtStud=33-In
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdown_interior=2620 lb UPLIFT Pup_int=621 lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1310 lb UPLIFT Pup_ext=474 lb
ALLOWABLE BEARING PRESSURE BearingPressure= 1500-psf
SLAB THICKNESS Slab=4-in
PAD WIDTH Padw= 17-in
PAD DEPTH PadD=6.5-in
p47155_a_84.xmcd A8 6/16/2016
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER:="Tom Barber" PREPARED BY= "Joel G.Howard"
LOCATION:="Queensbury,NY" REVIEWED_BY
PLAN NUMBER:="P-47155"
BUILDING:_"A&B[3/12 Section]"
CODEBODY= "2010 Building Code of New York State"
BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging:_"no"
ROOF PITCH Rpitch:=3 in BUILDING HEIGHT height:=9ft+4in ROOF MATERIAL Roof:_"SSR"
ft
BUILDING WIDTH width:=30ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 0= 14.04.deg BUILDING LENGTH length:=220ft INT.PARTITION PANEL Ptpanel "yes"
ROOF TYPE Type:="Gable" FLOOR TO FLOOR lower:=Oft INT.LATERAL BRIDGING Bridge:_"no"
OCCUPANCY CATEGORY UseGroup:="II" Use"I"or"II" FOUNDATION SLOPE Fndsiope 0%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD P9:=60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY E snow "C" BUILDING FRAME SYSTEM BFS= "Light Frame Wall w/Shear Panels"
SNOW IMPORTANCE FACTOR IS 1 SEISMIC SITE CLASS Siteclass "D"
THERMAL FACTOR Ct' 1.2 SHORT PERIOD SPECTIAL ACC. SS:=0.277
SNOW EXPOSURE Exp:="Partial" 1 SECOND PERIOD SPECTRAL ACC. Si :=0.078
ROOF LIVE LOAD L :=20psf
FLAT ROOF SNOW LOAD Pf= 50•psf SPECTRAL RESPONSE ACC. SDS=0.29
UNBALANCE SNOW LOAD Punbalanced= 74•psf SPECTRAL RESPONCE ACC. SD1 =0.12
SNOW LOAD USED IN DESIGN PS= 74.psf RESPONSE FATOR Response= 6.5
RAIN SURCHARGE RainSurcharge=0•psf SEISMIC DESIGN CATEGORY Seismic00= "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs=0.04
WIND VELOCITY V:=90mph
WIND EXPOSURE CATEGORY Ewind= "C"
WIND IMPORTANCE CATEGORY I,= 1 DEAD LOAD
EDGE STRIP WIDTH a=3ft ROOF DEAD LOAD DR= 2•psf
COMPONENTS AND CLADDING (Method 2) PARTITION DEAD LOAD DP= 3.psf
ENDWALL GIRT FEG= 18•psf
ADDITIONAL LONG.DEAD LOAD DL=0•psf
ADDITIONAL TRANS,DEAD LOAD DT=0•psf
SIDEWALL GIRT FSG= 18•psf
PURLIN Fpurlin=—15•psf BASE SHEAR LONGITUDINAL TRANSVERSE
MAIN WIND FORCE(Method 2)
WALL (Suction and Pressure) Fw= 12.88•psf SEISMIC Vas= 28131b VTs= 1281b
WIND Vow= 24991b VTw=9281b
ROOF FR=—14 psf
p47155_a_94.xmcd B1 6/16/2016
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
(1)N:_ .65 Table 2-ESR-2526
TVs:= .6 Table 3-ESR-2526
(I)Vc:_ .65 Table 3-ESR-2526
do .375 0.375in do 5:=0.5in nominal anchor diameter(table 1 ESR 2526)
het .375 1.426in hef .5 2.5 1.652in het .5 3.5 2.502in effective embedment(table 2 ESR 2526)
cac .375 3.25in cac .5 2.5 3in Cac .5 3.5 4in critical edge distance(table 1 ESR 2526)
�cn 1.0 modification factor for cracked and uncraked concrete(tabel 2 ESR 2526)
kc:= 17 effectiveness factor for cracked concrete(table 2 ESR 2526)
Np:=Okip characteristic pulout strength,cracked concrete(table 2 ESR 2526)
le .375 1.426in le .5 2.5:= 1.652in le .5 3.5 2.502in load bearing length of anchor(table 3 ESR 2526)
Nsa .375 10.3kip Nsa .5 16.8kip steel strength in tension(table 2 ESR 2526)
Vsa .375 4.825kip Vsa .5 7.98kip steel strength in shear(table 3 ESR 2526)
Corner Anchor
nc:= 1 number of bolts at column
cal_c:=2.75in distance between bolts from edge 2
si 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 tension load to centroid of anchors in tension
e„c:=Oin 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 bolts from edge 2
s1 a:=Oin distance between bolts along edge 1
ca2 a:= 100in distance of bolts from edge 1
S2_e:=5in distance between bolts along edge 2
eN_e:=Oin distance from resultant tension load to centroid of anchors in tension
eve:=Oin 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
si ;:=Oin distance between bolts along edge 1
ca2 ; := 100in distance of bolts from edge 1
s2 ;:=Oin distance between bolts along edge 2
eN ;:=Oin distance from resultant tension load to centroid of anchors in tension
ev ;:=Oin distance from sultant shear load to centroid of anchors in shear
p47155_a_94.xmcd B2 6/16/2016
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Ls, iit _i-
ll"' ID
2 5'N,
ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR Vwii =21 lb Nwii = 11461b
WIND/LONGITUDINAL/EXTERIOR Vwei= 190 lb Nwei= 692 lb
WIND/TRANSVERSE/INTERIOR Vwit=991b Nwit= 908 lb
WIND/TRANSVERSE/EXTERIOR Vwet=4951b Nwet=9161b
SEISMIC/LONGITUDINAL/INTERIOR Vsil =851b Nsii=951b
SEISMIC/LONGITUDINAL/EXTERIOR Vsel=851b Nsel=2071b
SEISMIC/TRANSVERSE/INTERIOR Vsit= 16 lb Nsit=—2241b
SEISMIC/TRANSVERSE/EXTERIOR Vset= 81 lb Nset=—36 lb
ULTIMATE LOADS FOR ANCHORS
Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior)
Tension'= 1173.13Ib Tensionx= 2247.781b Shear'= 1173.13Ib Shearx= 2247.781b
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchori wl=0.99 Wind Anchori wt=0.86
Siesmic Anchori sl=0.18 Siesmic Anchori st=0.01
ExteriorAnchors Wind Anchore wl=0.392 Wind Anchore_1 t=0.63
Siesmic Anchore si=0.18 Siesmic Anchore_st=0.04
CormerAnchors Wind Anchors wl= 0.36 Wind Anchors wt= 0.36
Siesmic Anchors si = 0 Siesmic Anchorc_st=0
LENGTH OF ANCHOR Interior Length'= "3in" Exterior Lengthx= "2.5in"
DIAMETER OF ANCHOR Interior Diameter'= "1/2 in" Exterior Diameterx= "3/8 in"
p47155_a_94.xmcd B3 6/16/2016
. .
PANEL CHECK
PANEL CAPACITY Vali=531plf
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 53.08ft
LONGITUDINALSHEAR PANEL PanelL= 210ft
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 17.5ft
TRANSVERSE SHEAR PANEL Panel1=30ft
LONGITUDINAL SHEAR WALL PanelCheckL= Wok" (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 = 2470.06Ib GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2-in
Longitudinal Strap Angle BraceangieL=43.03•deg
Transverse Strap Angle BraceangieT=43.03•deg
max(VLs,VLW)
Longitudinal Tension on Strap TL:= if PanelCheckL = "ok",0,
cos(BraceangleL)) TL=0 lb
I' max(VTs,VTW)
Transverse Tension on Strap TT:= if PanelCheckT= "ok",0,
cos(BraceangieT)) TT=0 lb
COMPRESSION
MEMBER
V, VT.
OR -- OfR ---- ,
v Lw v Tw
= ..,,,,,x 1
height Uplift
14,....T
A3racear,9,„L Br eog�T
r V
L_ -I l j Bra cegfQ,e
bay P,,oc.
(Note:Compression member to be designed seperately,see additional calculations.
Compression memeber needed only when StrapsT >0)
p47155_a_94.xmcd B4 6/16/2016
INPUT VALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace=60
DEPTH OF PURLIN webp:=7
HEIGHT OF HORIZONTAL BRACING BridgeHeight=6.54 ft JAMB SUPPORT StubPostJ:="no"
WIDTH OF INTERIOR COLUMN webs:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace= 3.11 ft
SIDE WALL COLUMN webs:=3.5 ColumnNumbersw:=2 SIDEWALL GIRT webG:=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(.755,.75Lr) EQUATION 16-11
LC3=D+MAX(W,.7E) EQUATION 16-12
LC4=D+.75*MAX(W,.7E)+MAX(.75S,.75Lr) EQUATION 16-13
LC5=.6D+MAX(W,.7E) EQUATION 16-14 EQUATION 16-15
PURLIN INFORMATION
PURUN LOADS UNIFORM LOAD END REACTION MOMENT
LC1 wPurlin1 = 3780 RPurlinl = 1892lb MPurlinl = 4731 ft•lb
LC4 wPurlin3=317•plf RPurlin3= 1584 lb MPuriin3 = 3960ftlb
LC5 wPurlin4=—70•pIf RPurlin4 =—349lb MPurlin4 =—872ft•lb
LC5 wPurlin4e=—109•plf RPurlin4ea=—4491b RPurlin4eb=—3671b MPurlin4e=—1364ft•lb
PURLIN MemberPR= "7 x 12ga,50ksi Zee Purlin" IntpR= 0.718
LxPR= 118.5•in LyPR= 118.5•in LtPR= 118.5•in LyPR_neg = 118.5•in LtpR_neg= 118.5•in
STUB POST HEADERS
STUB POST HEADER LOADS REACTION MOMENT
LC1 RH1 = 1892 lb MH1 = 9461 ft•Ib
LC4 RH3= 1584Ib MH3= 7921 ft•Ib
LC5 RH4=—349 lb MH4=—1745 ft•Ib
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH =999 IntH =999.000 HeaderLength= 10ft
STUB POST HEADER BRACING LxH= 120•in LyH= 120•in LtH= 120•in
SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 16ga 50 ksi Stub Header" IntHs= 0.897 SHLength = 5ft
SMALL STUB POST HEADER BRACING LxHs=60•in LyHs= 60•in LtHs= 60•in
p47155_a_94.xmcd B5 6/16/2016
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
LC1 P11 = 3785 lb M11 = 0
LC3 P12= 307 lb M12= 0
LC4 P13= 3019 lb M13=401.19ft•Ib (Moment due to 5 psf horizontal load)
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member'= "3.63 x 2 x 12ga,50 ksi Interior Column" Intl=0.984
INTERIOR COLUMN BRACING Lx1= 150•in Ly1= 12•in Lt'= 150•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC1 PJamb1 = 1892 lb NA
LC3 PJamb2a= 501b MJamb2a= 158ft•Ib
LC3 PJamb2b= 237lb NA
LC4 PJamb3a= 1432 lb MJamb3a= 118ft•Ib
LC4 PJamb3b= 1572Ib NA
JAMB UNIFORM LOAD SWjamb= 163•plf WEWJamb=92•plf
JAMB APPLIED MOMENT JambMoment= 158ft•lb EWJambMoment= 159ft•Ib
JAMB AXIAL LOAD PJamb1 = 1892.29Ib
JAMB MOMENT CAPACITY Mjambcap=971 ft•lb
JAMB AXIAL CAPACITY Pambcap= 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=4730.72ft•Ib
LARGE END WALL HEADER CHECK EWheader_checkl6= "Split End Closet into(2)Bays"
EWheader_check22= "Split End Closet into(2)Bays"
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC1 Pswi = 1892 lb Msw=Oft•Ib
LC3 PSW2=501b
LC4 PSW3= 1432 lb
MEMBER SIZES INTERACTION
SIDE WALL COLUMN Membersw="3.63 x 1.5 x 18ga 33 ksi Column" Intsw= 0.672
SIDE WALL COLUMN BRACING Lxs= 112•in Lys= 37•in Lts= 37•in
p47155_a_94.xmcd B6 6/16/2016
t
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEw1 = 1892 lb NA NA
LC3 PEw2=50Ib wEW2= 64•plf MEW2 = 1378ft•Ib
LC4 PEw3= 1432 lb WEw3=48•plf MEw3= 1034 ft•Ib
MEMBER SIZES INTERACTION
END WALL COLUMN MemberEw= "3.63 x 1.5 x 12ga 50 ksi Column" IntEw=0.630
END WALL COLUMN BRACING LxE= 150•in LyE= 50•in LtE= 50•in
GIRTS
GIRT LOADS UNIFORM LOAD END REACTION MOMENT
SIDE WALL GIRT IN MID ZONE wGS= 56-plf RGS=2781b MGS=694ft•Ib
SIDE WALL GIRT IN END ZONE WGSe=66 plf RGSe=3301b MGSe=825ft Ib
GIRT IN MID ZONE wGE=76•plf RGE =3821b MGE = 239ft•Ib
GIRT IN END ZONE wGEe=92'Plf RGEe=461 lb MGEe=288ft•Ib
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGs = "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS=0.648
END WALL GIRT(END) MemberGE = "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.427
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
END CLOSET COLUMNS
END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEC1 = 1892 lb NA NA
LC3 PEC2=501b WEC2=95•plf MEC2=242ft•Ib
LC4 PEC3= 1432 lb wEC3=72•plf MEC3= 181 ft•Ib
MEMBER SIZES INTERACTION
END CLOSET ABOVE HEADER MemberEC= "3.63 x 1.5 x 16ga 50 ksi Column" IntEC=0.598
END CLOSET BEHIND JAMB MemberEwc="3.63 x 1.5 x 18ga 33 ksi Column" IntEwc= 0.736
END CLOSET ABOVE HEADER BRACING LxEC=54•in LyEC= 50•in LtEC=50•in
END CLOSET BEHIND JAMB BRACING LxE= 150•in LyE= 50-in LtE= 50•in
NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc= 1
p47155_a_94.xmcd B7 6/16/2016
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STUDS
STUD SPACING StudSpacing = 16•in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE `"Stud= 25•plf MStud=275ft•Ib
SIDE WALL STUD IN END ZONE Wstude= 31•plf MStude=338ft•Ib
MEMBER SIZES INTERACTION
SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Intstud =0.588
SIDE WALL STUB BRACING Lxstud = 112 in LyStud = 37•in Ltstud = 37•in
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdown_interior=3785 lb UPLIFT Pup_int= 707 lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1892 lb UPLIFT Pup_ext=568 lb
ALLOWABLE BEARING PRESSURE BearingPressure= 1500.psf
SLAB THICKNESS Slab=4.in
PAD WIDTH Padw=20•in
PAD DEPTH PadD=8•in
p47155_a_94.xmcd B8 6/16/2016
RUCINSKI HALL ARCHITECTURE �Pv��
Ronald Richard Rucinski
Ethan Peter Hall c, C��
134 Dix Avenue 0 0
Glens Falls NY 12801 P.
Voice 518 741 0268
Fax 518 741 0274
Email ephall@nycap.rr.com
Special Inspection Report 4-r
To: John O'Brien - Town of Queensbury— Building Department
From: Ethan Hall
Date: 8 August, 2016
Re: Barber Self-Storage Buildings, 462 Corinth Road
At the above referenced project location this office will be performing special inspections of the
project in accordance with the requirements of the New York State Building Code. Letters of our
field observations will be provided as required for the additions to the building. Additionally Mr.
Barber will be contracting with Tom Joslyn of Soil&Material Testing to perform the concrete
testing, a copy of the testing contract will be provided to your office by Mr. Barber.
If there are any questions please contact our office.
Regards
114
•
Et an P. Hall—Architect FILE COPY 11
Rucinski Hall Architecture
\\RHA-FS\acad\Barber\Paperwork\Special Inspection Letter 8 Aug 2016.doc