CC-000668-2017 AUK
TOWN OF QUEENSBURY
742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201
Community Development-Building&Codes (518) 761-8256
CERTIFICATE OF OCCUPANCY
Permit Number: CC-000668-2017 Date Issued: Tuesday, July 31, 2018
This is to certify that work requested to be done as shown by Permit Number CC-000668-2017
has been completed.
Tax Map Number: 302.8-2-66.12
Location: 106 EVERTS AVE
Owner: Don Scoville, Steve Scoville
Applicant: Don Scoville
This structure may be occupied as a: Self-Storage Facility,Building B 6300
By Order of Town Board
TOWN OF QUEENSBURY
Jssuance of this Certificate of Occupancy DOES NOT relieve the
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-000668-2017
Tax Map No: 302.8-2-66.1
Permission is hereby granted to: Everts Avenue Self Storage
For property located at: 106 EVERTS AVE
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
Tvne of Construction
Owner Name: Don Scoville Business Office-New $350,000.00
Owner Address: Total Value $350,000.00
Contractor or Builder's Name/Address Electrical Inspection Agency
McKenna Construction
19 Sisson RD
Moreau,NY 12828
Plans&Specifications
Self-Storage Facility,Building B 6300 s.f.
$192.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Monday,November 5,2018
(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 ueensb rid er 3,2017
SIGNED BY: for the Town of Queensbury.
Director of Building&Code Enforcement
Dfiice Use 0ill�;
Per alit'n: CC- �� •,1���
PRINCIPLE STRUCTURE PERMIT I �
APPLICATION Permit Fee: $ 12 bl �
76ctiui of CLueensbun
742 Bay Road,Queerisbuiry,NY 12804 =pec gee: $
PO 518-761-8256 www.gueensbury.net !invoice#: DD1 c 'ic lob1
Project Location. 1� z Az' �Ny e' , &-1b(q .b
'tax Map I® #o 'fn2- Jb ' l..-�pko . I Subdivision Name,
DOWN BD. RESOLUTION 66-2013: $850 recreation tee 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).
CONTACT INFORMATION.
® Applicant
Name(s): 3t"2-)�y avclk..)
Mailing Address, C/S/Z: co "V%g UU,.��c , ky��lfio,,4 Ny
Cell Phone: (t)le ) iQ- Land Line: Std ) 4 DQ2lQ0
Email: t)emv,)i5y-yi
_
15 � L5 � V L5
Primary Owner(s): D '-
Name(s): FOCT 2 4 7111117
Mailing Address, C/S/Z:
Cell Phone: Land Line: �_) i OWN OF QUEENSBURY
Email:
® Contractor(s):
Business Name: MC. ¢inY.q C6r-St-ruck;Q.►) " 6ccn'.va, -;Qv, LLC
Contact Name(s): SV- ,wr, Wy t7y1y1,
Mailing Address, C/S/Z: t oke Kd nD it 216
Cell Phone: ( 5►b tFb2'�- Land Lind: S► ) b�-
Email: L-bAr" y-, Cal .�Q- ,ciD w,
® Architect(s)/Engineer(s):
Business Name:
Contact Name(s):
Mailing Address, C/S/Z: �tcxA �i�,.,
Cell Phone: Land Line: 6o0 ) 35b - 352A
Email:
Contact Person for Building & Code Compliance: "�)bn sc50-V1lk-,
Cell Phone: ( '.,) It b • 2\�jg Land Line: 5\ ) �4S - 1t4 S
Email: d► Sc-Dy
Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017
PROJECT INFORMATION:
TYPE: Commercial X id I
WORK CLASS:
^Single-Family Two-Family ____Multi-Family(#of )
Townhouse Business Office _Retail —HoteUMotel
Industrial/Warehouse Garage(#of cars _} X Other(describe SELF-STORAGE j
STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE:
1sT floor:_12,6 0 SF �b 1sT floor:
21 floor: �- 2"d floor:
31 floor: Total square feet:
40 floor:
Total square feet: -2,6W SF 1
30 6 S r
ADDITIONAL PROJECT INFORMATION:
1. Estimated Cost of Construction: 5 35o,oo }
2. Proposed use of the building: SELF STORAGE FACILITY
3. If Commercial or Industrial,indicate the name of the business: 'Ever�s ��e►,.+L2 Se� S'tarAge
4. Source of Neat (circle one): Gas Oil Propane Solar Other: Ek'Ar IC�
(Fireplaces need a separate Fuel Suming Appliances&Chimney Application,one per appliance)
5. Are there any structures not shown on the plot plan? YES NO xplain:
b. Are there any easements on the property? YES NO (F.TL ac e�Lt–�.r�i� 6 • r r
Qo55 /131.F>
7. SITE INFORMATION:
a.What is the dimensions or acreage of the parcel? 3.26
b. Is this a corner lot? YES ptof
c.Will the grade be changed as a resuthe construction? YES NO
d.What is the water source? PUBLIC PRIVATE WELL N/A
e. Is the parcel on SEWER or a PRIVATE SEPTIC system? N/A
Town of Queensbury DAft&code Enforcement Principle SWcture Appf-adon Revised February 2017
DECLARATION:
I. I acknowledge that no construction shall commence prior to issuance of a valid b u i I ding per rnit and
work will be completed within a 12 month period.
2. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to
fees and department approval.
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 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 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: W , scoy
SIGNATURE: DATE:
Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017
Trachte BuRdi.ng Systems, Inc.
Project Calculations
Per 2015 International Building Code with 2016 New York Supplement
IBS
D � �Mfg
OCT 14 2017
Steve Scoville TOWN qF QUEENSBURY
Queensbury, NY
BUIE.DING& CODES
TBS Plan Number: P-44124
July 28, 2017
Table of Contents
Building A-9'4"eave Pages A1-A8
Buildings A&B—8'-4"eave Pages B 1-B8
Prepared BY OF Njy
Michael L.Prochaska �� �,�� n
Reviewed_By
F
Q 084269
Matthew D. FESS 1 '�
"- 01
eidner Ok
7.08.30
09:10:22-05'00'
302.8-2-66.1 CC-000668-2017
Everts Avenue Self Storage
106 Everts Avenue, Building B
New Comm. Unheated 6300 s.f.
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER="SL-ie Scoville' PREPARED BY='Michael L Prochaska'
LOCATION:='Queerbury,NY' REVIEWED_BY
PLAN_NUMBER='P44124'
BUILDING:='A_94'eave'
CODEBODY= '2015 IBC with 2016 New York Supplement'
BUfLDING DESCRIPTDN
BAY WIDT H bay=10ft PURLIN BRIDGING v •,o•
ROOF PITCH Rte =0.25 in BUILDING HEIGHT Int:=90+4in ROOF MATERIAL Roof:='$SR•
ft -
BUILDING WIDTH wk 30ft PURLIN SPACING Pw,,:=511
ROOF ANGLE g= 1.19.* BUILDING LENGTH lerio:=21011 INT.PARTITION PALL
Ptpa,d:='yes
ROOF TYPE Type 'Lean-to' FLOOR TO FLOOR kAw:=011 INT.LATERAL BRIDGING B6*:='no'
RISK CATEGORY UseGroup-'I• Use's or"A' FOUNDATION SLOPE Fri:=0%
S"LOAD SEISMIC LOAD
GROUND SNOW LOAD Po ANALYSIS PROCEDURE EQUIVALENT LITERAL FORCE
SNOW EXPOSURE CATEGORY Ear,, BUILDING FRAME SYSTEM BFS=light Frame Wall w!Shear Panels'
SNOW IMPORTANCE FACTOR IS=0.8 SEISMIC SITE CUSS Skdws='D•
THERMAL FACTOR G'=1.2 SHORT PERIODSPECTIAL ACC. SS:%--0.234
SNOW EXPOSURE Exp:='Partar 1 SECOND PERIOD SPECTRAL ACC. Si0.081
ROOF LIVE LG1AD 4:_2w
FLAT ROOF SNOW LOAD Pr=40.psf SPECTRAL RESPONSE ACC. SDS=0.2.5
UNBALANCE SNOW LOAD Purbawxw=40•psf SPECTRAL RESPONCE ACC. SDI =0.13
SNOW LOAD USED N DESIGN PS=40-psi RESPONSE FATOR Response=6.5
RAN SURCHARGE RainStx targe=O.psf SEISMIC DESIGN CATEGORY QAC=•B'
WIND LOAD SEISM IC RESPONSE COFFICIENT Cs=0.04
WIND VELOCITY V := 105no
Vaad=81-mph
WIND EXPOSURE CATEGORY E w='C'
EDGE STRIP WIDTH a=3ft DEAD LOAD
COMPONENTS AND CLADDING 2t ROOF DEAD L0AD OR= 2'psf
ENDWALL GRT FEG=251psf PARTITION DEAD LOAD DP—3•psf
S[DEWALL GIRT FSG=24•psf ADDITIONAL LONG.DEAD LOAD DL_0-0
PURLIN Fpm_—23•psf ADDITIONAL TRANS,DEAD LOAD D—4q
MAIN VAND FORCE Method$ BASE SH LONGUMNAL TRANSVERSE
WALL (Suc tim and Pressme) Fw= 17.%psf SBSMIC VL= 19%R) VT,=93 lb
ROOF FR=B.Psf WIND VLW= 1505 lb VT,=631 Fo
P44124a_94em.m,scd Al 728/2017
' A_ MCHOR NFORMATION
EDGE DISTANCE EdgeDistanoe:=3
CONCRETE STRENGTH Concrete:=2500
(�N:_ .65 Table 2-ESR-2525
4)V,,:=.6 Tale 3-ESR-2526
(OVc:_ .65 Table 3-ESR-2526
dl,-.375;-0.375n k.5:=0.5n nominal anchor dameter(table i ESR 2526)
bei 375:= 1.425m f*.5is= 1.652in tsar.e_3s:=2.502kh effective embecinent(tabie 2 ESR 2526)
Car.375:=3•25in Cao.&2S=3in Gac_.5_3.5 4in critical edge distance(table 1 ESR 2525)
*M:= 1.0 nodficgen factor for cra ckW and u►crafced concrete(tabet 2 ESR 2526)
kc:=17 effectiveness factor forcradced con aete(table 2 ESR 2526)
NP:=04 characteristic putout strength,cracked concrete(table 2 ESR 2526)
le 375= 1.426iin le 5_15 1.652in Ie-.5-3.5:=2.502n khad bearing length of andor(table 3 ESR 2526)
Nm .315:=10.3kip Nw 5=16.86dp steel 9rergh in tension(table 2 ESR 2526)
Vsa 315 4•825kip Vsa S:=7.981ap steel drergA in shea(table 3 ESR 2526)
Corner Anchor
n,:= 1 numberofboasatcolu n
rat c:=2.75in dstance between boles from edge 2
slc=0n dstance between toles along edge 1
2.75i n dstance of bots fan edge 1
32 c:=pn dstarce between bots along edge 2
eNc:=an dstance from resultant tendon load to centrad of anchors in tension
ev c:=pin ci stance from sulfant shear toad b centroid of andhors in shear
F3ctedor An&oo
ne:=2 number of bots at coksm
Case:=2.75in dstance between bolls torn edge 2
Ste:=an dstance between bolts along edge 1
c,2_,:= 100in dstance of bots Iran edge 1
S2-e:=5m dstance between bots along edge 2
eNe:-pn dstance from resultant tendon load to centroid of andors in tension
e„_e:=Oin dstance from sultant sheaf load b astroid of arnctm in sheer
It�for Andror
1 number of bots at column
qa1 ;=100in dnstance between bots from edge 2
St i:=an dstance between bots*M edge 1
CQ i:_ 100in distance of bots from edge 1
s2-j:-an dstance between bots along edge 2
eN i:=pk, dstance from resultant tension load b centroid of anchors in tension
e r i an distance from sutant sfhearload to centroid of andors in shear
P44124a 8'4eave.xmcd A2 7128/2017
� h
P� ap
AMQB EQRCE aUMMARY SHEAR UPLI
WIND/LONGITUDINAL I INTERIOR V„j=81b N,j=242 lb
WIND/LONGITUDINAL/EXTERIOR Vw=721b Nw= 155 lb
WIND/TRANSVERSE/INTERIOR V,*-42 lb N„t= 175 lb
WIND I TRANSVERSE/EXTERIOR Vw=2101b Nw=284 lb
SESMIC/LONGITUDINAL IINTERIOR Vd=591b Nd=—781b
S8SMIC/LONGITUDINAL/EXTERIOR Vse=59 lb Nw=441b
SEISMIC/TRANSVERSE/INTERIOR Va= 12 lb N8_—244 lb
SOSMIC/TRANSVERSE IEXTERIOR Vs=59 lb Nse,=—67 lb
ULTIMATE 4QAg6 FOR AN04M
Tension(Interim) Tension(Exterior) Shear(Interim) Shear(E)terior?
Tension]=940.831b TerxWi =2247.7811b Sheol=940.83 ib Shearx=2247.78 lb
Bott Intaraiction C wKk Applied Lipli t/Tension+Applied Sheer/Sheer<12
LongiAdirial Transverse
Inl eriorAnchors Wind Anchori„r=027 V" AndvL,t=0.23
Siesmic And"L l=0.06 Sbsmic AnchorL t=0.01
6deriorAnchors Wind Anchor,o=0,101 Wind Andsore,w=0.22
Siesmc Anchors A=0.06 Siesnic Andior$a=0.03
CortnerArd s V1hd Androrc w=0.13 VVirxi Andxxr,„s=0.13
Sissmic Andxx� =0 Siesrnic Androrc =0
LENGTH OF ANCHOR Interior Lergtly=`2-W Exletior Lerlgllxx='2 5rrr'
DWAETBR OF ANC NOR Irtmb Diameter}='3/8 in' Exterior Dia neWx='318 in'
P44124a_9'4eave-*nW A3 7/28!2017
S
' PANEL CHECK
PANEL CAPACITY Val= 53-pff
LONGITUDINAL SHEAR PANEL REQUIRED PanelL =36.95ft
LONGITUDNAL.SHEAR PANEL Park =210ft
TRANSVERSE SHEAR PANEL REQUIRED PaaLegyT= 11.9 ft
TRANSVERSE SHEAR PANEL Pane{T=30ft
LONGITUDNALSHEAR WALL Pam ='ce OF PANEL.CHECK IS'01C NO STRAP BRACES REQUIRED
FOR LATERAL FORCE RESISTNG SYSTEM BUT STRAPS
TRANSVERSE SHEAR WALL �T='ak' MAY BE REQUIRED FOR ANCHORING)
STRAP BRACES OF REQUIRED)
LONGITUDNAL StapsL =0
TRANSVERSE SttapsT=0
Allowable Tension in Shap Ta=2470.061b GAUGE OF STRAP GV=16 STRAP WIDTH ws=2-in
La*udrd SUpAn* Brace=43.034eg
TranswrseftapAngle Braoe,,*T=43.03H*
UxVh curial Tension an Strap T :—�Pwwcl,�
or,0, magVL,,VL„���"„/�T T�=00
Transverse Tension on �VTs,VT�r)
Strap TT=�PxielChedT='ok',0,
a�eT
TT=Oib
COMPRESSION
MEMBER
V,, V,.
OR OR --
V,, V7„
height uP1ift
T
roce
rc erbN
V
1 i Brace
boy P,�
pdote:C.ornpression member to be desigied seperatelr,see acickional calaiatiorr>.
Compression memeber needed only when Strapsr>0)
P44124a W4eave.wncd A4 712812017
INPUT VALUES
PURLIN BRIDGING SPACING PA gpape=B0
DEPTH OF PURLIN webp:=7
HE IGHT OF HORIZONTAL BRACINGBridgei-IeigM=4.98 ft JAMB SUPPORT StubPostd:='no'
WIDTH OF INTERIOR COLUMN weed:=3.5 CORNER COWMN UNBRACED LENGTH(y& Coram=3.32 It
SDE WALL COLUMN webs:=3.5 ComwWumbersw x 2 SDEWALL GIRT webG:=webs Girt miber:=1
END WALL COWMN webE 3.5 ColumnNw bwEw:=2 ENDWALL GRT webGE:=webE EGA :=1
END CLOSET COLUMN(JAMB) LEMIC EYPC=3.5 Cok»wNurnber 1 (Use egm 3.5 or 55 br rie widti d Sloe Wal,
END CLOSET COLUMN(HDR) webEc:-3.5 CakmnNumberE-C:= 1 End Wal or End Clwet Cohmns)
STUB POST HEADER(L) wetH:-9 5.5',9'.10'or l? MembetsHL= 1
STUB POST HEADER(S) webHs:=5.5 5.5',9';10`or 17 t = 1
LOAD COIIBtMATIO
LCI =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+MA)q.75S,75L.r) EQUATION 16-13
LC5=D+..525E+.75S EQUATION 16-14
LC6=.6D+MAX(.6W,.7E) EQUATION 16.15 EQUATION 16-16
P'URLN IWOMT1ON
PURLIN LOADS UNIFORM LOAo END REACTION MOMENT
Lcl wp„*, =2120 Rp jnj = 1058 Ib MPurld =2645 b•ft
LC4 wwrwrl = 1800 RRd 4=8981b Mp,w=22451b•ft
LC6 wp,"=--62•pff Rp w_—311 lb Mp,,"= —7781b.ft
LC6 wa*&=45-0 Rpdn6w= —3691b RK4,6,p=—321 b Mpk_—1054 lb-ft
PURLIN MemberpR=7 x 16g%50ksi Cee Pullin' WpR=0.879
L,,pR= 118.5•b Lm = 118.5-m LFR= 118.Sin LyPR_M= 1185 in Lfg_.M= 118.5
STUB POST HEADEW
STUB POST HEADER LOADS RBa-nQ.N
LC1 RH, = 1058 th MH, =5290 lb-ft
LC4 RHt-8981b MHw=4491 b•ft
LC5 RHS=—311 b Lim=—1555 lb-ft
MEMBER SIZES INTERACTIQN VNGm
STUB POST HEADERS McMberH='9 x 3.2 x 14ga 50 ksi Stub Header' WH=0.915 Hewed e<gth= 10 ft
STUB POST HEAD92 BRACING L.xH= 120-in LyH= 12" LIH= 120-in
SMALL STUB POST HEADERS MemberHs= '5.5 x 3.2 x 18ga 33 ksi Stub Headee IIH,.,S-0.902 SHU ngth=5ft
SMALL STUB POST HEADER BRACING LxHs=60-in LyHS=Win LtHs=60-in
P44124a_9'4eave.xmW A5 7!28/2017
INTERIOR COLUMNS
INTER cf%M LOADS g.�_.L�Ao MOMENT
LCI P11 =2116 b M11 =0
LC3 PM= 3801b MG=0
LC4 P14 = 1872 Ib My=232.43 b.ft (Moment due to 5 psf horizontal load)
LC5 P15= 1699 Ib M15=232.43 b•ft
MEbMR SIZE IWERACTION
INTERIOR COLUMN Member,=`3.63 x 2 x 16ga,50 ksi hWior Coksm' lntl=0.901
INTERIOR COLUMN BRACING bx = 113-in Lys- 12-in L>!= 113-in
JAMS4
JAMB LOADS A) l l4 Q 1�Q MOMENT
LC1 P,ayt = 1058 b NA
LC3 P jw y =2881b M jw p = 185lb•ft
LC3 Pim= 1521b NA
LC4 Pjsm=984 b MjWiD4= 139lb-ft
LC5 P,w,=882 lb NA
JAMB UNIFORM LOAD sw*,= 132•pft wEwj a=75-pif
JAMB APPLIED MOMENT JambMoment= 185b EWJambMoment= 105b4
JAMB AXIAL LOAD P,r,1 = 10581b
JAMB MOMENT CAPACITY *W y w=971 b•ft
JAMB AXIAL CAPACITY P =56''31 Ib
JAMB CHECK JambChe&='0k' EWJambChe&='0k'
MEMBER SIZE
END WALL HEADER MOMENT CAPACT lY EWhw4w,m mft=2972 lb-ft
ENDWALL HEADERAPPLIED MOMENT Eygfeder =2545b-ft
LARGE END WALL HEADER CHECK EWheader che(*16=*16in_EW Header O.K.'
EWheader_d*ck22= '22b_EW Header O.K.'
SIDE WALL CQ�I f�llS
SIDE WALL LOADS SDE WALL MOMENT
LCI PSW1 = 1058 b M,w=0lt)-ft
LC3 PSW3=2881b
LC4 Pym=9841b
MEMBER S17ES INTEMOON
SDE WALL COLUMN Membersw_'3.63 x 1.5 x 18ga 33 ksi Coksm' Intsw=0.393
SDE WALL COLUMN BRACING Lx;= 12Wn Lys=40-in LIS=40-in
P44124a 9'4eaw.xmod A6 7/28/2017
END WAL.LCMMNS
END WALL LOADS A)W LO UNIFORM LOAD ANT
LC1 PEW1 = 1058 b NA NA
LC3 PEYY3 =288b wEy3=""PIf MEW= 652 lb-ft
LC4 PEM -984 b wEW4=39-pff MEW4 =489 b•ft
MEMBER SIZES INTaAC-TI2N
END WALL COLUMN MemberEW='3.63 x 1.5 x 169a 50 ksi CoMxm' 'ntEW=0.569
END WALL COLUMN BRACING LxE= 113-In LYE= 45-in LtE=45-in
GIRTS
GIRT LOADS UNIFORM LOAD E ID BUMION MQMENT
SIDE WALL GRT IN MIDZONE wGS=48"Pft R(jS=241 lb MGS=602b-ft
SIDE WALL GRT IN END ZONE wGs,_57'pff RGSe= 285 b M(je 714 bft
GRT IN MIDZONE wGE_56'Pff RGE=2821b MGE= 176lb•ft
GRT IN END ZONE wGEe=68-PK RGEe=341 b MCr,=213 bft
MEMBER SIZES INTERACTION
SIDE WALL GRT(M I)) Merrbwm='3.5 x 1.75 x 16ga 50 ksi GRA' Irda=0.560
END WALL GIRT(END) MerrberGE_'3.5 x 1.75 x 18ga 33 ksi Girl' h#GE=0.316
SIDE WALL GRT BRACING LxG=119-in LyG= 12-in Lt.= 119-io
END WALL GIRT BRACING UGE= 594n LyGE= 12-in LtGE=59-in
END CLOSET MA1M
END t Lpgj LOADS LOAD OIFORMIOAD MOMENT
LC1 PECI = 1458 Ib NA NA
LC3 PEC3=2881b wEc3=75•plf MEC3=51b•ft
LC4 PErA=984 lb wEC4=56•pff MEC4=4lb•ft
MEMBER SIZES INTERACTION
END CLOSET ABOVE HEADER MemtwE-c='3.63 x 16 x 18ga 33 ksi Colrxm' kkc=0.332
END CLOSET BEHND JAMB MernberEwC='3.63 x 1.5 x 18go 33 ksi C umn' WVEM-0.382
END CLOSET ABOVE HEADER BRACING LxEC=gin LyEC-Sin LIEC=9-in
END CLOSET BEHIND JAMB BRACING LxE-113-in LyE=45-in LtE=45-in
NUMBER OF COLUMNS USED FOR BVD WALL CLOSETS CdWrfNW bKEWC= 1
KMI ER SIZES INTERACTION
END CLOSET ABOVE HEADER Member ft_ '3.63 x 1.5 x 189a 33 ksi Cdwm' Int'k=0.000
P44124a 9'4eave.xmcd A7 7/2812017
DS'
STUD SPACING ung= 16-in
STUDLOADS UNIFORMLOAD CANT
SDE WALL STUD IN MIO ZONE wsw=21.0 Msw=255YO-ft
SDE WALL STUD IN ENDZONE
wswd,,= 25•pif M = 313lb•ft
MEMBER SIZES INTERACTION
SIDE WALL STUD Member$w_'3.625 x 2 x 20ga 33 ksl Stud Irdsw=0-543
SIDE WALL STUB BRACING Lxsw=120-m Lysw=40-in Ltsw-40-in
FOUNDATION INFORW4TION
INTERIOR COLUMN REACTIONS GRAVITY Pdw t*,j, =2116 lb UPLIFT P„P iM=3171b
EXTERIOR COLUMN REACTIONS GRAVITY Pte,,aery= 1058 Ib UPLIFT Pw w=321{b
ALLOWABLE BEARING PRESSURE Bearkiftssm= 1500•psf
SLAB THICKNESS Slab=5.5-in
PAD WIDTH Pack_'na'-in
PAD DEPTH P,*= 'na'•in
P44124a 8'4eave.xmcd A8 712812017
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER := 'Steve Scoville' PREPARED—BY ='Michael L.Prod►aska'
LOCATION := 'Queensbury,NY' REVIEWED_BY
PLAN—NUMBER := "P44124'
BUILDING :_ 'A&B_8'-4'eave'
CODEBODY ='2015 IBC with 2016 New York Supplement'
BUILDING DESMPT1011
BAYWIDTH bay:= 10ft PURLIN BRIDGING PBrid9fng;= *no'
ROOF PITCH R� ;= 0� BUILDING HEIGHT h R'
:= 8ft +4in ROOF MATERIAL Roo(;=•SS
BULDING WIDTH wig-= 30ft PURLIN SPACING p :_ 5ft
ROOF ANGLE 6 =1.19 ft BULDING LENGTH 6n0:= 21Cft INT.PARTITION PANEL yes.
ROOF TYPE Type:_ 'Lean-to" FLOOR TO FLOOR law - Oft INT.LATERAL BRIDGING Brklge:= 'no'
RISK CATEGORY useGrow= .r Use'f orl' FOUNDATION SLOPE F ime= 0%
MANLOAD semp LOAD
GROUND SNOW LOAD PQ := ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Em := .0 BUILDING FRAM SYSTEM BFS ='Light Frame Wall w/Shear Panels'
SNOW IMPORTANCE FACTOR IS=0.8 SEISMIC SITE CLASS Sbdass- 'D'
THERMAL FACTOR Cj 1.2 SNRT PERIOD SPECTIAL ACC. SS= 0.234
SNOW EXPOSURE Exp := 'Partin' 1 SECOND PERIOD SPECTRAL ACC. S, =0.061
ROOF LIVE LOAD 4 _ 200
FLAT ROOF SNOW LOAD Pf =40-psf SPECTRAL RESPONSE ACC. SOS=0.25
UNBALANCE SNOW LOAD p =40-pd SPECTRAL RESPONCE ACC. SD1 =0.13
SNOW LOAD USED N DESIGN PS=40-pS# RESPONSE FATOR Response=6.5
RAN SURCHARGE RainSumharge=&pst SEISMIC DESIGN CATEGORY Seisr*w-•g•
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs =0.04
WIND VELOCITY V,*:= 105mph
V,d=81-mph
WIND EXPOSURE CATEGORY E."='C'
EDGE STRIP WIDTH a=3 ft DEAD LOAD
CQM MENTS AND CLADDING I'k#*d 2L ROOF DEAD LOAD DR=2-psf
ENDWALL GRT FEG=25.psf PARTITION DEAD LOAD D'=10
SDEWALL GIRT FSG=24-pd ADDITIONAL LONG.DEAD LOAD DL=01W
PURLIN Fp.%=—23.ps( ADDITIONAL TRANS,DEAD LOAD Dr=&W
I#AM VAND FORCCElWKW SASE SH ENt LSO"MI)IM TwWSVER9
WALL (Suom and Pressure) Fw= 171%psf SBSM IC VL,= 1958 b V7s=93 ib
ROOF FR=8-Pd WIND VL,,,= 1349 b VT,=5631b
P44124ab 8.4eave.xrnod 61 7/2&2017
ANC90R WORIAATION
EDGE DISTANCE EdgeDistarce:—3
CONCRETE STRENGTH Concrete:=2500
(ON:= .65 Table 2-ESR-2526
oOVs:= .6 Table 3-ESR-2526
Oc:_ .65 Table 3-ESR-2526
4,_.375:=0.375in do :=0.5in nominal anchor diameter(table 1 ESR 2528)
het.375 1.42fiin hef 52.5= 1.652n t6 3.5:=2.5021n effective embedment(table 2 ESR 2526)
cac_375:=3.25in ca4.525:=3in cac.5_3.5:=4in critical edge distance(table 1 ESR 2526)
vw:=1.0 modifcaton factor for cracW and uncraked concrete(tabel 2 ESR 2526)
kc:=17 effectiveness factor forcracked concrete(table 2 ESR 2526)
Np:=Okip characteristic pukM strength,cracked concrete(table 2 ESR 25M
6-,375:= 1.426'm le-.5-2z:=1.6521n 4 S 3.5:=2.50n load bearing length of anchor
(table 3 ESR 2526)
1`�,_37S= 10.3idp NW—5 =16AIp steel M"h in tension(table 2 ESR 2526)
Vsa 375:=4.825 Vsa_.5:=7•9Wp sleet strergh in shear(table 3 ESR 2526)
Cow Anchor
nc 1 number of bolts at cokrnn
cat_c 2.75m distance between bolls tom edge 2
st c:=Oin distance between bots along edge 1
cat c:=2.75in distance of boas tam edge 1
s2_c:=Olin distance between bolls along edge 2
kc:=Oin dsWm from resukaot tension load b centroid of anchors in tension
eir_c-(fin distance from sutant shear load b centroid of anchors in shear
odor Anchor
%:=2 number of bolls at collum
cal-e:=2.75in distance between bolls tom edge 2
site (lin distance between bolts along edge 1
cat a:= 105rn distance of bolts from edge 1
s2_e=5rn distance between bolts along edge 2
ka:=Oin distance from msukant tension load to centroid of and*rs in tension
k,:=Oin distance from ufttshearload b centroid of anchors in shear
Iriberior Mawr
r; 1 number of bolls at column
ca1_i:=100in distance between bots iom edge 2
st_i Oin distance between bolts Song edge 1
%2_i:=1001n distance of bolts tom edge 1
s2_i:=Oin distance between boles along edge 2
ew;=Dn distance from resultant tension load b centroid of anchors in tension
ki:=Gin distance from suttant shear load to centroid of anchors in shear
l4124ab V4eave.xrnod B2 7/28/2017
? py1
ANCHOR FORCE SLWRY SHEAR UPLIFT
WIND LONGITUDINAL1INTERIOR Vi1=71b Nd=2291b
WIND 1 LONGITUDINAL/EXTERIOR V,,.,=64 b N.0= 141 lb
WIND/TRANSVERSE/INTERIOR V,,,a=38 ib N„t=175lb
WIND/TRANSVERSE I EXTERIOR V,,t= 188 b N,.=244 b
SBSMC I LONGITUDINA L I INTERDR V j=59b Ns_-961b
SEISMIC/LONGITUDINAL I EXTERIOR Vw= 591b N�d=26 lb
SEISMIC/TRANSVERSE/INTERIOR Vsg= 12b Na_-244 ib
SEISMIC ITRANSVERSE/EXTERIOR Vo=59 lb No_-731b
ULTIMATE LOADS FOR ANC1 ICN S
Tension prderM Tension(EAerior) Shear(Interior) Shear(E.*fiDr)
Tmoor i=940.83 lb TensionX=2247.78Ib Shear,=940.83 b ShearX=2247.78 lb
Bolt IMerat*m Check Appied Uplift i Tension+Applied Shear I Shear<12
L Vilu&w Transverse
ktmiorArtchors Wild Aneho Lw=025 Void Andwi*=0.23
Simric Anchor;g=0.06 Siesmic Andar;g=0.01
EderiorAnchom Wind Anda�*-0.091 VVhd Anchor,,..=0.19
Siew4c ke"eAe=0.04 Siewric kd",_,=0.03
CormerAnchors Wind An&a,w=0.13 Vend Anchor,,t=0.13
Siewn c Andwc d=0 Siesadc Andxx,, a=0
LENGTH OF ANCHOR Irterior Lmoi-'26W Omerior L&V%= -L5!n'
DW&-TER OF ANCHOR Interior Diameter,_`318 b' Exterior DiarneWX-'318 in'
P44124ab 8'4esw.xrncd 83 7128/2017
PANEL CHECK
PANEL CAPACITY Val=53•pIf
LONGITUDINAL SHEAR PANEL REQUIRED PaWLen^ =36,95ft
LONGITUDNALSHEAR PANEL Paned= 210ft
TRANSVERSE SHEAR PANEL REQUIRED Pyr= 10.63ft
TRANSVERSE SHEAR PANEL
ParrelT=30 ft
LONGITUDINAL SHEAR WALL Ply =•ck' OF PANEL CHECK IS'OIC NO STRAP BRACES REQUIRED
TRANSVERSE SHEAR WALL Pwe#C�T= .ok. FOR LATERAL FORCE RESIST ING SYSTEM BUT STRAPS
MAY BE REQUIRED FOR ANCHORING}
JTRAP BRACES IIF RBQUIREDI
LONGITUDINAL &rdpsL = 0
TRANSVERSE stqwr=0
AlbwaWe Tension in Shap Ta=2470.06 b GAUGE OF STRAP Gage= 16 STRAP WIDTH w$=2.b
L°^9bdnal SSM* Brace =39.81-deg
Tran nemeS'hWAn* BraceovIeT=39.81-deg . ,,/
Longftudnal Tension on Mw(VL.,VL.,)
7L=On)
Trame
+ meTensw on Shap TT:= T='ok',0, max(VTa,VT.)
8taoe�T TT=0 b.
COMPRESSION
V4 VT,
M EMBER
OR — OR
V,, VT,
height Uplift
I/T
rocer -rte.
V
I I Bro
bayP.P,,.
(Note:Compression member to be desoied sepera6*see add o—d calculations.
Compression memeber needed oriy when StraM >09
P44124ab gaeWe.xmca Ea 7i2SM1 7
INR1T VALUES
PURUN BRIDGING SPACING PimmBridge3pwe=60
DEPTH OF PURLN webp:=7
HEIGHT OF HORIZONTAL BRACING ieight=4.46 ft JAMB SUPPORT StubPoslJ:='no'
WIDTH OF INTERIOR COLUMN webs:=3.5 CORNER COLUMN UNBRAC ED LENGTH(y 6 9 Cbram=2.99 ft
SIDE WALL COLUMN webs:=3.5 CdumnNumberSW=2 SDEWALL GIRT webG=webs Gi ftn bw. I
END WALL COLUMN webE=3.5 CofumoNumberEW=2 ENDWALL GRT webGE webE EGirtNtxnber=1
END CLOSET COLUMN(JAMB) webF:=3.5 ColurmNurnber = 1
(Use either 3.5 or 5.5 bf he widh d Side Wag,
END CLOSET COLUMN(IDR) webuc:=3.5 Cokx mNumberEc= i End Wag orEnd ClosetCokmns)
STUB POST HEADER(L) webH:=9 5.5',9',10'or 17 Mem:= 1
STUB POST HEADER(S) webHS=5.5 W.9',10'or17 MembersHs:=1
LOAD COMBIKA.TIONS
LC1 =D+MAX(S,L1 EQUATION 16.10
LC2=D+MAX(.75S,.75Lr) EQUATION 16-11
LC3=D+MAX(.6K.7E) EQUATION 16-12
LC4=D+..45W+".75S,.75L4 EQUATION 16-13
LC5=D+..525E+.75S EQUATION 16-14
LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16.16
Pum
PURLIN LOADS UNIFORM LOAD ENDREACTION mm 1�
LCI wp, ml =2129tf Rp„f„1 = 1058 b MRxii i1 = 26451)-ft
LC4 Wp,,,*A = 1" Plkdm -898 b Mp,64 =2245 b-ft
LC6 wo,"=-620 Rft" -—311 ib Mpu,,6_—778 bA
LC6 wp„,,6,=— -pff Rpwktw=—369b Rp wk b=—321 Ib MM,6._—1064 lb-ft
PURUN MemberpR=`7 x 16ga,50ksi Cee Fortin- kdm=0.879
L„pR= 118.54n LM= 118.54n LFR= 118.5in LypR 1By= 118.5in Lipp „v= 118.5-in
STUB POST HEADERS
STUB POST HEADER REACTION MOMENT
LCI Rm = 1058 b MH1 = 5290Ib-ft
LC4 RH4= 8981b MHµ-4491 lb-ft
LC5 RH6=—311 Ib MW=—155516-ft
MEMBER SIZES INTERACTIONEBF THH
STUB POST HEADERS MemberH='9 x 32 x 14ga 50 ksi Stub Header W44=0.915 HeaderLergth= 10 ft
STUB POST HEADER BRACING LxH= 1Min LyH= Min UH= 120�b
SMALL STUB POST HEADERS Memberm='5.5 x 32 x 189a 33 ksi Stub Header WNS=0.902 SHLength - 5 ft
SMALL STUB POST HEADER BRACING IxHs=60-in LyHS=60-in LtHg=60-in
P44124ab 8'4eaw xrncd B5 7/28/2017
- INi1�R COLUMNS
INTERIOR COLUMN LOADS AXIAL MOMENT
LC4 Pm = 2116 lb M11 =0
LC3 Pq= 3721b Mp=0
LC4 PN= 1816 b Ma= 188.091b-ft (MDment due to 5 psf horimntaf load]
LC5 N= 1692 ib Mj5= 188.09lb-ft
MEMBER SIZES INTERACTION
INTERIOR COLUMN Mmtw,='3.63 x 2 x 169x,50 ksi InUxIor Cok m' Iny=0.751
INTERIOR COLUMN BRACING Lx,= 101-in Lyi= 12-in L. = 101-in
JAUN
JAMB LOSS AXIAL LOAD MQMENT
LC1 PJllbl= 1058 lb NA
LC3 PU,,p3,=264 b M jwW,= 154 b•ft
LC3 PU,63b= 1431b NA
LC4 P jw&=966 b M,biriiM= 116ft)-ft
L` Pjw w=8751b NA
JAMB UNIFORM LOAD swo„b= 133•ptf wEyymb= 76-plf
JAMB APPLIED MOMENT JambMonwd= 154 b-ft EWJarrbMomed=881b-ft
JAMB AXIAL LOAD PD1 =1058 b
JAMB MOMENT CAPACITY Wwrftw=971 b-ft
JAMB AXIAL CAPACITY Po„w=5691 Ib
JAMB CHECK JarrbCheck='oK EWJant)Check='ok'
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheaderm,B0*=2922 lb-ft
END WALL HEADERAPP'LIEDMOMENT EWhederm,,,tw= 2645 Ib-ft
LARGE END WALL HEADER CHECK EWImder dwxkl6='I6in_EW Header 0.K'
EWheader -`22in_EW Header O.K'
SIDE WALL COLUMNS
SDE WAIL LOADS AXIAL SIDE WALL MOMENT
LCI PSM = 10581b Msw=Ob•ft
LC3 PSW3= 264b
LC4 PSW4=9661b
MEMBER SIZES INTERA-00N
SDE WALL COLUMN Membersw='3.63 x 1.5 x 18ga 33 ksi Coham' Irby„=0.366
SDE WALL COLUMN BRACING Lxs- 1013-in LyS=36-in LIS=36-in
P44124ab 8'4ewexncd 86 7/28!2017
" ENMD Wl Att COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LCI PEW1 = 1058 m NA NA
LC3 PEW3= 264 0) wm=53-p1f MEQ=5281b-ft
LC4 PEW4=966lb wEW4=39-P1f MEM=39616-ft
MEMBER SIZES
INTERACTION
END WALL COLUMN MwiwEw= '3.63 x 1.5 x 189a 33 ksi Cokxm' IntEw=0.838
END WALL COLUMN BRACING LxE= 101-in LyE=41-in UE=41-in
GRTS
GRT LOAM U FQRIM__L0AD END RI;AC7)DN MOMENT
SDE WALL GRT IN MID ZONE wGS=44•pif RGS=2181b MGS=5461b•ft
SDE WALL GRT IN END ZONE wGs,_52'pff RGse=2606 MG%=649bft
GRT IN MIDZONE wGE=52•pff RGE=258 lb MGE= 161 ib-ft
GRT IN END ZONE WGEe=p pff RGEe=314lb MGEe= 1961b-ft
!MEMBER SIZES INTERACTION
SIDE WALL GRT(M D) MemberGS='3.5 x 1.75 x 18ga 33 ksi Gkf IntGS=0.961
END WALL GIRT(END) MemberGE='3.5 x 1.75 x 18ga 33 ksi Girt' WGE=0.290
SDE WALL GRT BRACING LxG= 119-in LyG= 124n LIG= 1194n
END WALL GIRT BRACING Lxm=59-in LyGE= 124n LIGE=59-in
ENDCLOSET COWIN
END CLOSET LQADS AXIAL,LQAD UNIFORM LOAD MOMENT
LCI PECI= 1058` ib NA NA
LC3 PEM=264 lb WEC3=75•Pif MEW=5t�-ft
LC4 PEG=9661b wEcA=56-pd MECA=41b-ft
K M@ER SIZES INTERACTION
END CLOSET ABOVE HEADER MemberEC='3.63 x 1.5 x 189a 33 ksi Cokrmn' krIL-C=0.332
END CLOSET BEHIND JAMB MemberEwC='3.63 x 1.5 x 18ga 33 ksi Cdurrm' WEWC=0.361
END CLOSET ABOVE HEADER BRACING Lyr-c=Sin LyEC= gin UEC=gin
ENDCLOSET BEHIND JAMB BRACING LxE= 101-in LyE=41-in UE=41-in
NUMBER OF COLUMNS USED FOR END WALL CLOSETS Cok mNumberEWC= I
MEMBER SIZES IbMCTION
END CLOSET ABOVE HEADER Mernberg,='3.63 x 1.5 x 18ga 33 ksi Column' Int&=0.000
P44124ae &4eaW.xmod B7 7128/2017
$
STUDSPACING StuC>pacin9=16-in
STUD LOADS UNIFORM LQAD MOMENT
SIDE WALL STUD IN MID ZONE wsw_21-Pft Msw=208b-ft
SIDE WALL STUD IN END ZONE wsmde=251)tf M%*= 256 b•ft
!ui WER SIZES INTERACTION
SIDE WALL STUD Members_'3.625 x 2 x 20ga 33 ksi She WSW=0.444
SIDE WALL STUB BRACING USW= 108-in Ly$w=36-in USW=36-in
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdm,tab,=2116b UPLIFT Pup it=304b
EXTERIOR COLUMN REACTIONS GRAVITY Pte„o*ft= 1058 b UPLIFT P pct=281 b
ALLOWABLE BEARING PRESSURE Bexkgftmn- 1500•psf
SLAB THICMESS Slab= 5,5-in
PAD WIDTH Ply=•r•.b
PAD DEPTH Pad[)='na'•in
P44124eb 8'48wm.xmcd B8 7282017
cc-00C 66%- zz
THE Special SOIL COMPACTION TEST REPORT
Inspector, LLC
.otry anu special Inspections
PROJECT: Scoville INSPECTION CATEGORY: Soils/Fill
MATERIAL TYPE: Slab subgrade fill PROJECT#: 347
FIELD TECHNICIAN: DWR DATE TESTED: 11/8/2017
REPORT NUMBER: 347-E1 WEATHER:
DESCRIPTION OF TESTING SERVICES/COMMENTS
Subgrade compaction tested for fill below slabs
SAMPLE ID: SA#1 TESTING STANDARDS. ASTM D1556/D4944
MAX. DRY DENSITY: 126.4 DENSITY STANDARD: ASTM D1557 MOD PROCT
Test Number Location Description %Compaction of Max. Dry Recommendation
Density
1 Area of Slab A 95.9
2 Area of Slab A 96.2
3 Area of Slab B 95.1
4 Area of Slab B 97.3
Comments
1. Compaction testing conducted for slab subgrade fill
2. Compaction accomplished with multiple passes of 10-ton roller
3.
r
THE Special MOISTURE-DENSITY
Inspector, LLC RELATIONSHIP TEST REPORT
PROJECT: Scoville Self Storage INSPECTION CATEGORY: Soils/Fill
SAMPLE LOCATION: Center of Slab PROJECT#: 347
DATE SAMPLED: 11/7/2017 DATE TESTED: 11/7/2017
LAB TECHNICIAN: DWR REPORT NUMBER: 347-DEN1
SUPPLIER: Friedman Bank Run Sand MATERIAL USE: Mat Slab Subgrade/Fill
DESCRIPTION OF TESTING SERVICES/COMMENTS
Sand fill tested for maximum dry density for use in compaction testing
SAMPLE ID: SA#1 DENSITY STANDARD: ASTM D1557-MOD PROCT
MAX.DRY DENSITY: 126.4 OPTIMUM MOISTURE: 10.4%
MOISTURE - DENSITY CURVE PLOT
126.5
126.0
125.5
V
a
z 125.0
0
o
124.5
124.0
123.5
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
%MOISTURE
Comments
1.
2.
3.
THE Special SIEVE ANALYSIS TEST REPOIT" '
Inspector, LLC
L�nsiructiori nesting incl Special Inspections
PROJECT: Scoville INSPECTION CATEGORY: Soils/Fill
SAMPLE LOCATION: Sand Fill PROJECT#: 347
DATE SAMPLED: 11/7/2017 DATE TESTED: 11/7/2017
FIELD TECHNICIAN: DWR REPORT NUMBER: 347-SA#1
SUPPLIER: N/A MATERIAL USE: Subgrade Fill
DESCRIPTION OF TESTING SERVICES/COMMENTS
Sample of fill subgrade during placement
SAMPLE ID: SA#1 TESTING STANDARD: ASTM C136
Sieve Size % Passing
2" 100.0
1 1/2"
ill 96.6
3/4" 93.6
5/8"
1/2" 87.0
3/8" 83.8
No. 4 79.3
No. 8 75.2
No. 10
No. 16 72.0
No. 30 65.8
No. 40 57.2
No. 50 39.9
No. 100 17.4
No. 200 11.0
Minus 200
Comments:
1.
2.
3.
CONSTRUCTION TECHNOLOGY
4 William Street,Ballston Lake,New York 12019
Phone:(518)399-1848 Fax:(518)399-1913
CLIENT: EVERTS AVENUE SELF STORAGE REPORT NUMBER: 1 PAGE#: 1
106 EVERTS AVENUE INSPECTION DATE: 11/09/17
QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 129.000
INSPECTOR&TEST SET: BOB BEHAN #6
ATT'N: MR.DON SCOVILLE AMBIENT WEATHER: 20's:CLEAR
PROJECT: EVERTS AVENUE SELF STORAGE:QUEENSBURY,NEW YORK OUR FILE LOCATION: 179031
CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS
PLACEMENT LOCATION OF LOAD# 1 : BUILDING B:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 2: BUILDING B:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 3: BUILDING B:SLAB ON GRADE:PROCEEDING EAST-WEST
DELIVERED LOAD NUMBER: 1 2 3
TRUCK NUMBER/TICKET NUMBER: 4905/ 823443 4598 / 823444 4585 / 823445
YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 11.00 / 22.00 11.00 / 33.00
TIME CONIC. BATCHED/ARRIVED: 7.01/ 7.13 7.10 / 7.25 7.40 / 7.50
TIME PLACEMENT BEGAN/ENDED: 7.20/ 7.31 7.28 / 7.43 7.52 / 8.02
CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.50 0.55 0.37
SLUMP ON ARRIVAL (INCHES) 6.00 5.75 5.75
WATER ADDED ONSITE(GALLONS):
WATER ADDED AT DISCRETION OF:
SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE:
PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 6.001 5.751 5.75 1
ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.80
UNIT WEIGHT (PCF) (SPEC: ) 135.86
CONCRETE TEMP. (F) (SPEC: 45 - 90) 62 62 63
NUMBER OF TEST SPECIMEN CAST 6
LAB CYLINDER CONTROL NUMBERS 179031- 179036
DISCREPANCIES&REMARKS: 1:SLUMP NOTED
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.(7a 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 11/10/17
CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT
CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.
WATER: GAL.
COARSE AGGREGATE#1: LBS. 179031 11/16/17 7 38,800 3090
COARSE AGGREGATE#2: LBS. 179032 11/16/17 7 40,500 3220
COARSE AGGREGATE#3: LBS. 179033 12/07/17 28 53,650 4270
FINE AGGREGATE: LBS. 179034 12/07/17 28 54,300 4320
ADMIXTURE#1: OZS. 179035 12/07/17 28 55,450 4410
ADMIXTURE#2: OZS. 179036 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.
CONSTRUCTION TECHNOLOGY
4 William Street,Ballston Lake,New York 12019
Phone:(518)399-1848 Fax:(518)399-1913
CLIENT: EVERTS AVENUE SELF STORAGE REPORT NUMBER: 1 PAGE#:2
106 EVERTS AVENUE INSPECTION DATE: 11/09/17
QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 129.000
INSPECTOR&TEST SET: BOB BEHAN #6
ATT'N: MR.DON SCOVILLE AMBIENT WEATHER: 20's:CLEAR
PROJECT: EVERTS AVENUE SELF STORAGE:QUEENSBURY,NEW YORK OUR FILE LOCATION: 179037
CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS
PLACEMENT LOCATION OF LOAD# 4: BUILDING B:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 5: BUILDING B:SLAB ON GRADE:PROCEEDING EAST-WEST
DELIVERED LOAD NUMBER: 4 5
TRUCK NUMBER/TICKET NUMBER: 4902/ 823446 4598 / 823447
YARDAGE DELIVERED/SUBTOTAL: 11.00/ 44.00 11.00 / 55.00
TIME CONC. BATCHED/ARRIVED: 7.43/ 7.54 8.10 / 8.21
TIME PLACEMENT BEGAN/ENDED: 8.01/ 8.26 8.25 / 8.41
CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.72 0.52
SLUMP ON ARRIVAL (INCHES) 6.25 6.50
WATER ADDED ONSITE(GALLONS):
WATER ADDED AT DISCRETION OF:
SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE:
PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 6.251 6.501
ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.10
UNIT WEIGHT (PCF) (SPEC: - ) 135.37
CONCRETE TEMP. (F) (SPEC: 45 - 90) 63 63
NUMBER OF TEST SPECIMEN CAST 6
LAB CYLINDER CONTROL NUMBER 179037 - 179042
DISCREPANCIES&REMARKS: 1:SLUMP NOTED
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: 11/10/17
CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT
CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.
WATER: GAL.
COARSE AGGREGATE#1: LBS. 179037 11/16/17 7 33,300 2650
COARSE AGGREGATE#2: LBS. 179038 11/16/17 7 35,200 2800
COARSE AGGREGATE#3: LBS. 179039 12/07/17 28 50,900 4050
FINE AGGREGATE: LBS. 179040 12/07/17 28 51,700 4120
ADMIXTURE#1: OZS. 179041 12/07/17 28 51,050 4060
ADMIXTURE#2: OZS. 179042 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.
CONSTRUCTION TECHNOLOGY
4 William Street,Ballston Lake,New York 12019
Phone:(518)399-1848 Fax:(518)399-1913
CLIENT: EVERTS AVENUE SELF STORAGE REPORT NUMBER: 2 PAGE* 1
106 EVERTS AVENUE INSPECTION DATE: 11/17/17
QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 129.000
INSPECTOR&TEST SET: BOB BEHAN #6
ATT'N: MR.DON SCOVILLE AMBIENT WEATHER: 30's:CLOUDY
PROJECT: EVERTS AVENUE SELF STORAGE:QUEENSBURY,NEW YORK OUR FILE LOCATION: 179337
CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS
PLACEMENT LOCATION OF LOAD# 1 : BUILDING A:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 2! BUILDING A:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 3: BUILDING A:SLAB ON GRADE:PROCEEDING EAST-WEST
DELIVERED LOAD NUMBER: 1 2 3
TRUCK NUMBER/TICKET NUMBER: 4565/ 823601 4904 / 823602 4906 / 823603
YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 11.00 / 22.00 11.00 / 33.00
TIME CONC. BATCHED/ARRIVED: 7.13/ 7.23 7.15 / 7.30 7.40 / 8.52
TIME PLACEMENT BEGAN/ENDED: 7.26/ 7.41 7.34 / 7.51 7.57 / 8.12
CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.47 0.60 0.53
SLUMP ON ARRIVAL (INCHES) 5.50 5.25 5.50
WATER ADDED ONSITE(GALLONS):
WATER ADDED AT DISCRETION OF:
SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE:
PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.501 5.251 5.50 1
ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.90
UNIT WEIGHT (PCF) (SPEC: ) 141.28
CONCRETE TEMP. (F) (SPEC', 45 - 90) 71 72 71
NUMBER OF TEST SPECIMEN CAST 6
LAB CYLINDER CONTROL NUMBER 179337- 179342
DISCREPANCIES&REMARKS: 1:SLUMP NOTED
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.@a 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 11/20/17
CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT
CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.
WATER: GAL.
COARSE AGGREGATE#1: LBS. 179337 11/24/17 7 49,500 3940
COARSE AGGREGATE#2: LBS. 179338 11/24/17 7 51,100 4070
COARSE AGGREGATE#3: LBS. 179339 12/15/17 28 62,650 4990
FINE AGGREGATE: LBS. 179340 12/15/17 28 60,100 4790
ADMIXTURE#1: OZS. 179341 12/15/17 28 62,400 4970
ADMIXTURE#2: OZS. 179342 SPARE
ADMIXTURE#3: OZS.
AIR ENTRAINING AGENT: OZS.
REPORT DISTRIBUTION:
1:FILE 5:
2:SUPPLIER 6:
3: 7:
4: 8:
RESPECTFULLY SUBMITTED,
CONSTRUCTION TECHNOLOGY
_'7-�"
TOM JOSLIN,S.E.T. (NICET)
MANAGER TECHNICAL SVCS.
CONSTRUCTION TECHNOLOGY
4 William Street,Ballston Lake,New York 12019
Phone:(518)399-1848 Fax:(518)399-1913
CLIENT: EVERTS AVENUE SELF STORAGE REPORT NUMBER: 2 PAGE#:2
106 EVERTS AVENUE INSPECTION DATE: 11/17/17
QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 129.000
INSPECTOR&TEST SET: BOB BEHAN #6
ATT'N: MR.DON SCOVILLE AMBIENT WEATHER: 30's:CLOUDY
PROJECT: EVERTS AVENUE SELF STORAGE:QUEENSBURY,NEW YORK OUR FILE LOCATION: 179343
CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS
PLACEMENT LOCATION OF LOAD# 4: BUILDING A:SLAB ON GRADE:PROCEEDING EAST-WEST
PLACEMENT LOCATION OF LOAD# 5: BUILDING A:SLAB ON GRADE:PROCEEDING EAST-WEST
DELIVERED LOAD NUMBER: 4 5
TRUCK NUMBER/TICKET NUMBER: 4902/ 823604 4565 / 823605
YARDAGE DELIVERED/SUBTOTAL: 11.00/ 44.00 11.00 / 55.00
TIME CONC. BATCHED/ARRIVED: 7.58/ 8.06 8.31 / 8.45
TIME PLACEMENT BEGAN/ENDED: 8.10/ 8.29 8.49 / 9.05
CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.52 0.57
SLUMP ON ARRIVAL (INCHES) 5.75 6.00
WATER ADDED ONSITE(GALLONS):
WATER ADDED AT DISCRETION OF:
SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE:
PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.751 6.001
ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.20
UNIT WEIGHT (PCF) (SPEC: ) 138.17
CONCRETE TEMP. (F) (SPEC. 45 - 90) 71 71
NUMBER OF TEST SPECIMEN CAST 6
LAB CYLINDER CONTROL NUMBERS 179343 - 179348
DISCREPANCIES&REMARKS: 1:SLUMP NOTED
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: 11/20/17
CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT
CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.
WATER: GAL.
COARSE AGGREGATE#1: LBS. 179343 11/24/17 7 36,950 2940
COARSE AGGREGATE#2: LBS. 179344 11/24/17 7 38,400 3060
COARSE AGGREGATE#3: LBS. 179345 12/15/17 28 52,900 4210
FINE AGGREGATE: LBS. 179346 12/15/17 28 51,550 4100
ADMIXTURE#1: OZS. 179347 12/15/17 28 52,100 4150
ADMIXTURE#2: OZS. 179348 SPARE
ADMIXTURE#3: OZS.
AIR ENTRAINING AGENT: OZS.
REPORT DISTRIBUTION:
1:FILE 5:
2:SUPPLIER 6:
3: 7:
4: 8:
RESPECTFULLY SUBMITTED,
CONSTRUCTION TECHNOLOGY
'-7-.1$ ----1
TOM JOSLIN,S.E.T. (NICET)
MANAGER TECHNICAL SVCS.
VISION Engineering
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Town of Queensbury TOWN OF QUEl'.=NS8URY
Planning and Zoning Department „—
'LANNI ' OFFICE
742 Bay Road
Queensbury, NY 12804
ATTN: Mr. Bruce Frank, Code Enforcement Officer
RE: Scoville Self-Storage Facility—Everts Ave, Queensbury NY 12804
Site Certification
VISION Engineering, LLC performed periodic construction observation and coordinated with the Owner
throughout construction regarding approved site plan compliance for the above project. As you know
the project is ongoing as only two of four storage buildings have been constructed. At this time, due to
financial:constraints, the Owner hopes to construct the remaining two buildings either later this year or
next year depending on how fast existing units are occupied. However, the site work specified in plans
prepared by our office and approved by the Town of Queensbury is nearly complete. At this time we
have deemed site work to meet the intent of and to be in general conformance with approved plans and
specifications, with exception of the following;
= There are sections of fence specified on the site plans that have not been installed. The Owner
is considering minor changes to the configuration and/or limits of fence remaining which
primarily were imposed by DEC permit conditions to provide permanent protection of wetland
adjacent areas. Once the Owner has decided how they want to proceed and appropriate
approvals for such changes have been obtained we will notify the Town of their intentions.
- An additional down-cast pole light was installed along the entrance drive to only illuminate the
security key pad area which allows patrons to enter the facility and operate the automatic gate
at night.
Once construction commences to finish the project we will continue to monitor activity and plan to
provide the Town with a final as-built site plan depicting any changes to the project. Also, while the
DEC SWPPP permit will remain open until project completion and site disturbances no longer exist, our
office will temporarily suspend SWPPP inspections since the site is currently stabilized.
If you have any questions or require any additional information, please do not hesitate to contact me at
your earliest convenience.
Respectfully submitted,
Daniel W: Ryan, P.E.
20€ Glen Street Suite 5 Glens Fails, NY 12801 a P: 518-792-9264 a s:518-792-9282
bnrv.visionenginee=inglle.com