CC-000484-2016 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-000484-2016 Date Issued: Monday, January 22, 2018
This is to certify that work requested to be done as shown by Permit Number CC-000484-2016
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 B By Order of Town Board
6,600 sq. ft. TOWN OF QUEENSBURY
Cross Ref: Site Plan PZ-028-2016
Issuance of this Certificate of Compliance DOES NOT relieve the (1#°n- odi ii
4'
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-000484-2016
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: Thomas Barber 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 Construction,LLC
12 Courtland ST
Pawcatuck,CT 06379
Plans&Specifications
Corinth Road U Store It,LLC
Self Storage Building B
6,600 sq.ft.
Cross Ref: Site Plan PZ-028-2016
$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 Queensb fore the ex ation date.) /
Dated at the Town o ueensb rid. st 19,2016
SIGNED BY: for the Town of Queensbury.
Director of Building&Code Enforcement
WV Vllly
Date: -- GPOG -
Permit No. (..,,.
Tax Map ID 308, I � — I .,3'I Permit Fee
Zone e L I Historic? Yes t'r No Rec Fee
Subdivision Name NA' Lot# Site Plan#
Subdivision# JUL 2 5 1016
Project Location 1/6 2- a:- &,,i40v5
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) 4~5 p p pj (,,,,m/;//A3s
Address ze) 44441 do # C iosyr
Phone/Email l
(ci 55 3 7 -- 36 3 / 75,n, e hp awe•,9,t C c ✓A, re
Applicant1Z/),4S A/Lk-4 / 'ad akz.,,i,44-
Address /4///vi
24k ✓V7
Phone/Email
Sfr- 362 '' 31 3S hth. e ArciAr4. .9ner✓4D, (cam
Contractor
/v1L 57; Gw �L� � `c.-v . L�(—
Address
a:),2-71/-vd S/-. g1 h.t-4Azk i CT 06, 379
Phone/Email (1iz() 5 T) - g/r/
Contact Person for Building&Codes Com liance• ( ' 1(-1; Gt/l i Phone Y 9--3 4.
TYPE OF CONSTRUCTION
/Check all that apply New Addition Alteration 1st floor sf 2nd 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+) (/ ) 5 ff4,1 3 X'2 2 C k e
Other ` $ .,
Town of Queensbury Building&Codes Principal Structure Application revised January 2016
If couiniercial or industrial please indicate name of business 64,14 LTo V jk2S �� LL .
Proposed use of building or addition 'Tjf, .s,42,45-5
Source of Heat(circle one) Gas Oil Propane Sol Other t, L
Fireplace: Complete a separate application for Fuel Burning
Appliances&Chimneys Ai/4
Are there structures not shown on plot plan? Nig
Are there easements on the property? Amy IrNeaN
Site Information:
a. Dimensions or acreage of lot /.97 4 C S
b. Is this a corner lot? Yes !J1- No
c. Will the grade be changed as a result of construction Yes A No
d. Public water or Private well(circle one) �ub Private
e. Sewer or Private Septic System(circle one) Sewer riv to
Value of all work to be performed(labor or materials) $ 1'Fo, ,ot
DECLARATION:
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. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate
of occupancy.
5. 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: s 1! ��jj DATE: ' 2 /
SIGNATURE: _ DATE: 6 Z, /A
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-484-2016
a ,
Corinth Road U Store It, LLC Thomas Barber/ Rod Cornelins
462 Corinth Road
Self-Storage Building B Trachte Building Systems, Inc.
Project Calculations
Per 2010 Building Code of New York State
IBS
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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 B1-B8
Prepared By
Joel G. Howard and Matt Weidner
Reviewed By
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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 bay10f PURLIN BRIDGING PBridging:= t PBrid g g:_ "no"
ROOF PITCH in
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:= 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%
_ o
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD Pg 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Esnow "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 =029
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 Seismicpc = "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs =0.04
WIND VELOCITY V := 90mph
WIND EXPOSURE CATEGORY Ewind = "C"
WIND IMPORTANCE CATEGORY Iw = 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= 19 psf
ADDITIONAL TRANS, DEAD LOAD DT =0•psf
SIDEWALL GIRT FSG— 1&psf
PURLIN Fpurlin =—17•psf BASE SHEAR LONGITUDINAL TRANSVERSE
MAIN WIND FORCE(Method 2)
WALL (SuctionandPressure) Fw = 12.8&psf SEISMIC Vas=28131b VTs = 1281b
WIND V�,W,= 16521b VTw = 7031b
ROOF FR =—14psf
p47155_a_84.xmcd Al 6/16/2016
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
(ON:= .65 Table 2-ESR-2526
(1)Vs:_.6 Table 3-ESR-2526
cf)Vc:=.65 Table 3-ESR-2526
de_.375 0.375in do 5:=0.5in nominal anchor diameter(table 1 ESR 2526)
hef_.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)
cn 1.0 modification factor for cracked and unaaked 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 .53.5 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:=0in distance between bolts along edge 1
ca2 c:=2.75in distance of bolts from edge 1
s2 c:=0in distance between bolts along edge 2
eN c:=0in distance from resultant tension load to centroid of anchors in tension
ev_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:=0in distance between bolts along edge 1
ca2 e:= 100in distance of bolts from edge 1
s2 e:=Sin distance between bolts along edge 2
eN a:=0in distance from resultant tension load to centroid of anchors in tension
e„a:=0in 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
e„ ;:=0in 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 Vwii = 14lb Nwil = 1009 lb
WIND/LONGITUDINAL/EXTERIOR VWei= 1261b Nwei= 5551b
WIND/TRANSVERSE/INTERIOR Vwit=751b Nwit=9081b
WIND/TRANSVERSE/EXTERIOR Vwet= 375 lb Nwet=766 lb
SEISMIC/LONGITUDINAL/INTERIOR Vsil =85 lb Nsii=—19 lb
SEISMIC/LONGITUDINAL/EXTERIOR Vsei=85 lb Nsel=93 lb
SEISMIC/TRANSVERSE/INTERIOR Vsit= 16 lb Nsit=—224 lb
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= 2247.78 lb Shear'= 940.83 lb Shears=2247.78 lb
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor' wi= 1.09 Wind Anchor'wt= 1.04
Siesmic Anchor' sl=0.09 Siesmic Anchor' 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
CormerAnchors Wind Anchors wi= 0.36 Wind Anchor wt=0.36
Siesmic Anchors sl = 0 Siesmic Anchor st=0
LENGTH OF ANCHOR Interior Length'= "2.5in" Exterior Lengthy=112.5in"
DIAMETER OF ANCHOR Interior Diameter'= "3/8 in" Exterior Diameterx= "3/8 in"
p47155_a_84.xmcd A3 6/16/2016
f !
PANEL CHECK
PANEL CAPACITY Val'=53•plf
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 =2470.06Ib GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2 in
Longitudinal Strap Angle Braceang�eL=39•81•deg
Transverse Strap Angle BraceangleT=39.81•deg
•
max(VLs,VLW)
Longitudinal Tension on Strap TL:=if PanelCheckL="ok",0, ( TL=Olb
cos BraceangfeL),
max(VV )
Ts� Tw
Transverse Tension on Strap TT:= if PanelCheckT="ok",0, TT=Olb
cos(Braceangier))
COMPRESSION
/ MEMBER
y VTs
OR OR
y Lw El=
VT,/ height
Uplift
AilT
Bracea,7 Br eo„0T
V
I kno.
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
f _
INPUT VALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace=60
DEPTH OF PURLIN webs:=7
HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.32ft JAMB SUPPORT StubPostJ:="no"
WIDTH OF INTERIOR COLUMN webs:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace= 2.7$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 H EADER(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(.755,.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 RPurlinl = 1310 lb MPurlinl = 3275 ft•Ib
LC4 WPuriin3 = 222•plf RPurlin3= 1108 lb MPurlin3= 2770ft•Ib
LC5 WPurlin4 =—78•Plf RPurlin4 =—388lb Mpurlin4 =—969ft•Ib
LC5 WPurlin4e=—106•plf Rsurlin4ea=—459lb RPurlin4eb=—400 lb MPurlin4e=—1319ft•Ib
PURLIN 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 RHt = 1310 lb MH1=6550ft•Ib
LC4 RH3= 1108lb MH3= 5539ft•Ib
LC5 RH4=—388 lb MH4=—1938ft-Ib
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH="9 x 3.2 x 12ga 50 ksi Stub Header" IntH=0.740 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= 0.621 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 Lx1= 97•in Ly1= 12•in Lt1=97•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC1 PJamb1 = 1310 lb NA
LC3 PJamb2a= 50 lb MJamb2a= 127ft lb
LC3 PJamb2b= 178Ib NA
LC4 PJamb3a= 995lb MJamb3a=95ft•lb
LC4 PJamb3b= 1091 lb NA
JAMB UNIFORM LOAD SWjamb= 164•plf WEWJamb= 94•plf
JAMB APPLIED MOMENT JambMoment= 127ft•lb EWJambMoment=89ft•lb
JAMB AXIAL LOAD PJamb1 = 1310 lb
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= 3275ft•lb
LARGE END WALL HEADER CHECK EWheader_check16="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 = 13101b Msw= Oft-lb
LC3 PsW2=501b
LC4 PSW3=995lb
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 Ib NA NA
LC3 PEW2=501b WEW2= 64•plf MEW2 =602ft•Ib
LC4 PEW3=995Ib wEW3=48•plf MEWS=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= 250lb MGS=625ft•Ib
SIDE WALL GIRT IN END ZONE WGSe=60•plf RGSe=298 lb MGSe=745ft•Ib
GIRT IN MID ZONE wGE=581plf RGE=2891b MGE= 181 ft lb
GIRT IN END ZONE wGEe=71'Of RGEe= 353 lb 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 LIGE=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=501b WEC2=92•plf MEC2= 13ft•lb
LC4 PEC3=995lb WEC3=69•pIf MEC3= 10ft•Ib
MEMBER SIZES INTERACTION
END CLOSET ABOVE HEADER MemberEC="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 p Ib
lf Mstud =221 ft
SIDE WALL STUD IN END ZONE WStude=31•plf MStude=273 ft lb
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 down 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 = "JoelG.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 Rpitcn:=3 i—
n BUILDING HEIGHT height:=9ft+4in ROOF MATERIAL Roof:="SSR"
ft
BUILDING WIDTH width:=30ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 8= 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 Pg:=60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY E snow "C" BUILDING FRAME SYSTEM BFS='tight Frame Wall w/Shear Panels"
SNOW IMPORTANCE FACTOR IS= 1 SEISMIC SITE CLASS Siteclass "D"
THERMAL FACTOR Ct' 1•2 SHORT PERIOD SPECTIALACC. SS:=0.277
SNOW EXPOSURE Exp:="Partial" 1 SECOND PERIOD SPECTRAL ACC. Si0.078
ROOF LIVE LOAD 4:=20psf
FLAT ROOF SNOW LOAD Pf=50•psf SPECTRAL RESPONSE ACC. Sos=0.29
UNBALANCE SNOW LOAD Punbalanced= 74 psf SPECTRAL RESPONCE ACC. SDI=0.12
SNOW LOAD USED IN DESIGN Ps=74•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 Iw= 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
ENDWALLGIRT FEG= 18•psf
ADDITIONAL TRANS, DEAD LOAD DT=0•psf
SIDEWALL GIRT FSG= 18•psf
PURLIN Fpudin=—15•psf
MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE
WALL (Suction and Pressure) Fw= 12.88-psf
SEISMIC Vas= 2813lb VTs= 128lb
WIND Vsµ,=2499lb VTw=9281b
ROOF FR=—14 psf
p47155_a_94.xmcd B1 6/16/2016
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
sclN:= .65 Table 2-ESR-2526
TVs:_.6 Table 3-ESR-2526
43.Vc:=.65 Table 3-ESR-2526
do_.375 0.375in do 5:=0.5in nominal anchor diameter(table 1 ESR 2526)
hef .375 1.426in hef_.5_25 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)
1-Pcn 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
si a:=Oin distance between bolts along edge 1
Cate:= 100in distance of bolts from edge 1
s2 e:=5in distance between bolts along edge 2
eN a:=Oin distance from Lesultant 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
cap ;:= 100in distance between bolts from edge 2
:=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
e„ ;:=Oin distance from sultant shear load to centroid of anchors in shear
p47155_a_94.xmcd B2 6/16/2016
-'-P
11111111
**s-,,,,-- a.
9 C. ice'
c-,. 5�
G a•
F
Qom( <,65")
ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR Vw" =21 lb Nw;' = 1146 lb
WIND/LONGITUDINAL/EXTERIOR Vwei= 1901b Nwe'=692Ib
WIND/TRANSVERSE/INTERIOR Vw't=99 lb Nw't=908 lb
WIND/TRANSVERSE/EXTERIOR Vwet= 495Ib Nwet=9161b
SEISMIC/LONGITUDINAL/INTERIOR Vs,'=851b Ns;1=951b
SEISMIC/LONGITUDINAL/EXTERIOR Vse'=851b Nse'= 207Ib
SEISMIC/TRANSVERSE/INTERIOR Vs;t= 161b Ns't=—224Ib
SEISMIC/TRANSVERSE/EXTERIOR Vset= 81 lb Nset= —36 lb
ULTIMATE LOADS FOR ANCHORS
Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior)
Tension'= 1173.131b Tensions=2247.781b Shear'= 1173.13Ib Shears=2247.78Ib
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor; wi=0.99 Wind Anchor; wt=0.86
Siesmic Anchor' s'=0.18 Siesmic Anchor' st=0.01
Exterior Anchors Wind Anchore w'=0.392 Wind Anchore wt=0.63
Siesmic Anchore s'=0.18 Siesmic Anchore st=0.04
CormerAnchors Wind Anchors wi= 0.36 Wind Anchor wt=0.36
Siesmic Anchor s' =0 Siesmic Anchor st=0
LENGTH OF ANCHOR Interior Length'= "3in" Exterior Lengthy="2.5in"
DIAMETER OF ANCHOR Interior Diameter'= "1/2 in" Exterior DiameterK="3/8 in"
p47155_a_94.xmcd B3 6/16/2016
PANEL CHECK
PANEL CAPACITY Vai'=53•plf
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL=53.08ft
LONGITUDINALSHEAR PANEL PanelL=210ft
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 17.5ft
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 =2470.06Ib GAUGE OF STRAP Gage= 16 STRAP WIDTH wS=2-in
Longitudinal Strap Angle BraceangleL=43.03•deg
Transverse Strap Angle BraceangleT=43.03•deg
/ max(VLS,VLW)
Longitudinal Tension on Strap TL:=ii PanelCheckL = "ok",0,cos Brace TL—Olb
( angleL)
max(VTS,VTW)
Transverse Tension on Strap TT:=if PanelCheckT= "ok",0,
cos(BraceangleT),, TT=01b
COMPRESSION
,t MEMBER
V� V Ts
op .- . L OR
V Lw VT.„
height Uplift
14:
Braces,,, Br eoq�T
V
Braces„o.
bay P
(Note:Compression member to be designed seperately,see additional calculations.
Compression memeber needed only when Straps1 >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=6.54ft 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) webEwo:=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(.755,.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 WPurlinl = 378•plf RPurlin1 = 1892 lb MPurlinl =4731 ft•Ib
LC4 wPurlin3= 317•plf RPurlin3 = 1584 lb MPurlin3= 3960ft•lb
LC5 WPurlin4=—70•plf RPurlin4 =—349 lb MPurlin4=—872ft•Ib
LC5 `"Purlin4e=—109 plf RPurlin4ea=—449lb RPurlin4eb=—367lb 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 ftlb
LC4 RH3= 15841b MH3= 7921 ft•Ib
LC5 RH4=—349 lb MH4=—1745ft•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=401.19 ft•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 Lxl= 150•in LY1= 12•in Lt1= 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= 15721b NA
JAMB UNIFORM LOAD swjamb= 163•plf WEWJamb=921plf
JAMB APPLIED MOMENT JambMoment= 158ft•Ib EWJambMoment= 159ft•Ib
JAMB AXIAL LOAD PJamb1 = 1892.29 lb
JAMB MOMENT CAPACITY Mjambcap=971 ftlb
JAMB AXIAL CAPACITY Pjambcap=5691 lb
JAMB CHECK JambCheck= "ok" EWJambCheck="oh'
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheadermomenallt=2922 ft•Ib
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-lb
LC3 PSW2=50 lb
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
• 1 s
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEWS = 18921b NA NA
LC3 PEw2=50 lb wEW2= 64•plf MEW2 = 1378 ft•Ib
LC4 PEw3= 1432 lb wEW3=48•plf MEWS = 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= 278 lb MGS=694ft•Ib
SIDE WALL GIRT IN END ZONE wGSe=66•plf RGSe= 3301b MGse=825 ft•Ib
GIRT IN MID ZONE wGE=76•plf RGE= 382 lb MGE=239ft•Ib
GIRT IN END ZONE wGEe=92•plf RGEe=461 lb MGEe=288ft•lb
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•lb
LC4 PEC3= 14321b wEC3= 72•plf MEC3= 181 ft•lb
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" lntEwc=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
r
STUDS
STUD SPACING StudSpacing = 16•in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE `"Stud= 25•plf MStud =275 ft•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 Pupint= 707 lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1892lb 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
CONSTRUCTION TECHNOLOGY
4 William Street,Ballston Lake,New York 12019
Phone:(518)399-1848 Fax:(518)399-1913
CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 1 :PAGE#:1
131 MEADOWBROOK ROAD INSPECTION DATE: 09/21/16
QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000
INSPECTOR&TEST SET: BRYAN CASAW #12
ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 60's:CLEAR
PROJECT: CORINTH ROAD SELF-STORAGE:CORINTH ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 168420
CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS
PLACEMENT LOCATION OF LOAD# 1 : BUILDING"B":SLAB ON GRADE
DELIVERED LOAD NUMBER: 1
TRUCK NUMBER/TICKET NUMBER: 4589/ 815549
YARDAGE DELIVERED/SUBTOTAL: 11.00/ 55.00
TIME CONC. BATCHED/ARRIVED: 7.30/ 7.45
TIME PLACEMENT BEGAN/ENDED: 7.50/ 8.05
CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.58
SLUMP ON ARRIVAL (INCHES) 5.50
WATER ADDED ONSITE(GALLONS):
WATER ADDED AT DISCRETION OF:
SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE:
PLACEMENT SLUMP(INCH) (SPEC: - ) 5.50
ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.80
UNIT WEIGHT (PCF) (SPEC: - ) 146.35
CONCRETE TEMP. (F) (SPEC: 45 - 90) 74
NUMBER OF TEST SPECIMEN CAST: 6
LAB CYLINDER CONTROL NUMBERS 168420- 168425
DISCREPANCIES&REMARKS:
UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064
CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39
DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS : UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/22/16
CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT
CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.
WATER: GAL.
COARSE AGGREGATE#1: LBS. 168420 09/28/16 7 40,900 3260
COARSE AGGREGATE#2: LBS. 168421 09/28/16 7 41,650 3320
COARSE AGGREGATE#3: LBS. 168422 10/19/16 28 54,000 4300
FINE AGGREGATE: LBS. 168423 10/19/16 28 51,900 4130
ADMIXTURE#1: OZS. 168424 10/19/16 28 53,650 4270
ADMIXTURE#2: OZS. 168425 SPARE
ADMIXTURE#3: OZS.
AIR ENTRAINING AGENT: OZS.
REPORT DISTRIBUTION:
1:FILE 5:
2:SUPPLIER 6:
3: 7:
4: 8:
RESPECTFULLY SUBMITTED,
CONSTRUCTION TECHNOLOGY
TOM JOSLIN,S.E.T. (NICET)
MANAGER TECHNICAL SVCS.