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CC-000666-2017
F '„` % 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-000666-2017 Date Issued: Tuesday, July 31, 2018 This is to certify that work requested to be done as shown by Permit Number CC-000666-2017 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 w/utility rm, Bldg A s.f. By Order of Town Board Cross Ref. Site Plan 11-2017; Special Use Permit 2-2017, Freshwater Wetlands TOWN OF QUEENSBURY Permit 1-2017; Subdivision Preliminary Stage 4-2017 and Subdivision Final Sta 5-2017 Issuance 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-000666-2017 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 w/utility rm,Bldg A 6,300 s.f. Cross Ref. Site Plan 11-2017;Special Use Permit 2-2017,Freshwater Wetlands Permit 1-2017;Subdivision Preliminary Stage 4-2017 and Subdivision Final Stage 5-2017 $1,260.00 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 :ration g) , -07 Dated at the Town f Queen Fber 3,2017 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement Office use Only r Permit ; Com - (Q tQAC N 1-- PRINCIPLE STRUCTURE PERMIT � ` Permit Fee: $ �-Ion ? ► �r xau&--� APPLICATION 742 Say Road,Queensbury,NY 12804 ReC Fee; $ �J P:518-751-8256 www.uueensburv.net Invoice#: 22>rD Project Location: 106 EVERTS AVE Tax Map ID 4: 302.8-2-66.1 (LOT 2) Subdivision Name: SCOVILLE *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 Domes. This Is In addition to the permit fee(s). CONTACT INFORMATION: Applicant: Name(s): STEVE SCOVILLE Mailing Address, C/S/Z: 6 LAKE VIEW DRIVE,WILTON NY 12831 Cell Phone: �1� } .1�to Vg 5C land line: 518 Email: scovifle584@gmail.com/ djscovl978@gmail.com « Primary Owner(s): D [ Q Name(s): SAME Mailing Address, C/S/Z: Cell Phone: ) Land line: `) Email; WN OF QUE CODES Contractor(s) Business Name: McKENNA CONSTRUCTION &EXCAVATION, LLC Contact Name(s): SHAWN McKENNA - Mailing Address, C/S/Z: 19 SISSON ROAD, MOREAU NY 12828 Cel' Phone: 1 518 )361-3527 Land Line: ( 518 ) 639-8683 Email: mckenna.construction@yahoo.com • Architect(WEngineer(s): Business Name: TRACHTE BUILDING SYSTEMS INC Contact Name(s): Mailing Address, C/S/Z: 314 WILBURN ROAD, SUN PRAIRIE WI Cell Phone: ) _- Land Line: ( 800....__) 356-5824 Email• _ -- Contact Person for Building& Cade Compliance: DON SCOVILLE Cell Phone: ,} 79c�— X1°14- Land line: ( 518 1745-1849 Email: djscovl978@gmail.com i dura of Qluvensbury Building&t,:orlg F-nfor;anent Primiple Structure,Application Revised FebruvIry 2017 r 40. PROJECT INFORMATION: TYPE: Commercial X id I WORK CLASS: Single-Family _Two-Family ___.multi-Family(#of ) Townhouse Business Office Retail JHoteUMotel industrialMarehouse Garage(#of cars ) X Other(describe SELF-STORAGE ) STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 11 floor: 61300 Sr 1'floor: 2nd floor: 2nd floor: 3'd floor: Total square feet: 41'floor: Total square feet: SF (QL30U S ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ 35o,oc 2. Proposed use of the building: SELF STORAGE FACILITY y� \,N-�,tj�Yeorn 3. If Commercial or Industrial, indicate the name of the business: ',Vec�sSAasr�I-e 4. Source of Heat(circle one): Gas Oil Propane Solar Other: (Fireplaces need a separate Fuel Burning Appliances&Chimney Application,one per appliance) 5. Are there any structures not shown on the plot plan? YES NO xplain: 5. Are there any easements on the property? YES NO (r-.T%'2F ext /ti-6 7. SITE INFORMATION: a.What is the dimensions or acreage of the parcel? 3.26 b. Is this a corner lot? YES NO c. Will the grade be changed as a result of the construction? YES NO d.What is the water source? PUBLIC PRIVATE WELL N/A e. Is the parcel on SEWER or a PRIVATE SEPTIC system? N/A Town of Queensbury Building&Code Enforcement Principle Structure App'cation Revised February 20V Cil CLARATIQN: 4. 1 acknowledge that no construction shall commence prior to issuance of a valid building permit and work will be completed within a 12 month period. 2. If the work 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 1, 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. 1 have read and agree to the above: PRINT NAME: STEVE SCOVILLE SIGNATURE: `2 DATE: C 2- Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017 a Town of Queensbury Thomas R. Van Ness Highway Superintendent Highway Home(518) 745-0929 Department 742 Bay Road—Queensbury, NY 12801 David Duell Phone: (518) 761-8211 Deputy Highway Superintendent FHome(518) 743-0938 Fax: (518)745-4466 DRIVEWAY PERMIT DATE: 9/27/17 APPLICANT NAME: STEVE SCOVILLE TELEPHONE NO.: 518- 5 84--08(00 ADDRESS TO BE INSPECTED: 106 EVERTS AVE RETURN ADDRESS: 6 LAKE VIEW DR WILTON NY 12831 Applicant must show exact location and width of driveway(s) to be connected to the highway by placing stakes at the specified location. The Superintendent of Highways of the Town of Queensbury has reviewed this application. The following action has been taken: STEP 1: ( ) Preliminary Approval NEED: ( ) Slight Swale ( ) Deep swale { } Level with the road { } Level with the top of the paved wing Size culvert pipe to be used (if necessary) ( ) 12" ( ) 15" ( ) 18" ( ) 24„ ( ) 36" Preliminary inspection completed by: Date: Approval by Highway Supt: (or) Deputy Supt: Upon completion, please resubmit this approved permit for a final approval. STEP 2: { ) Final Approval { ) Rejected Date: Thomas R.Van Ness, Highway Superintendent David Duell, Deputy Highway Superintendent 302.8-2-66.1 CC-000666-2017 Everts Avenue Self Storage 106 Everts Avenue, Building A New Comm. w/Utility Rm 6300 s.f. 1A i17c. A B1 4'–o w B1 — 3 4 5 6 7,D 5'-5" A N D i -- - - &UA L o I I w f ��'-1 w •-r-____10-0 109-0" 101-00 _.10_-0w 10-0w ..� I-- 1 B1 /U /o✓s(/r,4-7711J L Ao&t7— /0&j7 ✓ IVT-5 AMF,124 o(L- K)�U LATL-D�7 -:5"IEE EAR /7 1-fA U- +JO !vs 5uLATIWer 3" CLEAR I Ali— 7 11—: 1 VqAep I'J/ V3 V Is AT- - EX P05'er LbcS DGEB #4REINFORCING BAR ( / /✓-/GY^'y D/` CT-G///��(�'L/ CONTIN`UO()S WELDED WIRE FABRIC VAPOR BARRIER 5j- 4- 10 1 SS 1_T -17 AB 7HICKNE 7�'h7J-5 7i,-W CA 77LvVS C F1�SEE LUM) I 1.-4- k- ~'III i:111L--t 1�-LLT'��. -1 444 hi ;7 (sS(DC.5 A7- e-LecrAm) 302.8-2-66.1 CC-000666-2017 1A)SVLA--7-FV Everts Avenue Self Storage 106 Everts Avenue, Building A New Comm. w/Utility Rm 6300 s.f. r Trachte Building Systems, Inc. Project Calculations Per 2015 International Building Code with 2016 New York Supplement IBS D CEUVE r OCT 2 4 2017 TOWN OF QUEENSBURY BUILDING&CODES Steve Scoville Queensbury, NY TBS Plan Number: P-44124 July 28, 2017 Table of Contents Building A - 9'-4"eave Pages Al-A8 Buildings A & B—8'-4"eave Pages B 1-B8 Prepared By Michael L. ProchaskaTv+ wF�oop�- Reviewed By FO 84269 Matthew D. ' FESS k Weidner 302.8-2-66.1 CC-000666-2017a- —,2017.08.304k 09:10:22-05'00' Everts Avenue Self Storage 106 Everts Avenue, Building A New Comm. wlUtility Rm 6300 s.f. TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:= "Steve Scoville' PREPARED—BY='Michael L.Prochaska' LOCATION:='Queensbury,NY' REVIEWED BY PLAN_NUMBER:="P44124' BUILDING:="A_9'-4'eave" CODEBODY= '2015 IBC with 2016 New York Supplement' BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging:_ "no' R ROOF PITCH •=0 25 in BUILDING HEIGHT pitCh ft height:=911+Qin ROOF MATERIAL Roof:_'SSR' BUILDING WIDTH width:=30ft PURLIN SPACING Pspace:=5ft ROOF ANGLE A= 1.19-deg BUILDING LENGTH length:=210ft INT.PARTITION PANEL Nanei "Yes' ROOF TYPE Type:_ 'Lean-to' FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no' RISK CATEGORY UseGroup:='1' Use or'll' FOUNDATION SLOPE Fnd 0% sbpe�_ SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD P9:= 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=0.8 SEISMIC SITE CLASS Sited.:= 'D' THERMAL FACTOR Ct.= 1.2 SHORT PERIOD SPECTIAL ACC. SS:=0.234 SNOW EXPOSURE Exp:='Partial" 1 SECOND PERF SPECTRAL ACC. S, :=0.081 ROOF LIVE LOAD Lf=20psf FLAT ROOF SNOW LOAD Pf=40-psf SPECTRAL RESPONSE ACC. SDS= 0.25 UNBALANCE SNOW LOAD Punbalanced=40'PSf SPECTRAL RESPONCE ACC. SDI = 0.13 SNOW LOAD USED IN DESIGN PS=40•psf RESPONSE FATOR Response= 6.5 RAIN SURCHARGE RainSurcharge=0-psf SEISMIC DESIGN CATEGORY SeismicDC_ 'B" WIND LOAD SEISM IC RESPONSE COFFICIENT Cs= 0•Q4 WIND VELOCITY Vun:= 105mph Vasrl= 81-mph WIND EXPOSURE CATEGORY EW;n _ 'C' EDGE STRIP WIDTH a= 3ft DEADLOAD COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR= 2-psf ENDWALL GIRT FEG= 25•psf PARTITION DEAD LOAD Dp= 3-psf SIDEWALL GIRT FSG= 24•psf ADDITIONAL LONG. DEAD LOAD DL = 0-psf PURLIN Fpm=—23-psf ADDITIONAL TRANS,DEAD LOAD DT= 0-psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) FW= 17.54-psf SEISMIC VL= 1958 Ib VT,=93 lb ROOF FR= 8.psf WIND Vow= 15051b VT,= 631 Ib P44124a_9'4eave.xrncd Al 7/28/2017 ANCHOR INFORMATION EDGE DISTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete:= 2500 �)N:_ .65 Table 2-ESR-2526 (,Vs:_ ,6 Table 3-ESR-2526 r)Vc:_ .65 Table 3-ESR-2526 do_.375 0.375m d,-.5:=0.5in nominal anchor diameter(table 1 ESR 2526) hef.375 1.426in her.5_2.5:= 1.652in her .5_3.5 2.502in effective embedment(table 2 ESR 2526) cac_.375==3.25in cac 5 25=Sin cac_5 3.5 4in critical edge distance(table 1 ESR 2526) *cn:= 1.0 modification factor forcracced and uncraked concrete(tabel 2 ESR 2526) kc 17 effectiveness factor for cracked concrete(table 2 ESR 2526) N :=Okip characteristic putout strength,cracked concrete(table 2 ESR 2526) le-.375:= 1.426in le_.5_2.5 1.652in 6_,5_3.5 2.502in load bearing length of anchor(table 3 ESR 2526) N,-.375== 10.3kip Na-.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) Comer Anchor nc:= 1 number of bolts at column cal c:=2.75in distance between bolts from edge 2 sl-c:=Oin distance between bolts along edge 1 ca2c:=2.75in distance of bolts from edge 1 s2 :=Oin distance between bolts along edge 2 eN c:=Oin distance from resultant tension load b centroid of anchors in tension k,:=Oin distance from sultant shearload b centroid of anchors in shear Exterior Anchor ne:=2 number of bolts at column cal a 2.75in distance between bolts from edge 2 Si-e:=Oin distance between bolts along edge 1 c,2 a:= 100in distance of bolts from edge 1 S2-e:=5n distance between bolts along edge 2 eN a:=Oin distance from resultant tension load b centroid of anchors in tension k,:=tin distance from sultant shearload to centroid of anchors in shear Interior Anchor �:= 1 number of bolts at column cal i 100in distance between bolts from edge 2 sl-i:=pin distance between bolts along edge 1 ca2 i:= 100in distance of bolts from edge 1 S2-j:=tin cistance between bolts along edge 2 eN i:=Oin distance from resultant tension load b centroid of anchors in tension e,-i:=Oin distance from sultant shearload b centroid of anchors in shear P44124a_9'4eave.xmcd A2 7/28/2017 C> 0 5� FQ, � ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR V nj= 81b Nwi,= 2421b WIND/LONGITUDINAL EXTERIOR V,,11e1= 72 lb N.,e = 1551b WIND/TRANSVERSE/INTERIOR Vit= 42 Ib NMt= 17511) WIND/TRANSVERSE/EXTERIOR V,w= 2101b N"t=2841b SEISMIC/LONGITUDINAL/INTERIOR Va= 591b Na_ —78 lb SEISMIC/LONGITUDINAL/EXTERIOR Vsel = 59 Ib NW =441b SEISMIC/TRANSVERSE/INTERIOR Vsft= 12 lb Ns;t= —2441b SEISMIC/TRANSVERSE/EXTERIOR Vset=59 lb Nset= —671b ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(E)Qerior) Shear(Interior) Shear(Exterior) Tension,= 940.831b Tensionx = 2247.78 ib Shear,=940.831b Shearx = 2247.78 lb Bolt Interatciion Check Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse IntenorAnchors Wind Anchori_,j= 0.27 Wind Anchor; w= 0.23 Siesmic Anchor; s,= 0.06 Siesmic Anchor; st=0.01 BderiorAnchors Wnd Anchore,A= 0.101 Wind Anchor,-,t=0.22 Siesmic Anchore =0.06 Siesmic Anchore st=0.03 Corme'Anchors Wind Anchor, ,w= 0.13 Wnd Anchor, ,,,t=0.13 Siesmic Anchor, s, = 0 Siesmic Anchor, st= 0 LENGTH OF ANCHOR Interior Length,_ '2.5in" Exterior LengthX= '2.5in' DIAMETER OF ANCHOR Interior Diameter,_ '3/8 in" Bderior DiameterX = '3/8 in" P44124a_9'4eave.xmcd A3 7/28/2017 PANEL CHECK PANEL CAPACITY Van= 53-plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL =36.95ft LONGITUDINALSHEAR PANEL PanelL = 210ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 11.9ft TRANSVERSE SHEAR PANEL PanelT= 30 It LONGITUDINAL SHEAR WALL PanelCheckl-_ 'ok' (IF PANEL CHECK IS'OK NO STRAP BRACES REQUIRED TRANSVERSE SHEAR WALLFOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS PanelCheckT= 'ok' MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL StrapsL = 0 TRANSVERSE StrapsT=0 ANowable Tension in Strap Ta = 2470.06 lb GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2-in Longitudinal Strap Angle BraceangL-L= 43.03-deg Transve-rseStrap Angle BraceangleT= 43.03-deg Longitudinal Tension on Strap TLPanelCheckl- _'ok',0, max(VL ,VLw) greagL-L TL =01b max(VTs,VTw) Transyerse Tension on Strap TT:= ' PanelCheckT= 'ok' 0,— 004 ,co BraceT Olb arx�leT T= COMPRESSION V MEMBER , `V Ta OR -- OR V, VT'l height UPlift T Brace„ Br emg.T I] V t I Brace., bay P, (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT >0) P44124a_9'4eave.xmcd A4 7!28/2017 INPUT VALUES PURLIN BRIDGING SPACING PuriinBridgeSpace= 60 DEPTH OF PURL IN webp:=7 HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.98ft JAMB SUPPORT StubPostJ :='no' WIDTH OF INTERIOR COLUMN web,:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace =3-32 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 55 for the width of Side Wall, END CLOSET COLUMN(HDR) webEC:=3.5 Column NumberEc:= 1 End Wall or End Closet Columns) STUB POST HEADER(L) webH 9 5.5',9',10'or17 MembersHL:= 1 STUB POST HEADER(S) webHs:=5.5 5.5',9',10'or 17 MembersHs:= 1 LOAD COMBINATIONS LC1 =D+MAX(S,Lr) EQUATION 16-10 LC2=D+MAX(.75S,.75Lr) EQUATION 16-11 LC3=D+MAX(.6W,.7E) EQUATION 16.12 LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16.16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wpudint = 212•plf RPudinl = 1058 lb MPurunl = 2645lb•ft LC4 wpu WA = 180•plf Rpudim = 898 lb Mp,,w = 22451b•ft LC6 wPudin6 = —62.plf RPudin6 = —311 Ib MPurun6 = —778 lb-ft LC6 wpurfi,6,= —85•plf RPubn6ea= —3691b RPuriin6eb= —321 lb Mpuriin6e=—1064 lb-ft PURLIN MemberpR= '7 x 16ga,50ksi Cee Purlin' IntpR=0.879 L,pR = 118.5-in L pR = 118.5-in LtpR= 118.5-in LypR neg= 118.5-in 4R_neg= 118.5-in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 = 1058 lb MH1 = 5290lb•ft LC4 RH4= 898 ib MH4 =4491 lb-ft LC5 RH6 = —311 Ib MH6 =—1555 lb-ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH= '9 x 3.2 x 14ga 50 ksi Stub Header' IntH=0.915 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 18ga 33 ksi Stub Header' IntHs= 0.902 SHLength = 5 ft SMALL STUB POST HEADER BRACING LxHs= 60-in LyHs=60-in LtHs= 60-in P44124a_9'4eave.xmcd A5 7/28/2017 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LCI P,1 = 2116 lb M11 = 0 LC3 P13=3801b M13=0 LC4 P14 = 1822 Ib Mµ= 232.43lb•ft (Moment due to 5 psf horimntal load) LC5 P15= 1699 Ib M15= 232.43lb•ft MEMBER SIZES INTERACTION INTERIOR COLUMN Member,= '3.63 x 2 x 16ga,50 ksi Interior Column' Intl= 0.901 INTERIOR COLUMN BRACING Lx1= 113-in Ly,= 12-in Lt,= 113-in JAMBS JAMB LOADS AXIAL LOAD MOMENT LCI PJambt = 10581b NA LC3 PJamb3a = 288 ib MJamb3a = 185lb•ft t_C3 PJamb3b= 1521b NA LC4 PJamb4 = 9841b MJamb4 = 139lb-ft LC5 PJamb5 = 882Ib NA JAMB UNIFORM LOAD sw 132 If w 75 If lamb= P EWJamb = P JAMB APPLIED MOMENT JambMoment= 185lb•ft EWJambMoment= 105lb•ft JAMB AXIAL LOAD PJamb1 = 10581b JAMB MOMENT CAPACITY Mjambcap= 971 lb-ft JAMB AXIAL CAPACITY P;ambcap= 5691 Ib JAMB CHECK JambCheck='ok' EWJambCheck= 'ok' MEMBER SIZES END WALL HEADER MOMENT CAPACTly EWheadermomenaln= 2922lb•ft ENDWALL HEADER APPLIED MOMENT EWhedermomerttapp = 2645lb•ft LARGE END WALL HEADER CHECK EWheader_checkl6='I6in_EW Header O.K.' EWheader_check22='22jn_EW Header O.K.' SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LCI Pswt = 1058 lb MSW= Olb•ft LC3 PSW3= 2881b LC4 PSW4= 9841b MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw= '3.63 x 1.5 x 18ga 33 ksi Column' Intsw=0.393 SIDE WALL COLUMN BRACING Lxs= 120-in Lys= 40-in Lts=40-in P44124a_9'4eave.xmcd A6 7/28/2017 ENDWALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LCI PEW1 = 1058 lb NA NA LC3 PEw3= 2881b wEW3=53-ptf MEW3=652lb-ft LC4 PEW4= 984 lb wEW4= 39•plf MEW4=489lb-ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEw= "3.63 x 1.5 x 16ga 50 ksi Column' IntEw=0.569 END WALL COLUMN BRACING LxE= 113-in LyE=45-in LtE=45-in GILTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE wGS= 48-plf RGS= 241 Ib MGS=602lb-ft SIDE WALL GIRT IN END ZONE wGs,=57-plf RGS=285 lb MGS=714lb•ft GIRT IN MIDZONE wGE= 56-plf RGE=2821b MGE= 176lb-ft GIRT IN END ZONE wGEe=68-plf "lite= 341 lb MGEe=213 lb-ft MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGS= '3.5 x 1.75 x 16ga 50 ksi Girt' IntGS=0.560 END WALL GIRT(END) MemberGE= '3.5 x 1.75 x 18ga 33 ksi Girt" IntGE=0.316 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 = 1058 lb NA NA LC3 PEC3= 288 lb WEC3= 75-pif MEC-3=5lb-ft LC4 PECO= 9841b wECA= 56-plf MECO=4lb-ft MEMBER SIZES INTERACTION END CLOSET ABOVE HEADER MemberEC= '3.63 x 1.5 x 18ga 33 ksi Column' IntEC= 0.332 END CLOSET BEHIND JAMB MemberEWC='3.63 x 1.5 x 18ga 33 ksi Column' IntEwC= 0.382 END CLOSET ABOVE HEADER BRACING LxEC= 9-in LyEC= 9-in LtEC=9-in END CLOSET BEHIND JAMB BRACING LxE= 113-in LyE=45-in LtE=45-in NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc= 1 MEMBER SIZES INTERACTION END CLOSET ABOVE HEADER Member hc= '3.63 x 1.5 x 18ga 33 ksi Column' Inti,,=0.000 P44124a 9'4eave.xmcd A7 7/28/2017 STUDS- STUDSPACING StudSpacing= 16-in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE WSwd=21-plf MStud=255lb-ft SIDE WALL STUD IN END ZONE WStude=25-plf MStude= 313lb-ft MEMBER SIZES INTERACTION SIDE WALL STUD MemberSt d= '3.625 x 2 x 20ga 33 ksi Stud' Intsw=0.543 SIDE WALL STUB BRACING LxStud= 120-in LyStad=40-in LtStud= 40-in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown interims=2116 lb UPLIFT PP_jnt=3171b EXTERIOR COLUMN REACTIONS GRAVITY Pdown exterior= 1058 lb UPLIFT P„p ext= 321 Ib ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICMESS Slab=5.5-in PAD WIDTH PadW= 'na'-in PAD DEPTH PadD= 'na'-in P44124a 9'4eave.xmcd A8 7128/2017 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER := 'Steve Scoville" PREPARED BY ='Michael L.Prochaska' LOCATION := 'Queensbury,NY' REVIEWED—BY PLAN NUMBER := 'P44124' BUILDING := 'A&B_8'-4'eave" CODEBODY ="2015 IBC with 2016 New York Supplement BUILDING DESCRIPTION BAY WIDTH bay := 10ft PURUN BRIDGING PBridging:_ "no" ROOF PITCH in Rp;f�, = 0.25� BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= 'SSR' BUILDING WIDTH width= 30ft PURLIN SPACING Pspace =_ 5ft ROOF ANGLE 0 = 1.19deg BUILDING LENGTH length:= 21Cft INT.PARTITION PANEL Ptpanel = 'Yes" ROOF TYPE Type:_ 'Lean-to" FLOOR TO FLOOR lower := Off INT.LATERAL BRIDGING Bridge:= 'no" RISK CATEGORY UseGroup= 'I• Use*r or'11' FOUNDATION SLOPE Fndskpe := 0°/6 SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD P9 := 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esno'" •= "C' BUILDING FRAME SYSTEM BFS = 'Light Frame Wall w/Shear Panels" SNOW IMPORTANCE FACTOR IS=0.8 SEISMIC SITE CLASS Site i,, 'D' THERMAL FACTOR Ct 1.2 SHORT PERIOD SPECTIAL ACC. SS 0.234 =_ SNOW EXPOSURE Exp := 'Partial" 1 SECOND PERIOD SPECTRAL ACC. St — 0,081 � ROOF LIVE LOAD Lr FLAT ROOF SNOW LOAD Pf =40.psf SPECTRAL RESPONSE ACC. SDS =0.25 UNBALANCE SNOW LOAD Punbalanced = 40•Psf SPECTRAL RESPONCE ACC. SD1 =0.13 SNOW LOAD USED IN DESIGN PS =40•psf RESPONSE FATOR Response=6.5 RAMI SURCHARGE RainSurcharge= 0•psf SEISMIC DESIGN CATEGORY SeismicDc='B' WIND LOAD SEISMIC RESPONSE COFFICIENT Cs =0.04. WIND VELOCITY V,#:= 105mph V,,d=81-mph WIND EXPOSURE CATEGORY Ewind= "C• EDGE STRIP WIDTH a=3ft DEAD LOAD COMPONENTS AND CLADDING (Method Z ROOF DEAD LOAD DR= 2-psf ENDWALL GIRT FEG= 25• f PARTITION DEAD LOAD Dp=3•psf Ps SIDEWALL GIRT FSG= P�24. ADDITIONAL LONG. DEAD LOAD DL=0•psf PURUN Fp ,f,=—23•psf ADDITIONAL TRANS,DEAD LOAD DT=0•psf MAIN WIND FORCE(Method 2j BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) FW= 17.54•psf SEISMIC VLs= 1958 lb VTS=93 Ib ROOF FR=8•psf WIND VL,= 1349 Ib VT,= 5631b P44124ab_8'4eave.xmcd 131 7/28/2017 ANCHOR NFORMATION EDGE DISTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete:= 2500 4�N:_ .65 Table 2-ESR-2526 CV,:= .6 Table 3-ESR-2526 OV,:_ .65 Table 3-ESR-2526 do-.375 0.37,9n d,-.5:=0.5in nominal angor diameter(table 1 ESR 2526) het.375 1.426in hef.5 2.5 1.652in het.5_3.5:=2.507n effective embedment(table 2 ESR 2526) Cac_.375 3.25in Cac_.5_2.5 Sin qac,-,5j.5:=An critical edge distance(table 1 ESR 2526) 1V,:= 1.0 modification factor forcracked and uncraked concrete(tabel 2 ESR 2526) kc 17 effectiveness factor for cracked concrete(table 2 ESR 2526) Np Okip characteristic putout strength,cracked concrete(table 2 ESR 2526) le-.375 1.426in le-.5-2.5:= 1.652in 6-,5_3.5 2.502in load bearing length of anchor(table 3 ESR 2526) Nsa_.375== 10.3kip Na-.5 16.8kip steel strength in tension(table 2 ESR 2526) Vs,-.375 4.825kip V,,-.5:= 7.98kip steel strength in shear(table 3 ESR 2526) Comer 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 b centroid of anchors in tension kc=Oin distance from sultant shearload b centroid of anchors in shear Exterior Ancho r ne 2 number of bolts at column cal a:=2.75in distance between bolts from edge 2 s1_e Oin distance between bolts along edge 1 ca2_e:= 100in distance of bolts from edge 1 s2_e:= 5in distance between bolts along edge 2 eN_e==Oin distance from resultant tension load b centroid of anchors in tension ev_e (tin distance from sultant shearload b centroid of anchors in shear Interior Anchor rk= 1 number of bolts at column ca1_i 100in distance between bolts from edge 2 sl-i:=Oin distance between bolts along edge 1 Ca2_i 100in distance of bolts from edge 1 s2-j:=tin distance between bolts along edge 2 eN_i:=Oin distance from resultant tension load to centroid of anchors in tension e,-i==Oin distance from sultant shearload b centroid of anchors in shear 4124ab_8'4eave.xmcd B2 7/28/2017 C> �P 2 /5� c ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vw,h=71b N,ij= 2291b WIND/LONGITUDINAL/EXTERIOR V,,e,= 64 lb Nwe,= 141 Ib WIND/TRANSVERSE/INTERIOR %it= 381b N,a;t= 1751b WIND/TRANSVERSE/EXTERIOR Vit= 188 lb N111et= 2441b SEISMIC/LONGITUDINAL/INTERIOR Vsl= 59 lb Na_—96 lb SEISMIC/LONGITUDINAL/EXTERIOR Vset= 59 lb Nse1= 26 lb SEISMIC/TRANSVERSE/INTERIOR Vit= 12 lb Ns;t=—244 lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 59 lb Net=—73 Ib ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior) Tension,= 940.83 lb Tensionx= 2247.781b Shear,= 940.831b ShearX =2247.781b Bolt Interatabon Check Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse InteriorAnchors Wind Anchor; w= 0.25 Wind Anchori,,,,t= 0.23 Siesmic Anchor; s,= 0.06 Siesmic Anchor;-,t=0.01 ExteriorAnchors VVind Anchor,,-m= 0.091 Wind Anchors wt=0.19 Siesmic Anchors s,=0.04 Siesmic Anchors st= 0.03 CormerAnchors Wind Anchor,,m= 0.13 Wind Anchor, wt=0.13 Siesmic Anchors s, = 0 Siesmic Anchor,st=0 LENGTH OF ANCHOR Interior Length,_ '2.5in' Ekterior LengthX='2.5in' DIAMETER OF ANCHOR Interior Diameter,_ '3/8 in' Exterior DiameterX= "3/8 in' P44124ab 8'4eave.xmcd B3 7/28/2017 PANEL CHECK PANEL CAPACITY Vail= 53-plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL =36.95ft LONGITUDINALS HEAR PANEL PanelL= 210ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 10.6311 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 BUTSTRAPS MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL StrapsL=0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta = 2470.06 lb GAUGE OF STRAP Gage= 16 STRAP WIDTH ws2-in = Longitudinal Strap Angle Braceang,eL= 39.81-deg TranswrseStrap Angle Bracea„gL.T=39.81-deg Longitudinal Tension on Strap TL:= PanelCheckL=.,k,,O, max(VL"VL.) Braceangi.L TL=Olb Trans%e rse Tension on Strap TT:= i PanelCheckT="ok',O, max(VT,VTw) BraceangL,T TT=Olb COMPRESSION V,. VT, MEMBER OR OR V, Vr. height Uplift T Bracey r Ie®ycr V +- l Brace.,* boy P, (Note:Compression memberto be designed seperately,see additional calculation's. Compression memeber needed only when StrapsT >0) P44124ab_8'4eave.xmcd B4 7/28/2017 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace=60 DEPTH OF PURLIN webp:= 7 HEIGHT OF HORIZONTAL BRACING BridgeHeight= 4.48ft JAMB SUPPORT StubPostJ :='no' WIDTH OF INTERIOR COLUMN web,:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrece= 2,99 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 17 MembersHL:= 1 STUB POST HEADER(S) webHS:=5.5 5.5',9',10"or 17 MembersHS:= 1 LOAD COMBINATIONS LC1 =D+MAX(S,Lr) EQUATION 16-10 LC2=D+MAX(.75S,.75Lr) EQUATION 16-11 LC3=D+MAX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurfint = 212-plf Rpuriinl = 1058 lb MPudint = 26451b-ft LC4 K'RAM = 180-plf RPudin4 = 898 lb MPudin4 = 2245 Ib-ft LC6 wPudin6 = —62-plf RPudin6 =—311 Ib MPudin6= —778lb-ft LC6 wPudmse= —85-plf Rpudin6ea= —3691b Rpudin6eb= —321 Ib MPudin6e= —1064lb-ft PURLIN MemberpR= 7 x 16ga,50ksi Cee Purlin' IntpR= 0.879 LxPR = 118.5-in LypR= 118.5-in LtpR= 118.5-in LypR_ne= 118.5-in LtpR ne9 = 118.5-in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RHI = 10581b MH1 = 5290lb-ft LC4 RH4 = 8981b MH4 =4491 Ib-ft LC5 RH6 = —311 Ib MH6 = —1555lb-ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH= '9 x 3.2 x 14ga 50 ksi Stub Header' IntH= 0.915 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 18ga 33 ksi Stub Header' IntHS= 0.902 SHLength =5ft SMALL STUB POST HEADER BRACING LxHs= 60-in LyHs= 60-in LtHS= 60-in P44124ab-8'4eave.xmcd 135 7/28/2017 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11 = 2116 lb M11 =0 LC3 P13= 3721b M13= 0 LC4 P14= 1816 lb M14= 188.09lb•ft (Moment due to 5 psf horizontal load) LC5 P15= 1692 lb M15= 188.09lb-ft MEMBER SIZES INTERACTION INTERIOR COLUMN Member,= '3.63 x 2 x 16ga,50 ksi Interior Column' Intl= 0.751 INTERIOR COLUMN BRACING Lx1= 101-in Ly,= 12-in Lt1= 101-in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 PJarnbl = 10581b NA LC3 PJamb3a= 2641b MJamb3a = 154lb-ft LC3 PJamb3b= 1431b NA LC4 PJmt,4 =9661b MJa,nb4= 116lb-ft LC5 PJamb5=8751b NA JAMB UNIFORM LOAD SWimb= 133-plf WEWJamb = 76-of JAMB APPLIED MOMENT JambMoment= 154lb•ft EWJambMoment=88 lb-ft JAMB AXIAL LOAD PJarnbl = 1058 lb JAMB MOMENT CAPACITY IVIG bcap= 971 Ib-ft JAMB AXIAL CAPACITY Pjambcap=5691 Ib JAMB CHECK JambCheck='ok' EWJambCheck= 'ok' MEMBER SIZES END WALL HEADER MOMENT CAPACT IY EWheadermwe,,ft=2922 Ib-ft END WALL HEADERAPPLIED MOMENT EWheder,,,o,mtapp= 2645 lb-ft LARGE END WALL HEADER CHECK EWheader checkl6= '16in EW Header O.K.' EWheader check2L= '22in EW Header O.K.' SDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 PSYd1 = 1058 lb Msw= Olb-ft LC3 PSW3= 2641b LC4 PSW4 = 96610 MEMBER SIZES INTERACTION SIDE WALL COLUMN MembersW= '3.63 x 1.5 x 18ga 33 ksi Column' IntsW= 0.366 SIDE WALL COLUMN BRACING Lxs= 108-in Lys= 36-in Lts= 36-in P44124ab 8'4eave.xmcd B6 7/28/2017 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEV1 = 10581b NA NA LC3 PEWS= 264 lb wEW3=53-plf MEWS= 528lb-ft LC4 PEW4= 9661b wEW4 = 39-plf MEW4= 396lb-ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEw= '3.63 x 1.5 x 18ga 33 ksi Column' IntEW=0.838 END WALL COLUMN BRACING LxE= 101-in LYE=41-in LIE=41-in G1 TS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MIDZONE wGS=44-of RGS= 2181b MGS= 546 lb-ft SIDE WALL GIRT IN END ZONE wGse= 52-plf RG$e= 260 lb MGSe=649lb•ft GIRT IN MIDZONE wGE= 52-plf RGE= 2581b MGE= 161 Ib-ft GIRT IN END ZONE wGEe=63-plf RGEe= 314 lb MGEe= 196 lb-ft MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGS='3.5 x 1.75 x 18ga 33 ksi Girt' IntGs=0.961 END WALL GIRT(END) MemberGE= '3.5 x 1.75 x 18ga 33 ksi Girt' IntGE = 0.290 SIDE WALL GIRT BRACING LxG= 119-in LyG= 12-in UG= 119-in END WALL GIRT BRACING LXGE= 59-in LYGE= 12-in LIGE=59-in END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LCI PEC1 = 1058 lb NA NA LC3 PEC3= 2641b wEC3= 75-plf MEC3= 51b.ft LC4 PEG4=9661b wEC4= 56-plf MECO=4lb-ft MEMBER SIZES INTERACTION END CLOSET ABOVE HEADER MemberEC='3.63 x 1.5 x 18ga 33 ksi Column' IntEC=0.332 END CLOSET BEHIND JAMB MemberEwC= '3.63 x 1.5 x 18ga 33 ksi Column' intEwC= 0.361 END CLOSET ABOVE HEADER BRACING LxEC=9-in LyEC= 9-in LtEC= 9-in END CLOSET BEHIND JAMB BRACING LxE= 101-in LyE=41-in LtE=41-in NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwC= 1 MEMBER SIZES INTERACTION END CLOSET ABOVE HEADER Member,,= '3.63 x 1.5 x 18ga 33 ksi Column' Int hc=0.000 P44124ab 8'4eave.xmcd 137 7/28/2017 STUDS STUDSPACING StudSpacing= 16-in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE `"Stud = 21•plf MStud=208lb•ft SIDE WALL STUD IN END ZONE WStude= 25-plf MStude= 256lb•ft MEMBER SIZES INTERACTION SIDE WALL STUD Memberst d= '3.625 x 2 x 20ga 33 ksi Stud' Intstud=0.444 SIDE WALL STUB BRACING LxStud= 108-in LYSt,d= 36-in LtSw= 36-in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pd1wn_i1t01= 2116 lb UPLIFT Pup i t= 3041b EXTERIOR COLUMN REACTIONS GRAVITY Pdown_ext,,i,= 1058 lb UPLIFT PSP end= 281 Ib ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICKNESS Slab=5.5-in PAD WIDTH Padw= 'na" in PAD DEPTH PadD= "na'-in P44124ab 8'4eave.xmcd 138 7/28/2017 c:,-000c0LAD -7-ic) THE Special SOIL COMPACTION TEST REPORT Inspector, LLC ;uii6buction I esting and 6peciai 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. THE special MOISTURE-DENSITY Inspector, LLC RELATIONSHIP TEST REPORT Construction Testing and Special Inspection , 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 U a i 125.0 W � 4 T , OC O 124.5 [Fl 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 ANAL REPOF. Inspector, LLC uc,c:ur ; r ltiug and �pL:cial Inspection 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 —T— SAMPLE ID: SA#1 TESTING STANDARD. ASTM C136 Sieve Size % Passing 2" 100.0 1 1/2" 1 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: 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 CONC. 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 5.75 1 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 NUMBER 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.@ 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.@a 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 5.25 1 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.@ 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.@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. 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 A--� "' TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS.