Loading...
2003-543 TOWN,OF QUEENSBURY 742 Bay Road'Queensbury,NY 12..804-5902 (518)761-8201... , :Commututy Development.-Building&Codes (51$)7G1825.6 TECERTIFICA .OF OCCUP Y I'errriit Number: P2003058 , Date Issued; :1Vlonday Ma .23 "2005 Y � x Tlus=is to.ce i£y:that'work requested to'be'done as shown b Permit Number P Qd 543 ; ... has been'completed. 'Tax Map Number: . 523400-296-020-0001-002-000'-0000 Location, .26'"QUAKEk:Rd Owner, HOFFMAN - REALTY LLC 'Applicant:' � . . ` HOFF .CAR-WASH-JIFF LUBE-MOTOR VEHICLE REPAIR SHOP This structure maybe occupied asn a: By Order of Town Board ' New Commercial Bulld m TOWN,OF QuEENSBURY sa c' '0� thts Cents�icafe 0� Qceupahcy do,�� nod'�efte� the:appUcant of thei� Altighidon to wimp.y.with aU apptieabte Site Phan Un VaAance' lace e' Director of Bdding&.Code Enforcement TOWN OF QUEENSBUR.Y i, 742 Bay Road,Queensbury,Ni 12804-5902 (518)761-8201 I - Community Development-Building& Codes (518) 761-8256 ,i BUILDING PERMIT Permit Number: P20030543 Application Number: A2.0030543 Tax Map No: 523400-296-020-0001-002-•000-0000 Permission is hereby granted to: HOFFMAN CARWASH/JIFFY LUBE FILE For property located at: 265 QUAKER 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 Value Owner Address: HOFFMAN, T. REALTY, L.L.C: New Commercial Building $1,200,000.00 1757 CENTERAL Ave ALBANY,NY 12205-0000 Total value $1,200,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency LES MCDERMOTT 376-3203 336 STOFFLEST CROPSEYVILLE,NY 12052-0000 Plans&Specifications 2003-543 265 Quaker Road 16032 SQ FT NEW BUILD (HOFFMAN CARW�ASH) AS PER PLOT PLAN SPECIFICATIONS One Year Extension of Building Permit. Pci'=$2S fee(Jcto1e 7 ' $2,404.80 PERMIT FEE PAID-THIS PERMIT'EXPIRES: Friday,November 04, 2005 (If•a longer period is required,an application for an extension must be made to the tcod_'e-Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To of Qu nsb d ,November 04, 2003 SIGNED BY for the Town of Queensbury. ry. Director of Building&Cade Enforcement T OWN::OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 '(518)761-8201 Community Development-Building&Codes (518)761-8256 r BUILDING PERMIT. Permit Number: P20030543 Application Number: A20030543 Tax Map No: 523400-296-020-0001-002-000-0000 Permission is hereby granted to: HOFFMAN CARWASH/TTFFY TJTBF, For property located at: 265 QUAKER 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 Value Owner Address: HOFFNLA.X T. REALTY, L.L.C. New Commercial Building $1,200,000.00 1757 CENTERAL Ave Total value ALBANY,NY 12205-0000 $1,2oo,00a.00 Contractor or Builder's Name/Address Electrical Inspection Agency LES MCDERMOTT 376-3203 336 STOFFLEST CROPSEYVTLLE. NY 12052-0000 Plans&Specifications 2003-543 265 Quaker Road 16032 SQ FT NEW BUILD (HOFFMAN CARWASH) AS PER PLOT PLAN SPECIFICATIONS $2,404.80 PERMIT FEE PAID THIS PERMIT EXPIRES: Thursday,November 04,2004 (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 Que sb Tu a November 04,2003 SIGNED BY .for the Town of ueensbu Q r .y Director of Building&Code Enforcement Building--e';i ppl cation Town of Queensbuiy-Dept of Community Development;742 Bay Road,Queensbury,NY • (5.18)7ti1=8256 t ,- ' - ' A permit must be obtained before,beginning ca}struetion ; Permit File No'. `s No inspection will be made until applicant has received q f, Fee Paid s. 2 -L h/ee) valid building permit. Ali applicants' spaces on this Rec.Fee Paid $ application must be completed and must appear on they.6 : Reviewed By application form. f� i Applicant:�Lry d l G C 6wner: C91a7 6 an,U Address: 7 �v _ Address:�7 �Lti-�• v Phone#(,�_ I�}S�2 Z- ��• , ; ' �;Phone#(S/R") • - ,� Property Location: Lot Number: / House Number ! J � Subdivision Name: Tax Map Number: f / ZOO/ 00 c7 s� ®( New Building: residence / ommercial ; 'Estimated Market Value of Construction:$ 1 o Addition: residence/ commercial If an Addition,what will use of new addition be? ❑ Alteration: residence/ commercial a No change to exterior size: residence/com'1 s ❑ Other work(describe } Check OeeupaneyInformation 1` Floor 2'd Floor Other floor Total Below sq.ft. ' i sq.£t. sq,ft. Square Feet a Single family dwelling i ❑ Two family dwelhn ❑ Townhouse a Multifamily dwelling i #of units }r: a Office _ a Mercantile a Manufacturing a' 1 car detached garage a 2 car detached garage ❑ 3 car detached garage ❑ 1 car attached garage a 2 car attached garage ❑ 3 car attached garage ❑ Storage building- commercial a Storage building- /residential p� Other Wr6 7 LtI What is the proposed height of the structure feet inches Will any second-hand or ungraded lumber be used? If so,far; what? Type of Heating System: electric/ oil / gas/wood /forced bot air I baseboard/other: •f Number of Fireplaces to be installed Number•of 4 odstoves to be installed List below the person(s)responsible for supervision of woFk as regards to building codes: Name Address Phone Number Builder -e 5 Ale- e s' 33 6`S'.u -e V 2 Ill 3?6 - 32 C?3 Plumber Mason Electrician < < Declaration please sign below after you have carefully read tke"statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all:proposed-work to be done on the described premises and that all provisions of the,Building Code,the Zoning Ordinance and all other,laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that 1/we shall submit,prior to a Certificate of Occupancy or Certificate of;Compliance being issued,'as requested by the Zoning Administrator or Director of uilding Codes,an�4s BuiliSrtrvev by a licensed surveyor;drawn to scale,showing actual location of all new constru on. Signature: owner,owner's agent,architect contractor BLDG. PERMIT NO. 2003-543 APPLICATION FOR A TEMPORARY CERTIFICATE OF OCCUPANCY A TEMPORARY CERTIFICATE OF OCCUPANCY is hereby requested for the property located at; 265 Quakm Road for the following uses: CaA Wash (HoA Oman'z Ca.W' azh) Dccemben G, 2004 DATE SIGNATUIP, OF A PLICANT TEMPORARY CERTIFICATE OF OCCUPANCY The TEMPORARY CERTIFICATE OF OCCUPANCY is hereby ( APPRROVED ( )DISAPPROVED. ,t with the following conditions: Ce)t t i{icate oA Occupancy do be. "Zued upon, comptaion o6: J 1) l nsta•i1e. attic F.vteztopd " des cuzz ed 2) Handicapped wa ce)� �ounta in 3) Finab. Swtvey 4) Engineer to ea. bon bu,Ud.ing 5) In,6taU downzpout,6 on oit bo.tteu TEMPORARY CERTIFICATE OF OCCUPANCY FEE: O$10.00 DEPOSIT: ( )$100.00 received on December G, 2004. Date of Issuance Director of Bldg. & Code Enforcement TLI[S TEMPORARY CERTIFICATE OF OCCUPANCY EXPIRES 90 DAYS FROM THE DATE OF ISSUANCE. NOTE: This Certificate is NOT VALID unless signed by the Director of Bldg. & Code Enforcement or his designee. l BLDG. PERMIT WO. 2003-543 APPLICATION FOR A TEMPORARY CERTIFICATE OF OCCUPANCY` A. TEMPORARY CERTIFICATE OF OCCUPANCY is hereby requested for the property located at; 265 Qua VL Roam for fhefollowing uses:,' Hod jman Cwt W"h Sanuaxy 28 y 2005 DATE- SIGNATURE F APPLICANT TEMPORARY CERTIFICATE OF OCCUPANCY The TEMPORARY CERTIFICATE OF OCCUPANCY is hereby ( PPROVE-D ( )DISAPPROVED with the following conditions: CVr,%t6icaze o� occupandy to be "sued upon comptetLon vP ; TEMPORARY CERTIFICATE OF OCCUPANC EE= )$10WE P 0.00 anucvi <28- . reserved on � J 2005 P Date of Issuance ''Director of Bldg. & Code Enforcement THIS TEMPORARY CERTIFICATE OF OCCUPANCY EXPIRES 120. DAYS FROM THE,DATE OF ISSUANCE. NOTE: This Certificate is NOT VALID unless signed by the Director of Bldg. & Code Enforcement or his designee. P I[j) ED ED r C amp mpallumpapri BY THIS CERTIFICATE OF COMPLIANCE THE 5 5NEW YORK BOARD OF FIRE UNDERWRITERS 5 5 BUREAU OF ELECTRICITY 5 5 40 FULTON STREET — NEW YORK, NY 10038 5 CERTIFIES THAT5 5 Upon the application of upon premises owned by . 5 5 5 ALTONE ELECTRIC/D. DAVENPORT HOFFMAN DEVELOPMENT 400 LANG ST , 1757 CENTRAL AVE 5 SCHENECTADY, NY 12308, ALBANY, NY 12205 5 i 5 5 Located at 265'QUAKER RD QUEENSBURY, TN, NY 12804 _-5 AppllcationNurr&er— Number: 2035696- 5 - - 5 5 Section: Block: Lot: Building Permit- BDC: A239 5 5 Described as a Commercial occup6ncy,' wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: 5 5 - Basement,Firstfloor,Outside, 5 . 55 A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent'detailed 5 herein, was conducted in accordance' with the requirements of the applicable code and/or standard 5 promulgated by the State of New York, Department of State Code Enforcement and Administration, or other 5 authority having jurisdiction, and found to be in compliance therewith on the 26thDay of January,2005. 5 5 Name -QTY Rate Rgt ng Circuit Type 5 Alarm and Emergency Equipment 5 Combo Exit and Emergency Light 16 0 Visual 5 5 Emergency Light 1 0 Visual Appliances and Accessories 5 5 Exhaust Fan 2 0 F.H.P. Funi=� 0:1 Air Handler 1 0 H.P. Air Conditioner 1 0 20 Amps 5 5 Motors 5 5 19 the 2 1.5 6 1.7 5 1 20 Panels 1 400 42 5 1 225 42 _ '„''. 5 1 '100 24 Signs ':: 5 Continued on Next Page 1 of 2 This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 5 5 011PRIVE-PRIVER I-Ti 2M ril 17 9 11 PL r L-J rL3 rC3M rC_ F0 i 1"a PL rL3 rL3 PL, @PLPLPLrL3rL3rL3rL3J BY7HIS CERTIFICATE OF COMPLIANCE THE 5 NEW YORK , BOARD OF FIRE UNDERWRITERS 5 ZVI BUREAU OF ELECTRICITY 511 5 40 FULTON STREET — NEW YORK, NY 10038 5 CERTIFIES THAT 5 5 - S 5 Upon the application of upon premises owned by 5 ., 5 ALTONE ELECTRIC/D. DAVENPORT HOFFMAN DEVELOPMENT 5 400 LANG ST 1757 CENTRAL AVE SCHENECTADY,'NY 12308, ALBANY, NY 12205 5 5 Located at 265 QUAKER RD QUEENSBURY, TN, NY 12804 5-_AppIication=Number:-- kit�effu_rifb_&:­� — 2035,696 5 Section: •Block. Lot: Building Permit: BDC. A239 5 . 5 5 Described as a Commercial occupancy, wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: 5 Basement,First Floor,Outside, 5 5 • S A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed herein, was conducted in accordance with the requirements of the applicable . code and/or standard promulgated by the State of New York, Department of State Code Enforcement and Administration, or other authority having jurisdiction, and'found to be in compliance therewith on the 26th Day of January,:2005. 5 Name QTY Rate RAfin Circuit TVc 5 1 5 Amps Flourescent Transformers 5 1 112 5 Wiring and Devices Receptacle. 45 0 General Purpose Switch-- 6 -0--- Receptacle 13 0 GFCI 5 5 Fixture 68 0 Flourescent 5 Fixture 12 0 High Intensity Fixture 7 0 Incandescent Switch' 1 0 Motor Control 5 Fixture 2 0 High Intensity 5 Pole/Post Lighting Standard 44 0 Commercial Fixture 24 0 High Intensity 5 Fixture 4 0 High Intensity Miscellaneous 5 Commercial Inspection Fee 555 2 of 2 r�� . - `-:. . S This certificate may not be altered in any way and is validated only by the presence of a.raised seal at the location'indicated. 'E],Ii�pr Pr P1rJ'L3ffl Hff@PLfflPLPLPrJ MILP—L-ra3a 0 05 c1001IMP IAISEl�rlc(cl�c.f�rJ�cfar�ct�rPr.Cr!'c.(rllr�I�rJ��cl7cl�r�cJ�rJ�rJrJcnrJtl��Pcicnr��cPLrL3 ffl�r�cJ7rJr�r�r�r��1c.TrJ�rPcnrJ�rPcnrJ�rJ�cl�cfctc{� I� c 5 BY '"THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE. UNDERWRITERS 5 S RUURITERS 5 BUREAU OF ELECTRICITY . c5 5 40 FULTON STREET - NEW YORK, NY 10038 5 5 C 5 CERTIFIES THAT 5 c5 Upon the application of upon premises owned by. , Cj ALTONE,ELECTRIC I D. DAVENPORT HOFFMANS CAR WASH S 400 LANG TD QUAKER RD 5 5 ENECT A Y, NY 12308, QUEENSBURY, NY. 12804 SLocated at QUAKER RD QUEENSBURY, NY 12804 5 Application Number. 2016463 v - -- -Certificate-Nrfmber: �j Section: Block: Lot; Building Permit: BDC: A239 5 5 5 Described as a Commercial occupancy, wherein the premises electrical system consisting of 5 electrical devices and wiring, described 5 below;'located in/on the premises at: 5 S First Floor,Outside, 5 5 5 A visual inspection of the premises electrical system, Limited to electrical devices and wiring to the extent detai ed 5 herein, was conducted in. accordance with the requirements of the applicable code and/or standard 5 promulgated by the State of New York, Department of State Code'Enforcement and Administration, or other 5 authority having jurisdiction, and found to be in compliance therewith on the 2nd Day of December,2004. 5 5 5 e,, S Name QTY Rate, Rating Circuit: Type Alarm.and Emergency Equipment. 5 5 Exit Light 2 0 Visual 5 5�j Combo Exit and Emergency Light .6 0 Visual 5 Emergency Light 1 0 Visual C 5 Motors S Y 1 50 15 5c -2- 15 11 ,10 11 30 5 CJ 4 15 5 11 5 4 2 xti i-rr: 5 5j 3 1 5 i� 3 7.5 r e 5 2; 5.1 5 5 1 75 '^ seal' r ,. 5 31 'flip Continued on Next Page 1 of 3 5 5 This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 5 5 o �r.�-r ��nr�rsc.rinrr��n���n��r�I-�n�nr�rsr�cr�,�rr�rn�n�n�n����n�n�n��nnn�nr��n��fn���r����.n�i- n��� a N O PL03�r�cJ'r�cPcPr�rPr._I'r�irJclr nc.l�ctcJ�r1 PcPLPrPc rr73 rl c.lr..l'rJ�r�c tcncPcPrncl�cPrJ�rP��.I�rJrJcfr l�cPrJ�r�1�c.I�cJ�rJ�rPctr.Jr1�rJ�cl�cPctcniC nrJ� I c5 , ,� BY THIS CERTIFICATE OF COMPLIANCE THE 5 S � � 5 NEW YORK BOARD. OF FIRE UNDERWRITERS 5 5 S BUREAU OF ELECTkirCITY 5 40 FULTON STREET — NEW YORK, NY, 10038 5 5 5 SCERTIFIES THAT 5 5 , SUpon'the application-of upon premises owned by S 5 ALTONE ELECTRIC/D. DAVENPORT HOFFMANS CAR WASH 400LANG ST QUAKER RD 5 5 SCHENECTADY, NY 12308, QUEENSBURY, NY 12804 S . 5 c 5 Located at 5 S QUAKER RD QUEENSBURY, NY 12$04 �7 SSection: Black: Lot: Building Permit: B'DC: A239 �5 5 sDescribed as a Commercial occupancy, wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: 5 - First Floor,Outside, 5' 5 A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed 5 5 herein,, was conducted in accordance with- the requirements of the applicable code and/or standard c5 promulgated by the State of New York, Department of State Code Enforcement and Administration,. or other . S authority having jurisdiction, and'found to be in compliancetherewith on the Day of 2nd December,2004, 5 5 Name OTY Rate Rating Circuit: Tune, 5 Panels 5 5 1 225 42 1 -400 30 5 5c 1 600 12 5 2' 100 24 S 5 1 60 24 �3 ' c —2-_ 60 _ 3 4 30, 3 5 Transformers 1� 1 225 5 S 1 '75 5 Wiring and Devices � F s• 5 5 Fixture 40 0 High Intensity Fixture 16 0 Incandescent `$ 5Fixture 30 0 Flourescent 5 Switch 1 -0 Photo Cell 15e 5 Switch 8 0 General Purpose �r 5 Continued on NextPage 2 of 3 r. 5 S This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. . 5 5 o �Ld�@����������OPRONI-E. ������� @I1lVE_rL3rL31�clC.[[.(Cl�[.t[.I�EP[J�[1[J�[nr�t1[1�r�ClC1C.ti1�c1'[PCPr�rJ�r�EPC.icP[nCl�[3�C1 .1�[J�[J�[fCPCI[J�Gf[1t13t�Gf[1�[IC.Irk[1[.I�r�rJ�PrJ�[.ncPcTcl�[n[J� BY THIS 'CERTIFICATE OF COMPLIANCE THE NEW YORK . BOARD OF FIRE UNDERWRITER 5 B 5 BUREAU OF ELECTRICITY C 40 FULTON STREET — NEW YORK, NY 10038 5 5 CERTIFIES THAT 5 5 5 Upon the application of upon premises owned by 5 5 ALTONE ELECTRIC/U. DAVENPORT HOFFMANS CAR WASH C5 400 LANG ST QUAKER RD 5 5 SCHENECTADY, NY 12308, QUEENSBURY, NY 12804 . 5 5 5 Located at QUAKER RD QUEENSBURY, NY 12804 C5 APPliication Number: 2016463' - ---lei if sate Namberc 20154 _ ,_ ------ -- 5 Section: Block: Lot: Building.Permit:. BDC: A239 5 5 Described as a Commercial occupancy, wherein the premises electrical system consisting of 5 electrical devices and wiring, described below, located in/on the premises at: C5 5 5 5 .First Floor,Outside, 5 5 A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed � 5 herein, was conducted in accordance with the ` requirements of 'the applicable code and/or standardC7 5 promulgated by the State of New York, Department of State Code Enforcement and Administration, or other 5 authority having jurisdiction, and found to be in compliance therewith on the 2nd Day of December,2004. 5 Name 9TY Rate Rating Circuit: T)Te 5 5 5 Receptacle 82 0 General Purpose Receptacle 2 0 GFCI 5 5 5 Lighting Control Panel 3 0 General Purpose Receptacle 1 0 50 Special 5 5 Receptacle 1 0 20 Special f twist lock 5 Service - -- 5 Phase 4-'*V--Scr<vic. ;;acing-460 - — 5 Service Disconnect:, 1 1600 cb _ S 5 Meters, I 5 CT:3 5 it SEMI = 3 of 3 r "ter 5 This certificate may not be altered in any way and is validated only by the presence of a raised seal at the location indicated. 5 5 � cJ�c1t1��rJcJ�rJ�cfrPc l7clrJrnc.I�t:PcPcl�r�rJ�rJ�c.(r.1�rJ�c�r�Pc t�rJ'fJ�rPcPtl�tfflPtJ�r��PrJ@1tPr�rJ�rJ�tnrJ�cl�t t�tl�tnrPr�r�r�r�rPcPrJ�rPrJ l cfrJ� 0 C, Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Rhone (518) 761-8205 Fax(518) 745-4437 'Fire Marshal's Inspection Report Request -Z SCHEDULE d Received: Permit# 3 INSPECTION ON: ! t Name: bpi- �V �fl ttS �� AMi PM ANYTIME Location: t�� �'-- APPROVED N/A YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH � -- SECONDARY AISLE WIDTH t EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING i. FIRE EXTINGUISHER HUNG . FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM C' FIRE.SUPPRESSION-KITCHEN ' FIRE SUPPRESSION--GAS ISLAND HOOD INSTALLATION INTERIOR FINISHES STORAGE C COMPRESSED GAS l.' CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN AK THIS DATE K R 0 N , T OK INSPECTE t3Y COMDEV/C HRISJ/VVORDILETTERS2001/F IREMARS HALINSPECTIO NREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY MAP REFERENCES: LEGEND: MAP OF LANDS OF Z � o WALTER & HELEN DOMBEK O CIRF = CAPPED IRON ROD FOUND Q = 0 o p O DATED APRIL 13, 1992 O IRF = IRON ROD FOUND W m Q a __j z BY COULTER & McCORMACK = UTILITY POLE � LICENSED LAND SURVEYORS = LIGHT POLE ¢ o v z o w o 0 U = FIRE HYDRANT MAP OF A SURVEY OF THE LANDS OF • " • •- -.�� - / ASHTON B. SMITH D4 = WATER VALVE DATED AUGUST 5, 1964 = GUARD RAIL •� • . _ � _ � � � BY JOHN B. VAN DUSEN cBp = CATCH BASIN , / �� - _ - "to = MANHOLE QO - • - / s69°p2 © = VAULT LANDS N/F OF C) N Co Lo Q DEED REFERENCES. / -o- = SIGN TOWN OF QUEENSBURY N \ \ N _ J 806/179 d o = BOLLARD - WALTER DOMBEK - CIRF � TO • - Co WALTER & HELEN DOMBEK � 0� �Q°° DATED NOVEMBER 21, 1990 �� ��x. OF. IN BOOK 809 PAGE 313 �' 6 �� ` . _ - f AREA 1-4 cBo • _ `.• - 213, 101 sq.ft. NIAGARA MOHAW 4.89 acres K POWER CORP. ,OWES PLAZA /• / _ - . - � a � � O � • . - WALTER DOMBEK _ -�/ ' 0 0 DATED OCTOBER 4, 1991 IN BOOK 839 PAGE 95 , z > ' CBQ o *UQ2. x/ W +� cBe 4410,y � o � ASPHALT - I ' // / ° c W SURFACE e C7 /000, I - o _ gSpy '� ° 0 0 �o qt r CBo # 1 f N S RFgC£ r� E OWn I 229.281 _PC�; � sa.��, ;•. ,� : ON�RFTF�;Y z i4a.ss A O8 �� N 10 24 U/CD ,�OC av ;�$g 0) 04 Q 101fll GJJ CO �o �r 1V AAA * � o-jV4 � \jpz,R \ N M • CO.Rp '" o N69 RECEIVED � >- z ° or /oo/% MAY 2 0 2005 z ;I TOWNCY BUILDING AND ODE nn 11 1� 0 �. CIRF Z l 5/8" IRF , }W o bCo CQ "040 �, + �� \ \ AN. CID,. \ \ Date; OCT08ER 18,2002 Scaie 1'-40' _ 1 3FIMT 1 OF 1 DOMBEK D-602 DWG. NO. 02290-ASBUILT 59-1-13/296.20-1-2 Commercial Final Inspection Report Office No.: (518)761-8256 Date Inspection rieiest recei d: Queensbury Building&Code Enforcement Arrive: pm Depart: 742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: -146EEKROV) CiARU6-RAIA PEU41T C,,,3 E LOCATION: —a�AbF—R —BO DATE: COMMENTS: Y N NA C-z Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks D Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" 11b k, Vestibules For Exit doors>3000 sq.ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44" (1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade, Floor Bathroom Waterti&/Other Floors Okay Relief Valve,Heat Trap/Water Temp,110 Degrees Maximum Boiler/Furnace Enclosure I hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 1/2 doors > 10%> 1000 sq.ft. 1/411our Corridor Doors&Closers Firewalls Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers Fire Doors Ceiling Fire Stopping, 3,000 sq. ft.Wood Frame Attic Access 30"x 20"x 30"(h), Crawl Space Access 18"x 24'�-- Smoke Vents Or Fan, if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage V/1 Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in. Beyond Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required. Z—V/ Final Survey,New Structure/Flood Plain certification,if r As-built Septic System Layout Required or On File I Building Number or Tenant Address on Building or riveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue e . or Permanent C/O Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Coinmercial Final Inspection Report.doc Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone(518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request 06� t SCHEDULE Received: Permit# or �J_ ✓ INSPECTION ON: l `2 Name: Q��^!I Lv[ie �79 AM/ PM ANYTIME Location: lA Qt1 -- _ _ APPROVED _EXIT __ N/A YES NO COMMENTS S AISLE WIDTHS ^� EXIT SIGNS-_NORMAL - BATTERY EMERGENCY LIGHTING FIRE EXTINGUISHERS �1 FIRE ALARM SYSTEM _ FIRE SPRINKLER SYSTEM _ FIRE SUPPRESSION SYSTEM HOOD IN TTALLATION INTERIOR FINISHES STORAGE _. nn_� { COMPRESSED GAS- CLEARANCE - I V lI l TO SPRINKLERS / CLEARANCE TO HEATING ,, UNITS C)X) CLEARANCE TAD ELECTRIdAL _ REQUIRED SIGNAGE __ EMERGENCY PLAN _ MAXIMUM OCCUPANCY SIGYV CHIM EY MASO RY ROU IIN _ INAL CHY --��'- -- FACTO BUILT L? UGH►N FINAL WOOD STOVE ROUGHIN FINAL _ VENTED GAS APPLIANCE ROUGH IN F{ 7LACE __ _ FINAL MA� Y _ t CVGH IN OK THIS ®ATE OK I=OR CO NOT O I` FINAL FIREPLA, E V__ FACTO BUILTCH IN "FINI SPECTED BY FINAL � COM}REV/C HR1SJMORDILETTERS20OI/FIREMARSHALINSPECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Commercial Final Inspection Report Office No.: (518)761-8256 Date Inspection re est !iv : Queensbury Building&Code Enforcement Arrive: M/P Depart:�3�-I�ramd 742 Bay Road,Queensbury,NY 12804 Inspector's Init NAME: PJE #: Z=CK:)� LOCATION: DATE: X D, COMMENTS: Y N NA Chimney/"B"Vent Direct Vent Location ---' -7-X Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 711/Treads 1111 Vestibules For Exit doors>3000 sq.ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or E uiv. V" Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay C—C� Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area V StockroonVStorage/Receiving/Shipping Room(2 hr.), I V2doors >10%> 1000 sq. ft. - 1/411our Corridor Doors&Closers Firewalls Fire Separation,2 Hour,3 Hour Complete/Fire Dampers Fire Doors Ceiling Fire S!Loging, 3,000 sq. ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" V/ Smoke Vents Or Fan,if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible V/ Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond Active Listening System and Signage Assembly Space Final Electrical V Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain of Cooler Building Access Al es by 20' /Driveabk Surface 201 wide Okay To Iss en jp,:f�( ermanent C/O Okay To Issue Last printed 6/3/2003 9:27 AML:\PamW\Build1ng&Codes\Commercial Final Inspection Report.doc 1 Commercial Final Report Inspection p Office No.: (518)761-8256 Date Inspection re es re ei d:�.�CX�,S� Queensbury Building&Code Enforcement Arrive: p Depart: 742 Bay Road,Queensbury,NY 128 Inspector's Ini NAME. PERM ,/ LOCA DATE 1t%� r _ 1? COMMENTS: Y N NA ��- Chimney 1"B"Vent/Direct Vent Location " Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.--38 in./Step Risers 7"1 Treads 11" Gtr Vestibules For,Exit doors>3000 s . ft. � �. Acj All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. � Gas Valve Shut-off Exposed&Regulator 18" Above Grade wry Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.. or Fire Extinguishing Systemic Fresh Air.Supply for Occupancy/Ventilation Combustion b Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site j tS Oil Furnace Shut Off at Entrance to Furnace Area StoclaoomlStorage/Receiving/Shipping Room(2 hr.), 1 '/Z doors I 11 V 1 > 10%> 1000 s .ft. Y4 Hour Corridor Doors&Closers "t �� � ✓ j Firewalls I Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors 'Ceiling Fire Stopping, 3,000 s . ft.Wood Framer ' Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" [ � ' Smoke Vents Or Fan,if required I , Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets -� z Handicapped Bath/Parking Lot Si na e { Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ram /Handrails Continuous/12 in.Beyond Active Listening System and Signa e Assembly Space Final Electrical Site Plan/Variance required _ j� - Final Survey,New Structure/Flood Plain certification,if req. ILV— 1 c7 �j t, As-built Septic System Layout Required or On File 1,_E- ` Building Number or Tenant Address on Building or Drivewa '=' Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide 13C: �jZ Okay To Issue Temp. or Permanent CIO � Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\ParnW\Building&Codes\Commercial Final Inspection Town of Queensbury Fire Marshal's Office 742 Bay Road iat Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request SCHEDULE Received: Permit# INSPECTION ON: Name: r � M PM ANYTIME Location: U A . APPROVED N/A. YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE 4.r wo(4 EXIT DISCHARGE MAIN AISLE WIDTH SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING -2w waolwp FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER INSPECTION "I 4� FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE ISLAND SUPPRESSION-OAS HOOD INSTALLATION INTERIOR FINISHES STORAGE M, A�Pfi COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL �aeW t TM4L ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE 'T-00AA VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN (-f A 1/0J OK THIS DATE OK FOR C NOT 0 INSPECTED BY COMDEVICHRISJfWORD/LETTERS200I/FREMARSHALINSPECTI\ONJIPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY - JA 'I t j J:� P.O.BOX 508 • BURNT HILLS,NY 12027 PH:(SI8)885-I I15 • FAX:(518)885-OS26 E-MAIL: NEFPI�7a AOL.COM CONTRACTOR'S MATERIAL &TI:sT CERTIFICATE FOR ABOVEGROUND D P]PING PROCEDURE Upon completion of work, inspection and test shall be made by the contractor's representative and witnessed by an owner's representative. All defects shall be corrected and system left in service before contractor's personnel finally leave the job. A certificate shall be filled out and signed by both representatives. Copies shall be prepared for approving authorities,owners,and contractors. It is understood the owner's representative's signature in noway prejudices any claim against contractor for faulty material, poor workmanship,or failure to comply with approving authorities requirements or local ordinances. PROPERT`(NAME DATE PROPERTY ADDRESS ZJ c;} I F ~� /.. /. _- 00Ak'e^ I'�o-*s (Xc� cu,ems rrn ACCEPTED BY APPROVING AUTHORITIES (NAMES); ADDRESS: PLANS 7 Z :9 l� tom/r in 1 /✓� � ' _ b INSTALLATION CONFORMS O ACCEPTED PLANS ®YES LINO 6 L EQUIPMENT USED IS APPROVED. ®YES ONO IF NO,EXPLAIN DEVIATIONS HAS PERSON IN CHARGE OF FIRE EQUIPMENT BEEN INSTRUCTED AS TO LOCATION OF CONTROL VALVES AND CARE AND MAINTENANCE OF THIS NEW EQUIPMENT? RYES (ENO IF NO,EXPLAIN 3NSTRUCTIONS HAVE COPIES OF THE FOLLOWING BEEN LEFT ON THE PREMISIS. 1.SYSTEM'COMPONENTS INSTRUCTION ®YES ONO 2.CARE AND MAINTENANCE INSTRUCTIONS EYES ONO -- 3.NFPA25 _ EYES ONO LCC�T9©ih9 SUPPLIES BUILDINGS: OF SYSTI=AJI3 MANUFACTURER MODEL SIZE OF ORIFICES TEMMP RATING -QLJANTITY T1 Z SPRINKLE-RS PIPE LUD TYPE OF PIPE: As per NFPA-13 FI'i;71NGS TYPE OF FITTING:As per NFPA-13 ALARM DEVICE MAXIMUM TIME TO OPERATE ALARM THROUGH TEST CONNECTION VALVE TYPE: MAKE MODEL I MIN. SEC. OR FLOW Flow Switch Potter VSR-F INDICATOR •-- I I J� DRY VALVE Q.O.D. MAKE i MODEL SERIAL I'NO, ; MAKE I MODEL SERIAL NIC. I i �U t TIME TO TRIP 1 WATER a AIR TRIP I TIME`-NATER ALARM THRU TEST PRESSURE 1 PRESSURE i POINT AIR I REACHED TEST OPERATED CONNECTION* i 'PRESSURE I OUTLET PROPERLY R° PI !MIN SEC I PSI PSI PSI s MIN SEC MIN SEC 46�� ONG Q.O.D. Without With Q.O.D. i �. IF NO,E:PILAIN ",/IEAS'URED F=CMI TIME;*NSPECTOR'S TEST CONNEC17ON iS GP iNED :15A t 10-aB) --------------- OPERATION El PNUEYATIC ❑ ELECTRIC E]HYDRAULIC PIPlNGSUPERVISED S ❑ NO DETECTING MEDIA SUPERVISED n YES ❑ NO DOES VALVE OPERATE FROM THE MANUAL TRIP AND/OR REMOTE CONTROL STATIONS [I YES ❑ NO E& IS THERE AN ACCESSIBLE FACILITY IN EACH CIRCUITFOR TESTING IF NO,EXPLAIN PR TION S ❑ YES [I NO EL E PR TION V S DOES EACH CIRCUIT OPERATE DOES EACH CIRCUIT MAXIMUM TIME To MAKE MODEL SUPERVISION LOSS ALARM OPERATE VALVE RELEASE OPERATE RELEASE ti X YES NO YES NO EMH1N_ ,1j1 HYDROSTATIC: Hydrostatic tests shall be made at not less than 200psi(13.6 bars)for 2 hrs crEOP-1(3-4bars)above static TEST pressure in excess of 150psi(10.2 bars)for 2 hrs. Different dry-pipe valve clappers shall be left open during test to prevent DESCRIPTION damage. All aboveground piping leakage shall be stopped, PNEUMATIC: Establish 40ps!(2.7 bars)air pressure and measure drop which shall not exceed 1 I/e(0.1 bars)In 24 hrs.Test pressure tanks at normal water level and air pressure and measure air pressure drop which shall not exceed 11/2 psi 0.1 bars)in 24 hrs. ALL PIPING HYDROSTATICALLY TESTED AT 200 PSI FOR 2 HOURS. I IF NO,STATE REASON DRY PIPING PNEUMATICALLY TESTED El YES I Z NO I N/A EQUIPMENT OPERATES PROPERLY 0 YES I El NO I-- DO YOU CERTIFYAS THE SPRINKLER CONTRACTOR THAT ADDITIVE AND CORROSIVE CHEMICALS,SODIUM SILICATE OR DERIVATIVES OF SODIUM SILICATE BRINE,OR OTHER CORROSIVE CHEMICALS WERE NOT USED FOR TESTING SYSTEMS OR STOPPING LEAKS? Z YES f_1 NO TESTS DRAIN I READING OF GAUGE LOCATED NE-AR I RESIDUAL PRESSURE WITH VALVE IN TEST 5 TEST SUPPLY TEST CONNECTION qPS11 I CONNECTION OPENED WIDE q()PSI UNDERGROUND MAINS AND LEAD IN,CONNECTION TO SYSTEM RISERS FLUSHED BEFORE CONNECTION MADE TO SPRINKLER PIPING VERIFIED BY COPY OF THE U FORM NO.85B El YES 0 NO' OTHER EXPLAIN' FLUSHED BY INSTALLER OF UNDERGROUND - BY OTHERS SPRINKLER PIPING El YES Z NO BLANK TESTING NUMBER USED I LOCATIONS: NUMBER REMOVED GASKETS 0 DO YOU CERTIFY AS THE SPRINKLER CONTRACTORTHAT WELDING PROCEDURES YES ❑ NO COMPLY WITH THE REQUIREMENTS OFATI EASTAWS D10.9, LEVEL AR-3 DO-YOU CERTIFY THAT THE WELDING WAS PERFORMED BYWELDERS QUALIFIED YES El NO IN COMPLIANCE WITH THE REQUIREMENTS OF AT LEAST AWS D10.9, LEVEL AR-3 WELDING DO YOU CERTIFY THAT WELDING WAS CARRIED OUT IN COMPLIANCE WITH A DOCUMENTED QUAUTY CONTROL PROCEDURE TO ENSURE THAT ALL DISCS ARE RETRIEVED,THAT OPENINGS IN PIPING ARE SMOOTH,THAT LAG AND OTHER WELDING RESIDUE ARE REMOVED,AND THAT THE INTERNAL DIAMETERS OF YES 0 NO PIPING ARE NOT PENETRATED CUTOUTS DO YOU CERTIFY THAT YOU HAVE A CONTROL FEATURE TO ENSURE THAT ALL [DISCS) CUTOUTS (DISCS)ARE RETRIEVED YES ❑ NO HYDRAULIC NAMEPLATE PROVIDED IF NO,EXPLAIN DATA 0 YES ❑ NO NAMEPLATE I I DATE LEFT IN SERVICE WITH ALL CONTROL VALVES OPEN: REMARKS NAME OF SPRINKLER CONTRACTOR North East Fire Protection Systems,Inc. TESTS WITNESSED BY FOR PPROPE ITYOWNER(SIGNED) TITLE DATE SlIGNATURES FOR SPRINKLE CONTRATO (SIGNED) TITL DATE 7/0 ADDITIONAL EXPLANA-RON AND NOTES 35A BACK Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date I re es ece' ed: Queensbury Building& Code Enforcement A,nspection : tn/p epart: t a m 742 Bay Road, Queensbury, NY 12804 Intor's Initi s: NAME: `�,1 1 PERMIT#: = = LOCATION: + INSPECT ON: �'_a TYPE OF STRUCTURE: �L � � — Y N /A Framing COMMENTS Jack Studs/Headers E rlJ(__11 Vz,F V_QI_b Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. j� I� Notches/Holes/Bearing Walls Ol3Q.— Metal Strapping for Notches Top Plate 1 %2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2,3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspecti on.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 a MAP REFERENCES: Z LEGEND: MAP OF LANDS OF J o Z v Z WALTER & HELEN DOMBEK _' pz O CIRF = CAPPED IRON ROD FOUND U o DATED APRIL 13, 1992 O IL IRF = IRON ROD FOUND BY COULTER & McCORMACK = UTILITY POLE LICENSED LAND SURVEYORS # = LIGHT POLE E� a v z Q TyC = FIRE HYDRANT �"" MAP OF A SURVEY OF THE LANDS OF ASHTON B. SMITH D4 = WATER VALVE DATED AUGUST 5, 1964 9 �- = GUARD RAIL . ' • \\ . ' BY JOHN B. VAN DUSEN o cBp = CATCH BASIN �, / �j s690 _ 0 0 0 W ® = MANHOLE OO � � � ,�. , LANDS N/F OF p � \ o © = VAULT ��, // TOWN OF QUEENSBURYto p.¢s, F DEED REFERENCES: —� = SIGN ,�� I �, �. ,�., N ... d• = BOLLARD 806/179 WALTER DOMBEK ,/ , / a � GAF � Z TO WALTER & HELEN DOMBEK DATED NOVEMBER 21, 1990 X� P pF 0 ! ; IN BOOK 809 PAGE 313 6 fo yZ� , , ��� / ' AREA k' ooQ / . 213, 101 sq. ft. NIAGARA MOHAWK POWER CORP. LOWES PLAZA G/� cBo \ 4.89 acres TO / ' WALTER DOMBEK , / � , , w o• DATED OCTOBER 4 1991 ' IN BOOK 839 PAGE 95 ,' � %' z h ' CBO O CDs \ cB n � � W a CBO z > a . / 4S W y 46- AsALr SURFACE4-4 IAJ O 0 O _ 45ph4 0 00 CBO �T S CBO ' Nto fr O g 40 . . . Jtf!/ / i,! i / ROE to N 62-00-E CN \ 229.28' C4Q N 01 v�OC.h'// / •.�/ / / �% / Z Fo N 148.59 \\ \ 'Y 90 as2 ' ROE /�/ i J `,° r,'r/ J/'! /-�'✓ r, i / f ' joo 3 Z 3r' 4 ti p0%Y �_o' lull rk v o F W F Lo Lo CONc N • Jai# � �ry C� j' 4sA)44 44* S(6NC f # - IV 40 op �G�4 *offwil 1044 CQ c` � c ko \ 0z O O ^ 00"* CRF AC� � a) 5/8' IRE +) V 1 I HEREBY CERTIFY THAT THIS MAP WAS PREPARED (J4 FROM AN ACTUAL FIELD SURVEY. z- C THIS GERTIFIGATION SMALL RUN ONLY TO THE PERSONS FOR WHOM THE SURVEY WAS PREPARED. AND ON THEN a BEHALF TO THE TITLE COMPANY. GOVERNMENTAL AGENCY \ \ '7 AND LENDING INSTITUTION LISTED HEREON. a � CERTIFICATIONS ARE NOT TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR SUBSEQUENT OWNERS. �0 CERTIFIED TO, T. HOFFMAN DEVELOPMENT CHARTER ONE BAND ,NA., ITS SUGGE55OR5 m to AND/OR ASSIGN ` ®F INE,Nr \\ \ MONROE TITLE TION Da,1a OCTOBER 1%2002 CERTIFIED�EN'� �' ' Bcws T-50' MATT" C. $TEVES Y 135 DATEDs JANUARY 5. 2004 MAY 2G, 2004 IJ 1 JANUARY 1% 2005 \ \ \ SHEET 1 OF 1 DOMBEK D-602 DWG. NO. 02290-A5BULT 59-1-13/296.20-1—2 .12/27/2004 MON 13'56 FAX 516 E69 3574 HOFFMAN OAR WASH NOitiEEKINo DESIGN PROFESSIONALS (140(flOEE" K11410 w r-*val 4 w %a,&- -- , consulters]Engineers P.O.BOX 575,'FREEPORT,MAINE 0A032 - (2071865-9505 RECEIVED DEC 2 04 TOWN OF QUNSBURY Stractural Vinal Affidavit BUILDING AND CODE TO: Mr.Dave Hatull Queensbury RY'Building Inspections Office 7,12 Bay Road - qutwsbury,NY 128044902 Dme: Da=mber 23,2004 I ceAJyy that 1,and ray authofized representative,have inspected the.work associated with The now r-joffman iftTy Lube f Car Wagh locat6d on Quaker Road,Quearsbury on several occasions duxing conouction.To the best d mykno-fledge,information and belief,the work-has been done ir.codormance with the permit and plant;appmvc�d by the Town of Queensbury Building Inspections office and with the provisions of the Wow YoLk State Building Code,and all other peftent laws,regulations and ordinances_ Larry WichroskL P,F,. N.Y.Ae.,gistration#071335 End*ee d1w-Design Professiomb Comp any P.O.Box 575,Frcqxvr,NIB 04032 ism 1 Addresiq L (207)$659505 .Y.Professional En&ft-d ag Said Phone OC A " . MAU wiz- 4 r NumW FDY 4 i - -- � .. d�.� •ate pit �,��'��' ?' �'� ,*4 3-04 'a!?� IN fit• _ „� � la, ��.Oro P' Apt a 14"exe, bo'7'f gyp, t wB l 60kaff k1og L 127 r t. TOP'• PL40K W-AL Job NO; up 1 1 f'-%(; l lti'RO"�� EDP c fb.lot sn� 1 � i t i t� s 9 W11 35 13 � 4 I av-�-. Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection,request received: Queensbury Building&Code Enforcement Arrive: la le airi/pm Depart:-arfVpm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: (1;&' NAME: n2 - PERMIT#: LOCATION: C C's INSPECT ON: TYPE OF STRUCTUR-13-:` Y N N/A framing COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate I Y2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2,3 hour Fire wall 2, 3 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side '/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade 1-:\SucHemiiigway\Building.Codes.InspectionSORMSTrarning Firestopping Inspection Report.doc January 28,2003 Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518)745-4437 Fire Marshal's Inspection Report Request SCHEDULE Received: t f Permit# © ` INSPECTION ON: O V Name: c Aa � S' 3 C� `� PM ANYTIME Location: APPROVED N/A YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE`:. MAIN AISLE WIDTH SECONDARY AISLE WIDTH P� £ EXIT SIGN-NORMAL EXIT SIGN-BATTERY f EMERGENCY LIGHTING � FIRE EXTINGUISHER HUNG ,�`s FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS try l Svc s a t S ISLAND _ HOOD INSTALLATION INTERIOR FINISHES STORAGE COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL t c ELECTRIC WIRING ENCLOSED J h � COMBUSTIBLE WASTE ` y�Z L , C",ty o r. VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS t`���c. ►� �. -� t ii�o i�f S' NO SMOKING SIGNS T c.,r.,. c D S y � MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN L&..j 1qc i C- YVV14J LS b� OK THIS DATE F CO N T OK INSPECTED BY COMDEVIC HRISJIWORD/LETTERS20011FIREMARSHALINSPECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Commercial Final Inspection Report c Office No.: (518)761-8256 Date Inspection requ6estye el�vcd: Queensbury Building&Code Enforcement Arrive: pm Depart: �,A pm Is. 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: t­ NAME: CM 1ZD6 PEPPR1kT4TT LOCATION: DATE.--' COMMENTS: Y N NA Chimney/"B"Venf Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior Exterior Guardrails 42 in.Platform/Decks Interior Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in,/Step Risers 711/Treads 1111 Vestibules For Exit doors>3000 sq. ft. All Doors 36 in,w/Lever Handles"/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site OilTurnace Shut Off at Entrance to Furnace Area Stoclaooni/Storage/Receiving/Shipping Room(2 hr.), I V2doors >10%> 1000 sq.ft. 1/4Hour Corridor Doors&Closers Firewalls Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers Fire Doors Ceiling Fire Stopping, 3,000 sq. ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible -Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Accq5_s_All Sides by 20'/Driveable Surface 20'wide. N C) Oka To Issuj TeT 9 n p or PermanenMO Okay To Issue V_ Last printed 6/3/2003 9:27 AML:\PaniW\Building&Codes\Commercial Final Inspection Report.doc Commercial Final Inspection Report Office Nii (S 18)761-8256 Date Inspection re ue receiv d: Queensbury;Building&Code Enforcement Arrive: p Depart: a pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initial . NAME: 01, ) CAS PE #: �I LOCATION: - DATE: COAEMNTS: Y N NA C, Chimney/"B"Vent/Direct Vent Location � ' ► 1� c—A 916zpa Plumbing Vent Through Roof 6"/Roof Complete � �� Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—3 8 in./Step Risers 7"/Treads 11" t Vestibules For Exit doors>3000 s .ft. `G All Doors 36 in.wlLever Handles/Panic Hardware,if required V, Exits At Grade Or Platform 36 w x 44" 1)/Canopy or Equiv. vT Gas Valve Shut-off Exposed&Regulator 18" .Above Grades Floor Bathroom Watertight/Other Floors Oka ( e _ Fc g-...icy Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum 1 Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Supply for Occupancy./Ventilation Combustion ti��CR� �1✓tti����WJ Low Water Shut Off For Boilers Gas Furnace Shut Off Within.30 ft.or Within Line Of Site Oil•Furnace Shut Off at Entrance to Furnace Area Stoclo•oom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors f >10%>1000 s .ft. �J 3/4 Hour Corridor Doors&Closers - Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dam'•ers/Fire Doors 'Ceiling Fire Stopping, 3,000 s .ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 2V Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks./Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handica ed Service Counters,34 in., Checkout 36" Handicapped Ram /Handrails Continuous/12 in.Beyond Active Listening System and Signa e Assembly Space Final Electrical Site Plan/Variance required Final Surve ,New Structure/Flood Plain certification,H req... As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler - u' in ce 1 Sides by 20'/Dr' le Surface 20'wide ka To Issu Te r Permanen C/O O y o ssue C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection IBeport.doe Town of Queensbury Fire Marshals Office 742 Bay Road Queensbury, NY 12804 -4437 Phone (518) 761-8205 Fax(518) 7451 Fire Marshalls Inspection Report Request SCHEDULE Received: Permit# INSPECTION ON: Name: &.9 0 40M Aksj-1 0 AM PM ANYTIME] Location: Qu_k. �yl APPROVED N/A. YES NO COMMENTS EXIT ACCESS x EXIT ENCLOSURE X, EXIT DISCHARGE MAIN AISLE WIDTW X SECONDARY AISLE WIDTH LIM k� e4w� WAw EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING 0- FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN Zu�J '.� O (��,( - FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS ISLAND (2DFY op k�� HOOD INSTALLATION X, INTERIOR FINISHES STORAGE Ix COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED xjJ COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE f�o I Tj� F.D.SIGNAGE-UTILITY ROOMS _X NO SMOKING SIGNS ?/at� MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN nn O'�7 OK THIS DST OK FOR 90 IN#!fCTED BY U COMDEV/CHfUSJNVORDILETTERS2001/FIRE MARS HALINSPECTIONREPORT1 1022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Town of Queensbury 40A r cl 0 Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518)761-8205 Fax(518) 745-4437 Fire Marshalls, Inspection Report ILL- Request SCHEDULE Received: —Peninit#- doo INSPECTION ON:. Name: too x 00 AM ANYTIME Location Q&(/-Q46 ra I APPROVED -N to YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH 114 5LI(r,�QJ� 1� k"ec � ! , SECONDARY AISLE WIDTH EXIT SIGN-NORMAL cz,1 C� ✓6 I�U' YI )r EXIT SIGN-BATTERY EMERGENCY LIGHTING FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO x FIRE ALARM SYSTEM C4,1 A FIRE ALARM -FAN SHUTDOWN � FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS14[-Q , ISLAND HOOD INSTALLATION INTERIOR FINISHES STORAGE COMPRESSED GAS F7,4 b- WA)"P-� (Syt),6 0 CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL '-ELECTRIC WIRING ENCLOSED— can COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS AJ 0 MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN ULW Ae,- ok a/,q )5 4 �l 0 tj OK THIS DATE OKFORCO NOT OK L -MSPECTED BY COMDEVICHRISJMORD/LETTERS20011FREMARSHALINSPE\S riONRE190RT1 1022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Commercial Final Inspection Report Office No.: (S 18)761-8256 Date InspeA. - 742eiv d: Queensbury Building&Code Enforcement Arrive: Depart: a pm Bay Road, Queensbury,NY 12804 Inspector'sNAME: \A0 yl jA R of CKP" 1)F PE �- 15417 LOCATION: �'� i1+R DA — v COMMENTS: Y N NA CU CC3 Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete � �\ Exterior Finish Grade Com lete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Q)- �- Stair Handrail 34 in.-38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. ��J'�rc All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. hti"C' � Gas Valve Shut-off Exposed&Regulator 18")Above Grades Floor Bathroom Watertight/Other Floors Oka 'LE�j�V'ot__ Vt9_13Vq Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum a. Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System C)t Fresh Air Supply for Occupancy/Ventilation Combustion CIZ'L Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stoclaoom/Storage/Receiving/Shipping Room(2 hr.), 1 '/z doors. J > 10%> 1000 s .ft. �f '/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors 'Ceiling Fire Stopping, 3,000 s . ft.Wood Frame . Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ram /Handrails Continuous/12 in.Beyond Active Listening System and Signa e Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if reg. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Vu' . ce ll Sides by 20'/Dr' le Surface 20'wide Oka To Issu Te r Permanen CIO O a o ssue C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Commercial Final Inspection Report Office No.: (518)761-8256 Date Arrive: u? Inspeetio request received: Queensbury Building&Code Enforcement 'IS am/pm Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME: A-4-rf\0VY-\ PERMIT LOCATION: - aC,2fp(',-) DATE: — COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior BaIlistdrs.4 in. Spacing Platform/Decks Stair Handrail 34 in,—38 in./Step Risers 711/Treads 11 Vestibules For Exit doors>3000 sq.ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44'7.(l)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay. Relief Valve,Heat Trap/Water Temp.110 Degrees Maximuth Boiler/Furnace Enclosure I hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), I V2 doors---'*-,'-',, > 10%> 1000 sq. ft. C4vl 1/4Hour Corridor Doors&Closers Firewalls Fire Separation,2 Hour, 3 Hour.Complete/Fire Dampers Fire Doors f 'Ceiling Fire StMing, 3,000 sq. ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24", V11 Smoke Vents Or Fan,if required 4eA Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage JMAZ Z14 SO Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handica ed Ramp/Handrails Continuous/12 in.Beyond Active Listening System and Signage Assembly Space V4 Final Electrical J-55vej; Site Plan/Variance required frile Final Survey,New Structure/Flood Plain certification,if reg. I/ la'./-, As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 201 wide /V"/ e� Okay To Issue Temp. or Permanent CIO Okay To Issue C/C 0^ Last printed 6/3/2003 9:27 AML:\PaznW\Building&.Codes\Commercial Final Inspection Report.doc Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r uest ecei 4 Queensbury Building& Code Enforcement Arrive: arn/p epa am/pm 1 742 Bay Road, Queensbury, NY 12804 Inspector's tial NAME: —"i72'I iu, Caj�-"4k PERMIT#: LOCATION: &50V INSPECT ON: QIf — TYPE OF STRUCTURE: ('MV \L y N IN/A Framing COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 V2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,'2,3 hour Fire wall 2, 3, 4 hour -Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side V2inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LAS uel-lerni ngway\B u i Id ing.Codes,Inspec ti on.FORM ST,raining Firestopping Inspection Report.doc January 28,2003 06 Framing / Firestoppirig Inspection Report Office No. (518) 761-8256 Date-Inspection re e re * ed:IL Queensbury Building&Code Enforcement Arrive: '10 epart.-16=t-_. am,.,.-' 742 Bay Road, Queensbury, NY 12804 lhspe�ctor's Initi NAME: NX PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCT raming y 14?;/A COMMENTS Jack c�Stu( Studs Headers Go\_�tjt� Bracing l Bridging YC' Joist hangers V/ Jack Posts/Main Beams Exterior sheeting nailed properly C> ESQ 12"O.C. Headroom 6 ft. 8 in. (-c Stairwells 36 in. or more Headroom 6 ft. 8 in. fNo vo U�0'b V� Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate IY2 (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall C' Fire separation 1, 2,3 hour Fire wall 2, 3, 4 hour �kvl\ Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side Y2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LAS ue Hernin_g_,xvay\13u i Id ing.Codes.Inspection.FORM ST-rarnin g Firestopping Inspection Report.doc January 28,2003 Framing / Firestoppi`ng Inspection Report Office 1,.To. (518) 761=8256 ]Date Inspection rcquest, i,-Q, - - Queensbury Building 8z Code Enforcement Arrive: N a pa 742 Bay Road, Queensbury, NY12804 Inspector:, TrI I tia NAME: )A TYPE OF S-rP-UC-rTJI-'-E: Y � to COMMENTS Framing Jack Studs /I-leaders Bracim-- Bridging x V-' Joist hangers �C- Jack Posts / Main Beams Exterior sheeting nailed properly 12" O.C. I-leadroom 6 ft. 8 in. Stairwells 36 in. or more C—N Headroom 6 ft. 8 in. Notches / Holes / Bearing Walls Metal Strapping for Notches Top Plate 1 '/2- (w) 16 gauge (8) 161), nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall N� KV- Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side V-� inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space / Bedrooms 24 in. (14) 20 in. (W) 5.7 sf above /below grade 5.0 sf grade L.\SucHernizigNvay\Building-C-odes.Inspcetion-FC>RMS\Framing Firestapping Inspection Report.doc January 28,2003 Septic Inspection Report Office No. (518)761-8256 Date Inspection requ r c reqr u r c e Qu'eensbury Building&Code Enforcement Arrive: P epart: n-o 742 Bay Rd.,Queensbuny,NY 12804 Inspector's Initi s- p NAME: P IT NO.: S 0 PE N. LOCATION: SPECT ON: Ll RECHECK, Comments and/or diagram Soil Type: Sand Loam Clay Type of Water: Municipal/Well Water Waterline separation distance Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench. ft. Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Size 'Type Building to tank Tank to Distribution Box Distribution Box to Field,/Pit Opening Sealed: Y/NI Partial Location/.Separations Foundation to tank Foundation to absSLrption Separation of Pits ft. Conforms as per Plot Plan Y_N Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Status: Approved artial Approved and needs to be re-inspected,please call the'Building&Codes Office Disapproved LASuellerningway\Building.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 Framing /Firestopping Inspection Report Office No. (518)761-8256 Date ins ection re est ecei Queensbury Building&Code Enforcement Arrive: OCR p D r a 742 Bay Road,Queensbury,NY 12804 Inspector's Initia NAME: rye PERMIT#: LOCATION: INSPECT ON: -0 TYPE OF STRUCTURE—: Y N 1A COMMEN S rammg &L)SSd2E�:� V .lack Studs Headers Bracing Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.G. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate I V2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft, floor trusses —Anch-o'rBolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4 hour Firestopping Penetration scaled 16 inch insulation in cavity min, Garage Fire Separation House side V2inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHerningway\Bui1ding,Codes.Inspection.FORMSTraming Firestopping Inspection Report.doe January 28,2003 4 Framing /Firestopping Inspection Report Office No. (518)761-8256 Date Inspection requ P eceiv /C) Queensbury Building&Code Enforcement Arrive: a M D �a�4�p 742 Bay Road,Queensbury,NY 1.2804 Inspector's Initi s- NAME: PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE—: Y N N/A Framing COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate I V2 (w) 16 gauge (9) 16D nails each side Draft stopping 1,000 sq.ft. floor trusses Anchor Bolts 6 ft, or lesson center I d snow shield 24 inches from wall Fire separation 1,2,3 hodr Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 1/2inch or 5/8 inch Type X 'Garage side 5/8 inch Type X Ceiling1wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sfabove/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\FramingFirestopping Inspection Report.doc January 28'2003 Rough Plumbing 1 Insulation I spection Report Office No. (518)761-8256 Date Inspection re est re C Queensbury Building&Code Enforcement Arrive: 2; a anKm 742 Bay Road,Queensbury,NY 12804 Inspector's Initial - .- NAME: PERMIT #: y LOCATION: INSPECT ON: (p TYPE OF STRUCTURE: 6�tL 134--K Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents 'Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plates 1 % inch min.Drain Size Washing Machine Drain 2 inch min. He aGr�u ly`�' rain and Vents 5 PSI or 10 feet shave est nection f utes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent, Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces r Combustion Air Supply for Furnace Duct work sealed propeLly/No duct tape COMMENTS: ` ;C 1 cA Flo 4 c.._ L:\SueHemingway\Building.Codes.Inspection.PORMS\Rough Plumbing Insulation Report.doc November l 7,2003 Rough Plumbing 1 Insulation Inspection Report Office No. (518)761-8256 Date Inspection request rece* Queensbury Building&Code Enforcement Arrive:Inspection r que e 742 Bay Road, Queensbury,NY 12804 Inspector's Initi s- NAME: ERMIT#: LOCATION:" \Jv - CZ?Lae- INSPECT ON: TYPE OF STRUCTURE:' Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. bing Vent/Vents in Place IN%ugh Plumbing/Nail Plates tl % inch min.Drain Size Washing Machine Drain 2 inch min. (,4\ Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPVC,Pex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly No duct tape COMMENTS: L:\SueHemingway\Building.Codes.inspection.FORMS\Rough Plumbing Insulation Repott.doe November l7,2003 Framing/Firestopping Inspection Report Office No. (518)761-8256 Date Inspection request eived: Queensbury Building&Code Enforcement Arrive: pm 742 Bay Road, Queensbury,NY 1.2804 Inspector's Ini 1 NAME: PERMIT#: INSPECT ON: LOCATION: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 V2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq.-ft, floor trusses Anchor Bolts 6 ft. or less on center 1�aand snow shield 24 inches from wall Fire separation 1,2,3 hour Fire wall,2, 3,4 hour Firestopping Penetration sealed I V 16 inch insulation in cavity min. Garage Fire Separation House side V2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in.(W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\FramingFirestopping Inspection Report.doc January 28,2003 Foundation Inspection Report Date Inspectiorec ' :enforcement Arrive: �c tDepart: a �v Y 12804 Inspector's Inic<F A;-d R W;tiTION: ,l d "- fYPE OF STRUCTURE: Comments Y N N/A Footings. ; Piers ; Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from.freezing for 48 hours following the placement of the concrete. Materials for this,purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing mil of for wet areas under slab ckfill Approval \ Or Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior ' R- Rough Grade 6 inch drop within 10 ft. . L:\.SueHemingway\Building.Codes.Inspection.FORMS.Foundation Inspection Report doc January 28,2003 n Foundation Inspection Report Office No. (518)761-8256 Date Inspection re est r ceiv Queensbury Building&Code Enforcement Arrive: m/pm Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia P. NAME: ' 1 PERMIT#: LOCATION: INSPECT ON: � TYPE OF STRUCTURE: r Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour enforcement in Place 1 � ,i,vA42 Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 1.2 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Bui]ding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 c1b It"'MC) 857-M M Framing /Firestopping Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/p epart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME: PERMIT#: oti�l�1 � LOCATION: I01 K C7: INSPECT ON: TYPE OF STRUCTURE: Y N NIA COMMENTS arcing . Jack Studs Headers Bracing Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8-in. Stairwells 3 6 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 Y2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses, Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,2,3 hour Fire wall.2(3 A hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side Yz inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin&all Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above I below grade 5.0 sf gr de L:\SueRemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doe January 28,2003 { Foundation Inspection Report 7 Office No. (518)761-8256 Date Inspection es re eiv d: Queensbury Building&Code Enforcement Arrive: ' a' Depart: ;; a 742 Bay Rd., Queensbuiy,NY 12804 Inspector's hiiti -� 0 SLR NAME: ✓ IT#: 3 LOCATION: MPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. F /Wallpaur V4,i-r> Reinforcement in Place Foundation Dampproofingc� Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior l Exterior R- Rough Grade 6 inch drop within 10 ft. L:ISueHemingway\BuiIding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 29,2003 �1 Framing /Firestopping Inspection Report Office No. (518)761-8256 Date Inspe tion request received: U Queensbury Building&Code Enforcement Arrive:JIam/pm Depart: am1 n 742 Bay Road,Queensbury,NY 1.2804 Inspector's Initials: NAME: 0 th4 0A 0,N Cyr` PERMIT#: t? ' LOCATION: 1,�e Sr— INSPECT ON: TYPE OF STRUCTURE: Y N 'N/A COMMENTS raming Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed.properly 12"O.C. Headroom 6 ft. gin. � : Stairwells 36 in. or more Headroom.6.ft. 8 in. Notches/Holes I Bearing Walls Metal Strapping for Notches Top Plate 1 %2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 11/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin /wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W ) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing /Firestopping Inspection Report (D.A-1 Office No. (518) 761-8256 Date Inspection reou t receive Queensbury Building&Code Enforcement Arrive: fn/p De a a In 742 Bay Road,Queensbury,NY 12804 Inspector's Initi s: l NAME: r S - PERMIT#: LOCATION: INSPECT ON: e 3 TYPE OF STRUCTURE: � i y � /A COMMENTS Jack Studs/Headers PIC-4 Bracing/Bridging Joist hangers Jack Posts/Main Beams 17EA4i-7- Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. �� b Stairwells 3 6 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 'l2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1,2, 3 hour Fire wall.2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side%2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMSTraming Firestopping Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection Tequel Xec /3 )-a"-4, in Queensbury Building&Code Enforcement Arrive: 0_1 Depaj: JdLj��m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initial NAME: PER MIT#. 0 'LOCATION: V 5 A`)1 INSPECT ON: TYPE OF STRUCTURE: A Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. V Foundation/Wallpour vDAIL Reinforcement in Place �bylv, Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior 1 Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemfngway\Building.Codes.Inspection.FORMS\Foundation Inspection Reportdoc January 28,2003 t Foundation Inspection Report -7)Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/� epart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials. NAME: �, PERMIT#: LOCATION: INSPECT ON: —)-7 Q U TYPE OF STRUCTURE: o CX, Comments Y N N/A Footings Piers Monolithic Slab enforcement in Place ,� � The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R-- Rough Grade 6 inch-drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Reportdoc January 28,2003 Foundation Inspection Report Office No. (S 18)761-8256 Date Inspectio$reqt ed: Queensbury Building&Code Enforcement Arrive: Depart , anal742 Bay Rd., Queensbury,NY 12804 Inspector's Ini NAME: PERMIT#: �� LOCATION: > INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement ' C of the concrete. i Materials for this purpose on site. Foundation/Wallpour . Reinforcement in Place VZE Foundation Dampproofing � �-- . Foundation/Waterproofing -- Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\roundadon Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection re e rece' e 0 Queensbury Building&Code Enforcement Arrive: a p Depart/ 742 Bay Rd., Queensbury,NY 12804 Inspector's Ina s- NAME: RMIT#: LOCATION: s— SPECT ON: &dh 3 GU�f TYPE OF STRUCTURE: et-;) Comments Y N N/A footings Piers onolithic Slab R rt orcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this p ose on site. � Foundation/Wallpour, Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 4 Foundation Inspection Report Office No.,(518)761-8256 Date Inspection req r ceiv d• C3 Queensbury Building&Code Enforcement Arrive: afi.Upm Depart: anjCpm 742 Bay Rd., Queensbury,NY 12804 -, p`ectorvs Initials:: fir--'" NAME: L-J)k PERMIT#: LOCATION: r:r-' INSPECT ON: 2� d TYPE OF STRUCTURE:• /; ( ;' f; �{ Comments Y /N N/A Footings ; Piers Monolithic�Slab Reinforcement in Place The conQetor is responsible for f C providing protection from freezing for 48 hours following the placement of the concrete. � Materials for this p os qn site. Foundation/Wallpour °.� Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing K 6 mil poly for wet areas under_slab Backfill Approval Plumbing Under Slab `.\ PVC/Cast/Copper Foundation Insulation Interior!Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingwayV3uilding.Codes.Inspection.FORMSU�'oundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection reque ec ve Queensbury Building&Code Enforcement Arrive: —a p t5part: 74213ay Rd.,Queensbury,NY 12804 Inspector's Initi c. NAME: AO-VtYlA n r ik,,� ERmrr#: LOCATION: C INSPECT ON: TYPE OF STRUCT Comments Y N N/A Footings Piers Monol' 'c Slab R i forcement in Place The contractor is responsible for providing protection from freezing kC)0� for 48 hours following the placement of the concrete. Materials for this put pose on site. Foundation/Wallpour Reinforcement in Placed-,-; L— g:kc- Foundation Dampproofing Foundation/Waterproofing Type of Danipproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHomingway\Btiilding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No.(518)761-8256 Date Inspection re est ec Iv d: Queensbury Building&Code Enforcement Arrive: p Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini 'als: NAME: RMIT#: LOCATION: SPECT ON: TYPE OF STRUCTURE: Comments N NIA /ootings Piers j\�- Monolithic Slab 77-5 f Na I VC: Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this p ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Danipproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes.Inspection.FORMS\roundafion Inspection Report.doc January 28,2003 Foundation Inspection Report Office No.(518)761-8256 Date Inspection requ c Queensbury Building&Code Enforcement Arrive: a pm. Depart: !3,'-00aqepm,/ 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initial NAME: RMIT#: LOCATION: SPELT ON: TYPE OF STRUCTURE: Comments e ue q PF r a m 't P PECT Oi�-. Y N N/A Footings Piers / Mon ethic Slab inforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpos e on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection requ r e d: Queensbury Building&Code Enforcement Arrive: prn Depart: a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials. 2 NAME: Tz�-t-A 0,1 -'p C-AZL k A) L-A- R M I FT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings Piers /Ionolithic Slab V Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes,lnspection.FORMS\Foundaflon Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection re uest received- t. Z!h Queensbury Building&Code Enforcement Arrive: * 1 a epari: a m 742 Bay Rd., Queensbuiy,NY 12804 In"SP ector's Initia )ERMIT#: t2 NAJ4 LOCATION: INSPECT ON: TYPE OF STRUCTURE-: M7"'� Comments Y N N/A Footings TI—ers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of 0ampproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Suel-lemingway\Building.Codes.hispection-FORMS\Foundation Inspection ReporLdoc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection requ r cei Queensbury Building&Code Enforcement Arrive: a p epart: a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials. I NAME: ' � _ti . 1 P #: . LOCATION: e3 ''$ INSPECT ON: ~�. TYPE OF STRUCTURE: Comments Y N N/A ootings 1 Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this puTose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet.areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\.SueMemingway\Building.Codes.Inspection.FORMS\roundation Inspection Reportdoc January 28,2003 i� Foundation Inspection Report Office No. (518)761-8256 Date Inspection�re ,stf-ebeivd`d) 2 r Arrive: -/Depart: Queensbury Building&Code Enforcement Arrive: tj 742 Bay Rd,, Queensbury,NY 12804 Inspector's Initia fI NAME: . . .... _ 7 A_,cO�ai� A LOCATION: INSPECT ON: TYPE OF STRUCTURE' Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purp6se on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Danipproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet-areas under slab o� Backfill Approval Plumbing Under Slab PVC Cast/Copper Xmdation InsulatiokUerioL,0jSxterior R-10 Z,ti F Rough Grade 6.inch drop within 10 ft. L:1SueHemingway\]3uilding.Codes.hispectioii.FORMS\Foundation Inspection ReporLdoc January 28,2003 Foundation Inspe�,Report Office No. (51-8) 761-8256 Date Ins-F request y Queensb-u Building&Code Enforcement Arrive: a in epart: 7arn/rc 742 Bay Rd., Queensbury,NY 12804 Inspecto vials: NAME: C�F�t�!"� �. �°I PERMIT#: LOCATION: T INSPECT ON: I Z —17— TYPE OF STRUCTURE: Comments Y N Footings Piers Monolithic Slab } Reinforcement in Place 4 The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofmg I Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump { Footing Drain Stone: 1 12 inch width 6 inches above footing 6 mil poly for wet areas ti er slab Backfill Approval / Plumbing Under Slab PVC/Cast/Copper I Foundation Insulation Interior/Exterior l R- Rough Grade 6 inch drop within 10 LASueHemingway\Building.codes.InspectionYORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection requ r ceiv 01 CII(OA-3 Queensbury Building.&Code Enforcement Arrive: :a pm Depart: Z,e ] V 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi /ERMIT#: C a) NAME: INSPECT ON: LOCATION: I TYPE OF STRUCTURE: LjAdR7— Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials fo, hi. ose on site. Foundatio,(/Wa11polt]&,-,,k_ Reinforcement in Lace Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump, Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior 1 Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Sucliemingway\Building.Codes.Inspection,FORMS\Foundafion Inspection Reportdoc January 28,2003 0� Foundation Inspection Report r Office No. (518)761-8256 Date Ins ection request" ive Queensbury Building&Code Enforcement Arrive: �L a p part: m b NY 12804 Inspector's Initial 742 Bay Rd., Queens ury, NAME: P IT#: ?) LOCATION: SPECT ON: TYPE OF STRUCTURh Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. N,Utdrials for this purpose on site. undation/Wallpour Reinforcement in Place f ? Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior f Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes,Inspeetion.FORMS\Foundation Inspection Report.doc January 28,2003 I , 30 Foundation Inspection Report Office No. (518)761-8256 Date Inspection re s r ed: Queensbury Building&Code Enforcement Arrive: P Depart: a� 742 Bay Rd., Queensbuly,NY 12804 Inspector's hii Is. .... NAME: RMIT IV. D �C� R A(\0\, V-\ 'V k k 9�2n LOCATION- INSPECT ON: TYPE OF STRU CTUR Comments Y N N/A outings<tgs Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this pui pose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Danipproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueMeniingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report doc January 28,2003 Foundation Inspection Report Office No.(518)761-8256 Date Inspection re re ived- Queensbury Building&Code Enforcement Arrive: pin i Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's H al - NAME: a /\/\(A PJ, C,(AC ERMIT#: LOCATION: 14 iL- INSPECT ON: TYPE OF STRUCTURE:' Comments Y N/A ootings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place toundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemfngway\Building,Codes.Inspection.FORMS\Foundation Inspection Repomdoe January 28,2003 Foundation Inspection Report Office No,'(518)761=8256 Date In ection reques Queensbury Building&Code Enforcement Arrive:_ —a p e : �pm� 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial l C--� NAME: C� P #: �J LOCATION: INSPECT ON: -� 3 TYPE OF STRUCT Comments Y N N/A Footings l b4k�%C.... CAP— �'��� Piers Mono ' hic Slab c � forcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement '�� C,of the concrete. ���Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation./Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection,FORMS\Foundation Inspection Report.doc January 28,2003 ` Foundation Inspection Report Office No. (S 18)761-8256 Date Inspection re s r ceiv d: Queensbury Building&Code Enforcement Arrive: m/p Depart: T / 742 Bay Rd., Queensbuty,NY 12804 Inspector's Ini Is: �J c:>&3—Sr 3 Nam: d,s RMIT#: LOCATION: SPECT ON: TYPE OF STRUCTURE: ut Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. , Materials for this purpose on site. Foundation/Wallpour ,- i Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHeiningwayB uilding.Codes.Inspection.CORMSToundation Inspection Report.doc January 28,2003 r) 00 Foundation Inspection Report Office No. (518)761-8256 Pate Inspection request received: Queensbury Building&Code Enforcement Arrive: 11 iO am/pm . Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: a ox PERMIT LOCATION: Y—A -e/v- INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A 400tings Lu L Piers C1 Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Darapproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper � ndation Insulation Interior Exterior R- I() - Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\]3uilding.Codes.hispection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection reque, eMell? Queensbury Building&Code Enforcement Arrive: " ",icv a ,'! % Depart:'�� a in 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi NAME: Y RMIT#: r LOCATION: INSPECT O •--- TYPE OF STR U C o m/ens Y N N/A Piers r -k Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. C, 9 Foundation/WallpourJ Reinforcement in Place �'" ' `Z -� Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHen ingway\Buiiding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 3D Foundation Inspection Report Office No. (518)761-8256 Date Ins e tion mquest r t d: _ Queensbury Building&Code Enforcement Arrive: am/ part: 742 Bay Rd., Queensbury,Nip 12804 Inspector's Initials- NAME: ERMIT#: LOCATION: INSPECT ON: � TYPE OF STRUCT . Comments Y N N/A ootings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:i.Suel-IemingwayU3uilding"Codes.Inspection.FORMS\'oundati.on Inspection Report.doc January 28,2003 L � Q, Foundation Inspection Report Office No. (518)761-8256 Date Inspection re es recei d: Queensbury Building&Code Enforcement Arrive: p Depart: in 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials- ERMIT#:NAME: En 3—SZ/ LOCATION: INSPECT ON: (D TYPE OF STRUCTURE: (:MV Comments Y N N/A 'Foot, lngs Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. V/ Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump. Footing Drain Stone: 12 inch width 6 inches above footing 6 mil of for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codcs.Insper,tion.FORMS\Foundation Inspection Report.doc January 28,2003 Complaint/Investigation cl Inspector's Report Building& Codes Office Dept. of Community Development 742 Bay Road Queensbury,NY 12804 Date Received 20 Time IDComplaint Name Cfkf f ti - Phone# Anonymous Complainant s f Nature of Complaint: ; . J aa i0V Al t f rf� Pro"Dertv Location; f {wvnerfftnant of property: f Investigation on: 920 By: 77FM Findings/Remarks: Disposition: No apparent Violation, no Action Required: Order to Remedy Violation (sent)_ ,20 Court-Appearanee Tieket (served) ,24 Complaint Abated ,20 FAX NO. 207 965 95015 Jan. 26 2005 05:47prl P2 ENGINEERING DESIGN PROFESSIONALS Consulting EFIRIneen P.O.Box 575,Freeport,Maine LUW2(207)965-95-05' INSPECTION Rt'PORT MP.DATE: Aug=2f,,2OW PROJECT N.4NM ffoffimnlil Lub�&Car Wash PROJECT LOO Queensbury,N.Y. ITY PROJECT No: 01503 INSPECTOR: L.Wichroald,PX- COAULETION OF STRUCTURE; -M&wrjv Walls we up and complete everywherc except the front wall(street side)of the.,Tiffy Luln. Roof .structure and rooftg is installed eywrwhcre except Jiffy.Ltibt. kcinfbrciag and form work for all.;Iabs-on- p2de have,been plao-ed for my inspwtian%. Re:1nfb=aient and form work of structural slab at Jiff'Lube has bom plusd for my inspection.' Jiffy Lube Slab: 1. Bottom bars left(street to yo-ar back)of left lift opening come 12 inQhes short of opening edge. Superintendent was informad and began adding tied reinf6rcing to convetwuation. 2- Verdeal,dow4s(6-46)needed at intmior masonry piers. Superintendent was infonned and Crow began epm\,y grouting dowels into concrete. 3. Longitudimt bottom reinforcing needed to.be extended to-ward foundation Nk%lls of overhead doors. SuptAntendent was informed and began adding tied reinforcing to correct situation. Vertical dowels fforn fouadafion wall that extend into masonry wall along 091-4mil grid B-2 were not ant. SuperintendentWas instructed to epoxy grout 3"-6"long dowels at least'6"into foundation wsdl at 0 vertical reinforcing shown on plans All other visible slab raintormnent and constkuxlon was comulated per plans. T/TJ WdLE:80 SOOZ 9E L.*f E88Z6.LF8TS 'GH XUA iwi WMU e � 5L.io AL W Q L- we - �A � I Al x en r q i * . VIS AV - R ' i-IA-.. WAU. bI.OGf�li3dn "c 'r ff.'iltG. . A WAjL ` t - •2�4• �Y1tt�S Y"� 'PsYft- 44o F t'" -P Job N . Name: =EDP P+f3.��s��, Fr�zpo�rt,Mamie i2 �3A' AS - r� lop IZ 0- cow X 093M pF+,,, '- '! W ,�,1t's�-tom - i- ��'�.���}�*�.. � }�C�s fi►+Lt� ;Z.K 0 eta L.it{>�(p41M�t.a It K5 Amisivel-5 La Cl- ENCtNRWMWC-BgS%gN IrROMM,MONALS C �� �--- -- F.a�.Sox F�are�g � .ns Ito, fi PLAR 6"5 r3eroup ' _ �� Via. A,32fi - WIZ JrA Mr. i E?jGVJEMNG OESIG14 PROFFS 0NALS site: Sol EDP PWMA .% . Rough Plumbing / Insulation Inspection Depart Office No. (518) 761-8256 Date Inspection request ce' ed:. Queensbury Building&Cade Enforcement Arrive: pm e rt: , am/0 742 Bay Road, Queensbury,NY 12804 Inspector's Initi s: c v NAME: �� PERMIT #: LOCATION: INSPECT ON:_ - TYPE OF STRUCT _� _- Y N N/A PVC: R-1,R-2, R-3 R-4,Dr 'n/Vents Cast Iron, o er Drr 1 P14mr6xn ent/Vents m Place ou h Plumbing/Nail Plates 71 1 % inch min. Drain Size Washing Machine Drain 2 inch min. Hea or Air Supply Test Ifain and Vents PSI or 10 feet above highest connection for 15 minutes v�UV Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: {�� / `I 1 tA �3 L:\SueHemmgway\Building.Codes.Inspection.FARMS\Rough Plumbing Insulation Report.doc November 17,2003 1.:rD ENGINEERING DESIGN PROFESSIONALS P.O.BOX 575 FREEPORT,MAINE 041032 I&Les McDermitt 336 Stu Me Street Cropseyville,N.Y. 12052 RE: Hoffman Car Wash Queensbury,New York Dear Mr.McDermitt: Please provide the following information to the town building revicw•er. This includes the Thermal Performance Values required and furnished as well as the Energy Code Calculations. Please note that the energy calculations were only based on the heated 1 air conditioned areas ofthe building as discussed with the binding official. Sincerel --- W1�11Ia i,P THERMAL PERFORMANCE VALUES: WALLS. Required U=0.20 ROOF: Required U=0.05 FOUNDATION WALLS: Required R5 SLAB EDGE Required R5 FURNISHED"'VALUES: Flat Roof Arias (4.5"of insulation at R-9/inch) U=0.024 Pitched Roof Areas(12"High Density Fiberglas insul at trusses) U=0.022 Storefront Entrances U=0.34 SkylightslWindows U=OA4 Exterior Walls-CMU with Foam-In Cores U=0.070 Exterior Walls-CMU with 1.5"Seam-Rigid&Sheetrock U=0.11 Floor Slabs R5 U=om Frost walls(2"EPS insul) R8 U=0.083 Foundation Walls (12"Concrete) R10 FROM Engineering Design Prof. FAX NO. 207 665 9505 Nov. 02 2e03 08:16PM PI Engineering Design Professionals P.O.Box 575 Freeport,Maine 04032 2(rj-865-"05 HOFFMAN CARWASH, Quaker Rosa, Queensbury, N.Y. November 2.2003 1. Snow Loading,Wind Loading and Seismic Loa&nacalculations are included with this letter. 2. We have revised the wall rating from I hour to 3 hour at the wall between the Jiffy lute equipment room and the self,service bays. 3. We have revised the wall rating from 1 hour to 3 hour at the wall between the Jiffy Tube service area and the jiffy tube lobby area. 4. We have revised the wall rating from I hour to 3 hour at the wall between the Jiffy Lube Lobby area and the Laser Wash Day 43. S. We have added a 3 hour rated window shutter at the 12 foot window between the Jiffy Lube Lobby area and the Laser-Wash Bay 43. 6. Detail 3 on sheet A3 has been revised. The height of the masonry fire wall has been extended to the upper roof level. 7. At the Wall Type Legend on sheet A5,the note"3 hr rated wall"has been added below wall types 1,2&3. 8. At the Window Schedule on sheet A5,windows"B"&"C"have been changed to full awning windows. 9. The"R-Value,calculations have been revised to indicate Glens Falls as a location. These are included with this letter. 10. The smoke barrier indicated at the Automatic Car Wash on sheet Al are constructed of V2"fire rated gyp.board with tape and compound over wood roof truss above the ceiling- A note has been added to this.sheet to indicate the construction.' N VV arry A.Wichroski,P, Engineering Design Professionals 1 P.ta Box 575 ��✓✓ Freeport,Maine W32 2�7-$GS-9505 HOFFMAN CARWASK Quaker Road,Queensbury, N.Y. SNOW LOADING CALCULATIONS: LATAONS: Flat Roof Snow Load = Pr = .'7 CG�Ct I Pr = 50.0 psf Exposm Factor C� ._��� Thermal Factor = Cc — 1.0 Importance factor = I = 1, Ground Snow Load = P. — 70.0 psf Sloped hoot Use flat roof leads for design of all roofs. . WIND LOADING CALCULA IONS: •`"' Basic Wind Speed = 'tf mph Building Category Exposure Category — B Importance Factor = Iv, = 1.0 BMW Velocity Pressure = 25.0 psf SEISMIC REVIEW SUMMARY: Site Class — ► Short Period — S� — 0.34 1 Second Period = S 1 — 0.10 Site Coefficient Short= FA _ " . 1.4 Site Coefficient-1 sec.= Tv = 2.4 Short Period Adj. — SMs -- 0.479 1 Second.Period Adj. = SMl — 0.24 pf NEW Short Period = SM — 0.32 �'��aw�cs,►, 1 Second Period — Sni = 0.16 Seismic"Use Group I Seismic De6ign Category(short) — B Seismic Design Category(1 sec) . — C Seismic Des' Category severe) - C � g r5'( Analysis Procedure Used: Simplified.-knalysis using'a flexible diaphragm at f system and masonry shear walls for transferring lateral forces to the faun 'orts. Building Components Subject to Seismic Design Requirements: Architectural.' Interior non-structural walls,building facades,entry structures, storage racks and cabinets,exterior signs and exterior light posts. Mechanical- Life.Safety Compononts. Electrical: Life'Sa*e Components. Plumbing; Ha=dous Materials contaiuers. smw� Aj*A rep WAmi uaenb ''Rti A%pnD sn9e nee lta� • an►n nsi A o4m ta mm'crd tt� emo Str aini ,4 N—4 M�m WW M� t N S + �Ct mil--* I- 'S1t/MKH5i�3Lii9d t+l;2iS 3t# JNft3�Ni'J►�23 cv-�w�Anp crmwsr►s molsuwa 13449 V tw'otpt UMOS ua RAgW pWIdUQ% ti ter►�s+t+oo<.m - n„sp.��sts+a ��� Uft" 0L 'tb31 tkYq aNistYKt iu� tas u5pw awes O CMHM am 9i Los ' cPs umodg&U R+mads izv = tn+s= 9pt MOA weeer0 t cl1`n w aws w .N Pei W&C orz" i`Os m)Jiro an nit of v�� Qsm)-Jim pvs AL-0 a S= wow "CM t t w ?"0 `wlrftwi �tJFr30 Z0ttlCt{fM Olt a +rl APRA ONCpcdq 9 AOQW2 wRwdm a _ a fmpym Hit 44 — arA Pods Pam vso8 HiOP�G QrMI (rt xwDj Oii'unctiJl 0'1 "" eO ►xrw+lK3 �SdOtYpiflffi r � t+�t w�11 Jw+it R�! 3d 0'0S PM A"nvftt oom awC d�ff48 DP O $Sam Sm 3Sd a QSl IPM ®g d5i O'Ott OT-Id-Qu 'vco 'Sao( wwu q��aPu�.R ZOOS 4L-av-a fim"m-om MWA"N �ite7 tAlG1 NM30"xaMtiL9nm c t ' FROM.: Engineering Design Prop. FAX NO. ti 207, 865 9505 Nov. 03 2003 00:39AM P2 EI GUfEY W(;DESIGN PROFESSIONALS pRoM.C7 NAME: Consulting Engineers pRG►a�CTtatrMBER DGST�rN�3Y;_� IP-0.Box 575,.Fro**M Maine 04032 (207)865.9505 DATE: . SF7EET#_i ._._ 4 V J - I hh 1 U 7 CJ 2— ZZEI J p .. - ,a e 1 _ II II _T.__ _ FROM Enginccring Design Prof. FAX NO. : 207 865 95o5 Nov. 03 2003 06:40AM P3 ENGINEERING DESIGN PRUFESSIC?1VAU PROJECT NAME: E1�p Consulting Engiaiers PROJECT NUMBER - j..Sy C� :- DESIGN BY: � P.O.Box 575, Freeport,Maine04032 (207)865.9505 DATE: BIJM7-m—2— r x _r i m.r tl-L-l 7 i - d _ ...... FROM : Engineering Benign Prof. FRX NO. : 207 665 9505 Nov. 03 2003 00:40AM P4 MGMERING DESIGN PP.C)FESSIoNALS PROJECT NAME: .445, ',e/ Consulting Engineers ProJrcTuunasctz: D>?src�xBy: �-�• PA box 575, Freeport,Maine W32 (207)$65-9505 nA rF � 0 2 ~� U J 'rer, J4 `ate ... ........ _ _. ._�... FROM Engineering Design Prof. FAX NO. : 207 Ob5 9505 Nov. 03 2003 00:41RM P5 ENGINEERING DESIGN PROFESSIONALS PROJECT NAME: ��9r rur� rats' Consulting Eagiaotr$ PROJECTNUMW.:iZ; �..�.�_ DIF-SIGN BY: G. PEA,Box 575, iF'rtopor4 Mniat 04032 aO7)865.9505 DATE:_,. SBEET#.� 0. Y 77 vs, 3` .: f AIL VY, i OF( fit 11-41 k I ` FROM Engineering Design Prof. FAX M0. : 207 e65 9505 Nov, 03 2003 OO:41AM P6 ENGINEERING DESIGN PROFESSIONALS Px018Cr taAMe: ,/ v. EDP consmttiegeiaeers PRbJECTNL7MHEfi: �a DESirN BY; c P.O.Box$75, Froupurt,Maine 04032 (207)866-950$ DATB: ,b k CA Poll. d _ - - �^... .. i FROM Engineering Design Prof. FRX NO. : 207 665 9505 Nov. 03 2003 00:42W P7 Queensbury Carwash MCE Parameters- Conterminous 48 States Zip Code - 12804 Central LatftUde = 43.340572 Contra[ Longitude =-073,677666 Data are based on the 0.10 deg grid set Period SA (800) (%g) 0.2 034.2 Map Value, Soil Factor of 1.0 1.0 010.1 Map Value, Soil Factor of 1.0 WINDOW SCHEDULE 6�t1At EAUAL Z zi ti 3j&' Lt AiERpt�s 3 SUSUWZ h EXTERIOR WINDOWS Mow mwml RUM= e�erIDm�SMnlbtu sib FPOFMM CAR WM4-JIFFY UAE � � P PtL BC7C Sly iAEEPdRT,ittriE Oa0¢ . m?)am-so% S K 2 o wkw lw1 tit�nmouw Nevi Yak wna� WALL TYPE LEGEND ALL WALLS WITHOUT WALL TYPE INUICATI(NS SHALL BE TYPICAL WALL TYPE. UNLESS N07ED OTHERWISE 25 fzA.3 5/li"'METAL STUDS AT 1V O.O. qATr tNsw5/ BOTH 5mE8 4 TYP. WALE. TYPE I-MR RA'Iw ABLY ' RUSitQUP 3 THR1A-TFeI= WALL Bras�c :i-tQt RATED A55EY9LY cR wr you mw RUSTIQUE TRRU-THC-WA eRIC3t � 5/w on 3 S/8• KETAL STUDS AT 1fr AC: WALL TYPE - 2 3-IY2 RAiE6 ASSa&Y-=T WALL SUI RUSTKW THRU-TF*ATP2-,r BRICK 't METAL Ft Tj2` GYP�Ai EKIARU 3. UUALL. TYPE - 3 3-IR RATED AsW&y-Mr vALL S" Su1EUtA E FEVOIMamt aae: i ENGINURING DESIGN QROETS51014ALS em mumEDIT P� �� t.�a.onoao�ra�eoea ooa�a Nw1: W,4'Ar car am tt6P VlidtS v1atAxw.1►a IYY6f, 2 SMOKE QMtNER itWl 8C aCl�stauatm CF 1O@b N n �Pt rm-4aw aPE X KEY P1 Ad ODOR MUMSFR--SM SOME OR Ab bMl r M:!tr GrN. ` / y �y 'Sr' ''SC,iIOtC CN as "WV NUk4k%-=SUMUC ON AS INTERIOR ELEVATION Z �` wAM rtrl,-80!mm= !'��� FOIL-iWEb MIAOOti31'PARttSXiMt ONE#mm"I N WOO F=R Pratt AEVWfd .wow a ENGINEERING DESIGN PROFESSIONALS I'K41 Smn,1. N cm WR51l-dM LUW_ PAM 575,,ii�m.am mm • {�7��5 Qwpl�r Rd. gymwbwf. riot Yolk 90AS" r ' f � I•� 41:1t' Q f sur.aczv=�ras "Vey �� � y..•• 6' � uf-0' YM�M � a � YM-�1' C • � lo $ Y ' Ya A LASER W Lam, BAY 3 �Y 12 rt tl 1 1 ® �" � ♦ 1tltL i r � �a ' t l I I I • j t I t t • r I I t •, , 00 I Y 4 Y'ro• 9 'E ooF; PLAN itE_VI ea ass�m s�anaea ��;rr 7� L'Jt EtfGtNE EtfNG owwAft*WNW" SdDNALS 1! ttOFfwtAN 1slt WASH-JIFFY ttJBE w° ° ra amt M-fsaftw.We cast • {mn RO-40 K OwWw ttd.,Q*=rsbwy. kcw York Ren�s VMA *am 'Ainglmavm -im 7aoaw 9 sass-va Rm • ZXM Mwx 30kow MM ies W r.w ffi 30M A;Mr—H3M WO Mttt3ioH 51Hhi015��.�d Iz NJ1� 9+It8: Ntl1LOS't'N�N wo�xr+aa at iw �nah seu s Wmmalf- sw sm- kb Ir ar- V' titima " z4s ►VIM iff i �yy� eoduti� FROM Engineering Design Prof. FAX NO. 207 O65 9505 ' Nov. 03 2003 00:42AM PE . Permit 2vurztber Elsyc ove Cotpifiano Cert ftste Cl=k ed By/Date NeW York Mate Edergq Conservation ColastraWen Code CoMdWak.EB Suf'ha+atd VKdoa 2.4 Belem IC Drat AW=m:C:1Dowmws dad Sv*v\Ada iaistratcrlMy Do=neutslC}H.AUGIIA 2003.B'RCIECT61 0rFMAN CAR *A&u 3ofta Car Wash EMW Report.cck Hoses Carr Weeb&JiEy Lmbe Quew*",NIC ' Des o�erlCaatractor. Eu& l?rcft4aionals P.Q.Box 57S Freeport,?" p Grant Hays Associates P.O,BOX 6179 FAIMCUO;lV to I General II&MaSM &tildlae (flit weather data): Wwnr New York Hoeft vww Days�ant3: 1S DaWr m 65 de Fdexrou j: 366 &Ubi�Tvorla Flog Area 1484 t?4ccoct DUMOM(dl=k ode): —New ConsuuW m Addition Altwatwu ---Uwoaltioned Shell(File Atitdsvit) Sept 3:Requireetents Checklist Depsue. 1 • f , Use Air LaRtra M Crompor out Cer0cation,wed Vapor Retarder tl<+gWrotreents [ ] I 1, ,Alt jDlats Dail enottacions are mdlked,saaketed,weather-sWpped,or Asa sW&i C 3 2. Wmdcwa,door&and skylW ts+certiW as meetb*leakage requirements. 3. C R.cr dun&V-fe dcn W)ded as certified. C f 4. Faeplaees kmtaZW withii&fitting non eowbustrhlo frmplaft doors. j 1 I S. Dampors i abpgrsl-tD the bdding emrekgm are aquippcd wi►h motorized dampers. [ f 6. Casgn doors and l a ft dock doors arc weatimr dated_ I } i 7. RwAuM N fadurea are sealed ear suke" FROM Engineering Design Prof. Ff;X NO. 207 065 g505 Nov. 03 2003 00:42AM P9 . .uI ou ,uu�uu�uu�:ue F. iM s 1�]042 Cllmatte�8peet�2i�gatrmteaetts firrasc C4vity.. Cant. Proposal Rudgot An &YALa R Value U-hM U Rawor Roof 1;All Wnad TciwyWkodTnns W 42.0 0.0 OMS 0.051 Roof2;NonrWwdJobtadbrlTum 996 40.0 010 0,035 0.051 zawwwia 1:CMU d;xg«Uft o tograi lnsutalim pulft Norse 3952 ... 210 0,040 0.074 Widow 1; MetsslFramewkts'ChexttW Break.Double Pena with Low E Glsibr',$H=CAI 56 -- --. 0.430 o s2o DM l;OW4 Clw.SHOC 0.41 108 ... - 0.430 D.520 Door 2:SoJW 21 0Z0 0,120 lttoerior wet I.I►d' d Frame,160 D.C. 364 11.0 0,0 0.137 0,120 FJOW 1:RCdW Bht 4DA-Crada,YordW 4 ft. 588 --® i2,4 — ..... a) etM-M-owuNdfor bwduacalavlalions ONLY ,ae3ma�o�cado�,ruomonts Envelope PASSES: DOon I60/6 bettor dens codo Seen 4.Ct=pfia=Statement Tha PwP=d mvelwo desist fortsmod is this docµuml is cowiatW4 with tlso bonding VIM specificefious and other etldult is attanitsed vt�itlt tltta permit app cetioa, Tha PM064d e;ivelope systerit i as been designed to meet the New Yoi'ir StateBrovConftrVed=ConsuvCtion Code re9talr=oat610 C0Mshec*-AZ Version 2,4 Rg Woo 2a and to comply with the ssau tary roofienaatu in this klegwr s choomt. Wken o liiegtdwed.Dedga Rv&%9 t d has sumped'and*cd tb6 c,they are attmd that w the hest of his/her ho9v2etlA bdK and afosssoaat pxlgsnent,each pleas sm gea are in a with this Code. pfiadpd EnreI"oDedponKox cagy V�! pe. Date FROM : Engineering Design Prof. FAX N0: 207 065 9505 Nov. 03 2003 00:46AM P1 .aa+va+ •u uai • �• r,u. "W %UUUJ Pearut NTumbtr. Lighdag"d Power Compliance Certifleate Checked ByMate New York Stm a Energy C ervation Con Is mc€ion Code {�C�GtrWoWg ScOwan Vavion ,4 Rdow 2c Deft Omam:C:TacmaOW&a dSettimplldmimsratorWyNcum=%iCHA\GXA2003PRt1]ECTS1MP1ErSV1ANCAR WAMM=Cat Waah RWft cock 1'roect Mae- Koffman Car WaA&Jiffy Luba QuacwW�uslcer Road xTesrgaarfCarnt ator: rg �d E Ded gile llga 1•ratigssipt►ells P.O.Box SIS Proven,main Dacmwd Au bor of BrA ANaointCS F.C.sox 6179 Falmouth,XW= Setim 2:General btforumflon UeaD*wriptionby: Aotivity Type Acti itvXno 144 Frajtal Doman jebuk ono}: �Naw�aasntwta,� _Addition �Aitermian _Uncanditiamed Shen(File 14svit� ,fted on 3t wavirea"ta ch"Uht Bldg. I Use I 1. Totai aetuM watts mas*be?ls shaft or equal to total allowed watts i Allowed Watts Actuel Watts c0implies(Y" I Y22d Ind YES I FaRe�#er i�t� [ ] 1 � '1`Ypda)of tattr�ia�r 1sg#uiutg acxiafee®: , � Fbadraaceat 11�m1lTaCcde �glMPr..Sadivaze 1 Speddiud signal,dirsatianel,and maker Fghting;UMmS rdShliSh ttg&door fe#auaes of Wmm bturltdu$a;averafm"Agoge,"9dy ar=Uft LW08;lcrov vaitege kacdaLWe lid. € a I 3. hfasmr switch at mazy to bateldancstej gUeV roam, E I I 4. ladl+vidual O Aft units separately meterod € I i S. Maumum ref tvm Switch dlxvww,ox-ac+cupancy wasor in each seam, i tMtdmeF; . I 0'ou kommin spew; I Swan W hotMg.2A boom 1 The Milt s eDetWw,aroiW zoshoomyrvW cafes area or lobby. t 1 I b. Atitonutio aTarto�aoutcni in sgtcea r than 2%aq n 4nu ift-W own S,m sot. s PlcaboWv&V=Wiaiw timo vwkb an etsti d" &nwgaw Arms duitm day9gh } oandtiuee.3e�pbailluv I 8ieelrotriabi��quong 6cslfatpod x not ore taotz [ ) ( A TIW*wfim mat MWMM e0deack t HOW is Tdh 8ti:.6.1 or So5.62. Serra 4:Cbmplbon Shdment, MPMftd iu tidt 4009MAS.is tougcmt with the bWdWg pink sins and otbar Yoxk SWsr Ceat�awtla:< CCP �stsm>us bey dea�arec to mitt tTaa Naov frith ibe mendtt�r iia tke Version 2.413 o"02a and to +1 aet CALALM WAJIMTlM ail»fined tiri►g ;psgy are tianr an tee best of Vrii3t tFm mete. Di* FROM : Engineering Design Prof.. FAX NO. : 207 eG5 95e5 Nov. 03 2003 00:47AN P3 •ir �u:au niue� ,l._.u� l'7A tu�u118J06 , M1C1111k Y' dng AppltCtltion W#1t'k.K'heet New Ya rk Stste Energy Cou"rvsttiou Collstrsedon Code COMdWk-M Sdmue Vesaion 2.4 Rdem 2c 5etrtllon 1:Allowed LiShtift Power Calculation A B C D TOW FEoor A110"d Allowed Aces 'tfi M% Matta O� 1434 IS 2226 'fatal"Wed Wefts� 2226 Secd=2:AMW Lighting Power Cale A B C D 1E F Flaatre Doocrip#ioa/ La"W *of FwUre t.at17. Gilt $R.LWa pne ler r �,�o Iwo o O Z== 1, 0 BI l 9tS"'i'B ES G4W f Sec�so 2 16 64 1 m Total Actual Watts: 1024 - Sleetiou 3:C"Muce CWculatioo. Yf tht TbW rlllbMW Wb#&ttatrtrtt fife ToodAmW'W"alts is greater theft o1 Cquel to zwo,the huildloa caropl im Total Allowed wait%.m 2226 Total Aftd Waft= 1024 12Q2 Lien$PASSES, Design 54%Ixdar than erode project Cotapiiasaee m 1 FROM Engineering Des i-,gn Prof. FAX NO. 207-eGS a505 Nov. 03 2003 00:48AM PG' . •v. v r.u i .a"_&A ?U 15111P 'UFF tl Ch8e1_F._ Hfty S , i oas Mfthankal Requj�*ments DuCrIp094 NOW York St"' COnstrVAU04 COItl9h"UCWU Cod*-- " COMOM a U ftftW o'Vorlioa 2.4P-MW ee 20 Datpe flit:C:1Daasunerds aural SO ViAihn mara ur ft Doct=cnts1C9�T.A kaa&20031"1 1 C T�17 1?FMr�N CAR WASHUMmu Cu Wok EgOW Repan"k TbSMUWing 10 pr ovtdes ti5ttra ditrilod de aOeiptitut asf alas rrquieerstaGttb is,3erdioes 4 of tkte Mftbaaactl COtrtpliMM TA >iteq hr Speer &TOI RVAC m L Raffied tigg rsndtttr coaling equipment is covemd by New York Uatm EVWMy Canaerved oa C04 and must Op ama!the followsg0 ,; Ion,Psa�ga Unit 9,7 SEM Ae C-CAM4 MSqUWnWq►s.MYSIt be aaet by sill aaryetems fo wPW&the re9ubvineat b applicable . 1. 'DWp beeft And codUS farads&r the bait ft mast be delsr,Dtb wd tisttag ppocedam egnivAM#t*those in thus 27 and 28 aftlWASHME N Oak of and atals or an apQU7Uyvd cgwvalamt vakwa&n proce&re. 2. Alt aegaalpmeaa Bed must be 3104d t b be no sWartbaxAmded to maeaet cicuuftd taada. A ram&lance of equommat Providing bmh hoLit8 Md waling must :this provisiou for on scat VAM the rap#eity for the COW Amathm ea sun as .within avaitablae ewpmant options. •Exot et: Theeqa ►t aeed/a 'scant be w than a:elcetlded I"for standby gu s. 5 M ettuet lie autOuittia l2y 0asatrolirad to be 05whcn the pch%wy gopewmt andlcir� . •S ea:Mt 416 Of the�eq*mad type whom�abined capacities amed tb cakah6ed Load u e allowed If tt0y tea gt+avidad with Qx trvls to sequence operatibn of the units ae we load items"or decretess. 3. Cat tit o0olattg r�atsm Servzag,'a single amt have its own"00=contr0l dcv=. 4. 8t0 latrsddef mania l a"its cr M busai City control device, '�. .9'heltnartatart olh brsf6'M40n g and:'at 0UPS be MAW Of mrdaeaaimrrg a 5 degree F daadband{a range of #temper a svhaa ttrd or 0001i is provldsid j. . *Exeptiati De a pbliity is not raagreirad if lis tltesaostat a 8 nothave.aeutoatatic oco$t� changWuer capability leet+seaio tta tg tad 6. Ilia WINSM ar sons 00MVt VAW be a Progeaatmabte themvua or other auterauatic control the!'adwing +zsitavea:t� ospable otsamiln batetc act stare to 55 4WM F during hgatiitg and sae►taxg up to 85 degree F during rxsoticgb) aspable atsu ly8etftback Of fib n$dM m sys ms during ww=pied housat M 7 different day esOhedtykea) hav a stet ca ble 2.haxar oa t aav_a nidead) baaee a battdy tswI-up capwAe of mai ieag pre amamed eettntge for at laak 10 how wiftut power. Eau pdow A aetbielr at*ta!'f death im net*6W on thatamastaaEcs dw trontinl systdm,serving area that -R%4qVSW A o 6wk ar thiaatoomal ism required ass W94KMs with total cry densaad'of 2 k'Utt Q�&2G 7. 'fir R►pply systems alith daieign sirttptw rages 3,OOQ cfia ofoutdoar air and aU ed1jum systems moat-have t#ttt�extt tTtaet arb aextoa:alicttty clued wfalle the mt�ac#operating. 8. ?lzt eyaetaaam carter vantitetiam oir ti6 easgttireri ray Cleatptar 4 of the'MOW aaioal Code for New Yostc'St ate. Tf vi tttitut ig deaogsread t+o arstadOKsrsr aif qu tiitiaa+arc0editag ntl4ltttttm requited level%the systttu . .. �t��t5oa�tp�c£tit+Qir�+o�a�orr+ti8� �teat[sem�nimamn:allevels. 9, tiir ducat must 6e ieaeulaed to flier taaliostelia$isaedst:a) Satpply atwd tatnrxa air ducts AW couabtianed ail lo0ated in epa0ee(epeta+tl►neither hertetd M"0aobaxi)must be tatcd'nth a mitrimuan of lk 5.unwndioon dd . 3PAM WChWG MCI,,,cawl sps ew,unb VI ed.basemaWk tuid unha:ataad gasagsc b) 5ae Iy esad rsttun air duf.0 aaa# pima m a*be razed to s sidmdmaut of Rr$who IO4siead outside the buildir wv) When ducts aj s to a W witbin ex#suior oampatitnb(s,g,,Sam Or r006), rm.lt-S kafttion is*ulred ostly between the duct and the building tsxtmi�or, - - . Bxapdon: Duet hteulstiaais riot grad an duets lemled wi"equipment. E ox: 1AUX iel tit is a&ra*mvd wbaat the dos p tempa:rature at�i=e betwett the kt alor and aadorW of ttai drat or ple mt does not a megd 15 dog=11, . 10. All jahft kat 2hnAisfti and tetra erw mmR,and connections in duetwalk must be any at Bald using welds min; FROM : "Eng"incer^ing. Design Pror. FP;;; NO. 207 @65.9505 Nov. 03 2008 00:4OPM P7 kcal flatatera With seats,g AM*,'ar maatics,mash and*wtia sealing systems:or upa,Taper and,ttsstics unit he Irtod and labeled in ac cott3traco with UL.18iA or'UL 181B. . 11. Mwktulad l:lZemn raid asok rautlm6 or gastceta m=he used when corutaotino ducts do Wr MW other air - dtsl�'1'�dott+�t ,ittciudiog maliiple-tee teatstiael uioits. - - 12, All pipaa$taring dpa0conditioning systeom moat be insulated as follows: Hot wait Pipingtr haging ay e: 1,in.AN pipoa 4­11.'?r k n=lc dizoakc 2 it for p4m>1 1/24&oodoal dimmer. Mad WAtet,7a igeratd,ad brine"piping ayorms: 110.3a 1t40 ibr*a 4­1 1/2-im noa&d diameter 4 V2 kt.h=WmIor 0M>1 112»idr nomind 4sanotcra Steampolrlog . - 1 iwaltttiott ft pipes-mil V24n.eattl161 dw*ar .3 4 iaela"=far pihee M 1",annainat dialoiN, .Porn Pipe inanlaiion Is nm requimA for fkctory-inffb fel p4pi%withle.HVAC,Cqul�f. -I 'Pipe i+r00dilx is trot for ptpiogthAt 000MA tiulds having a design operating tcmperatute 6 SS dB�Ydetl S and 10�5 degtees.l? , • •� Pipe issu]alio&.is irtst required fbrpipmg that conveys flrrlds'f�st h�oat barn heated ar coaled, , tllr0ugi!the we Af fl�ll fia�l!a!deatrid,pawaf. BWVdoW Pipe kffidl boss is taA squired for numut piping not mweedtng 4 R in length and 1 in.in dimeter betwM So Mtrol valve and HVAC coil. 13. O aobn and maintenuce doanuentation must be provided to the owner that fife ies at least the fi1 ftehng iatoreeaiott a aquipsttrat wpu*fta and Ou4m)and regsared maattenance actu3nsh) equipmpoat oparatioji and meitltensaee trtartualsa) HVA C system Control tw irrtaranre and cakl a rxn"intbr mation,Inoludiao whirls dlag=s, aaka»atiM ate aflettel'segneace deaaefptiona;desired er W mined sit points.must be permanent re ordad on smut emwiw at'eoranl devieae bP,tbr.digital canal®yateats,in prowammipg owzatlergsd) pkw nat titre efbovr oath byMM is iotended to operate. .14. Sash air outlet ox d user apd each sane terminal device(such sa'VAV or tabbing box)mast have its awn de�tae.a�c�epdable bsl devisors bvclrrde adjjrystr<ble daaupnra tac�ted within ideas d�twe►rk.terxtrivtrl and air difkeaara. - _ is. Stair rtrbd elevator ahtt voMa nntst be aclt{iplaod with rn4torixetl darnpers celisbie dbeks autamatiaally r dwA during atx> f apt sad iaterfoatrsd to open as requved by fire and smoke dateatme VjAww All gravity, attsdoar aIr P1S'end Qitb4ltrlt h4pd4,vbat9,Add v8dt tore nruat be equipped withrmsWAwdr dampeta that will attbamabisaliy&A when tw ap M ser+w am tint in nee. C"Mratnttyr{ matori dsatpn arm°aCceptabk in buildings less than three stories in insight above grade. V4010M;ysU=reeving=oadigoned Spam, ' 16, Irrdn3dnal fart gst®s-with a desiW supply air capacity of 5t)t!4 cfm or grastarand rniulrmun coolie air supply of 70PA or VWw aftbe 0 4VIy air apadty must have an etret'gy rcdovexy system with at kart a so%effaetivenags, -Sytems urVing sp'a=that are not coaled and heated to<W IF. -C4uw*mW ldtcberr hoods )wed as Too 1 b ,Ntr?A:35 -��ltatietir�1�a+a.flanttnable,F+�.or corrosive�or dust • Lfrn*e F r u irlim" ,do negt�al,heat recovery nv t be bypassed ar controIW tc'parn$t air wo'nomirzer.. 17. Iadivlditud Ititehau SWUM Abed&larger them SM cft.must be provided with make-up of eel for at iewx M of ®&MA air woo me llmt is=cooled$nil eith'w twhean d or heated to no more than 6ti OF Mwe h w w"to i"v84filoan w that waWd athe rwise etd#ftrate or be a dmated by other fm •Cortli'!ad Van error b oode that require a fees velocity a,`>aU fpmr 18. Bud"%i*Ame lteod sus hiving a total wl*w taro�l s,000 aft must either haver variable air vohune hood dOAA lml Aut air heat mY,or separate inane tip air sUPplyr r i 1, FROM Engineering Design Prof. FRX NO. 207 eGS 9505 Nov; 03 2003 06:47RM P4 ��.. 6A' ursr:.!L .1!!l.; +..t..s..v+R...I.dd4 E St' u aaS a4}!k •#'a. !b lw UUt$ Pam'tt Number Rechtn kal Complbacc Oartifkate Clamed By/Date Now Mork State bra Comervatioo Construction Code c U*x*"SoRwao Vwdon 2A Rolmn 2c Dfft Slim=C:T=mWft and S@tt W\AdmWfiw ftrWy DowmesMOHAMMA 2004 PR.OdECTS1a~1t}MEW CAR. WASR*kbm Car Wa*Erq+RepattA& Send"1:Pmjtd rimlltiam ojaost Memo: Car Wuh&ray Luba atsboty,NY 3�e*i�rrP�o r: Eofmcim Dasigt p t►fss#ottsls P. .Dw l$ rMpfft,Maim I3nsaotttrti Av*o: Grao Rays AsteeC mts P.O.box 6179. Fabnats�.amine SsW off N IG rsl Uftrmpltn (for wtatbae a3ata) Warren,New York Climate 7�tae: 1 S Huft DWO Daps(boo 69 OwnsF);- T695 Cool* *VSpi Q"65 dWm F): 366 Pro wX Dowriptim(dwk sue): ,, ?;c w/CoosEcisctiRte _Ackl 0m Alteration_Unconditioned Shell OMe Affiiievit) Seddon 3:Medw ital Sydem 3 QV InwMITM&D02wim I HVAC System 1, H HYdntaic Or Stamm Call,Iiot Wes,HOMPS CtVti 4 l:Tnlawwra I Coaiigg'Roaft PaVap Unk Qpt►►ai!!y�45 W..Ak C**I d Conda4w I S*e Zoixe SeCtlen 4:Require.mats Cb:sewbt } 3 Dot ( use } tS Spdfk To:R'V'AC Systa O X ablem eft oy: Rootlstp Paclrepa tJant: 9.9 • IC'Margo whown#: MMat bo me*by A atyate ma to whith the r MoIrmem w*pplicable I } 1, Load cabdUgow pa 1997 ASHME Powwow$ E 1 } 2. VIM squtmod and aysd=cawa*no Sreater tba'"raided to meet,.loads } n Bova=g}a3+a►Wwpu*etit4rGtit wb,0ff At*A Wkil V OYVA %1*9 00MCtS -Rvvdw,Met*Wits c mtrolw to sequeme aperat."as a#Basis*o£'lo6d ( 1 } 3. Ildicdmum one lam camxol daesriee par aysteme - r i ,. FCROM : _Engineering Resign ProP. FAX NO. '207 865 9505 Nov. 03 2003'0E:47AM P5 dU7eV1931fi}. _ Mtn"ha I F; gas 0.1007 I I ' { I 1 d, bra arse hwmddity 008ft devW per tri"ad taut id&MkWdeWmidiflcation system " [ } ( ..J. 'i3ttx'moatatio�ttrals has� ;',�'deadbet�. • 3 -samiinilt Thematats ragtftg ttA%W ahWgiovw*bettiveu4 hating mtd coaling Amu malk Caatr&:Smbuk to 55 dpg.F bleat)and 85,ft.V(crz�I);7.dq cloe.ic,. ! 2 hasty*wAqut�4v!arwe,I,0-;hmur backup I met:conti nuomly ft I -ems:x ww demand or legal,subt:tk da uietipns " .l 7. A la;at I9-o f'dampers on o><hl*systems and supply system with gtrAbw 33 t>oO csaa [ J ®. outi8O-*XMM for Veotdati4a;systemcs�pable OPtsducing OSAto xquiiedrtamtnua iltulatm b*wam&WAs and the building exterior when duals sre.put of a Wgding amemhly . ! -Fa�psio>:: 1or�tBd vir3thin erlasp�m,st:t ' { ! -Btcc*W!Du0b+lV6 miatiar a W eatt Aortemperaturo ate not exgwdh3S 1 S dog.F. 10, Dktcts Dueled-langAmlimal seem oa rigid duds;xamerse seams an all ducts; I UL 181 A or.181B taper and rAlatias { ] I 11. medmical en—m and MdAwguisdiac-91muka duco and air distribudm equipmem [ ! 12 M water , imutatiets: Pin.far asp 1.5 im and Z 4 fw >1.S in. CltWpd tae� ' pipe insU12fum:,l'rn 'fen pepag 4wy,5 in.And 1.5 im for pipes N1.5 ie, ! RO Pipe bilu Ow. 1.5 hg 14 'pipes 1:5 in.add 13 in.for pipms 1.5 it. ! •F.�ept3oa:Fhsidt�npexn„nes 6eta�t 3S sad 3 03 ese�.F " i -Emep iam FhMpot beamed or coaled ! -Faxeptttas:Rasptnsb c4!t hs Passgtts_ ' . 1 ! P.3. +t?i'slrrutiem ad rN6 tClea m rri—A sewo*d to btiz'ltliQs owner 14. 8iMt9isoisig ttevlcm provided in accoordaope with sog.1 s of Itr wXa skW Code fiwlgow Y'o*State SUi r ad t1ander sbef!vends are equWad with maweing dmpus Mvism rt•a!r Ud M very indaded for ins$,tltla dm or pu ter with MGM than 10ye WtAida air frecam or Vecifically ammpte d.. [ 1 17. ii Wmd heads>S,08Q etas pu+ *ed w%t so%makeup air that is uaaumled and heatmd*4 ! w mama than 60 ft F u ww f cely ezesnptad It BUN UP witk 6OOd sysW=merit smve verkbis air vahme hood daiim mallet had may,or mpme aE,'um"9'meeting rbe tauow g; ! a)9S4f.melts pG sir! ,salt/e>r • 1 bj web n 2-T aft tmowatuie and/or ! c}molurgai ! d}no dmuka mum hw tg and awUng 9ect�Cta S:Ctnn�lilta��tte�>s# 'I1se par�opoesx4 ttsa3abatetdl dope repel is this da+rufficat�cstertt with t�Ixtilelittg,p4 ;.�aGiGreticrns mud OtEtat'Oa1CWattetrta sasbaiiaCtsd with thto permit t�plicetiaan. �'he progpOsc+d mechatlical ayate4gna lta,�beau designed to treat dw i�rsur Yak$fttta P3uarg�r Cbatmt v�xtivn Conaiructiau Ccxie rmyuirc�cssus is CCfIutr/irck:ic2 Veea#cre►2.4 Release and to ecsr wit$the mandateuy z equirementa iti txt&Aegesftmaslts Cicliat. The da6P pntbmicits!SEtaiC Xwido to the cede enfarocamt off:'iew a ourdfication thet the required HVAC tests, system balm*qs ate..,have been pertmed and the aystamx is.4pe�tit�g as desig scd Thal prefessiOatai shalt yeti im . copies art*test mepans to be Vmvided to tho code* ormot t Of eW.iffmWeeted.Who*a Registered Design PtahssiaW hu isampad and skned this pagt,they an aitesheg thk to the bolt o€llis+itet knowledge,befieC and vwfewkmw judo each thin or specMeatkm ate in cmagliance wtth this Cade. ' Fritid #1�l /�{gpar-�prie � 'Signaterre�.w..�.-- Data r DRAFT COPY (3/21/03) CHECKLIST NYS BUILDING CCODE (BC) Building: NYS FIRE CODE (FC) NYS PLUMBING CODE (PC) Location: iz� NYS MECHANICAL CODE (MC) - NYS FUEL GAS CODE (FGC) Date:./Koy NYS ENERGY CODE(ECC) Reviewer: '0A Publication Date: May 2002 COMMERCIAL& MULTIPLE DWELLING OCCUPANCIES No. Topic Code Page Required Actual Section No. or Allowed £1 Jurisdiction BC-101.2 1 2 Flood Plain BC-1603.1.E 285 3 Separated or Non-Separated BC-302.3 - 18 Occupancies* 4 Occupancy BC-302 17 5 Type of Construction BC-Table 601 81 ' 313- 6 No. of Sleeping Units/Level BC-202 14 & No. of Units—Total 31 No. of Occupants BC-Table 1003.2.2.2 201 7 Covered Malls BC-402 33 Hi-Rise (75' Rule) BC-403 36 Atriums BC-404 . 37 8 Basement Definition BC-502.1 71 (See page 8 of this check list) Legend: NR= Not Required NS = Not Shown NA=-Not Applicable Note: * Non-separated occupancies impose the most restrictive requirements JAM Page 1 of 10 .r -1 No. Topic Code ' Page Required Actual Section. No. or Allowed 9. Heights & Building Areas. Maximum Tabular Area 'BC-Table 503 72 Maximum Tabular Height BC-Table-503 72 - Maximum Stories .BC-Table 503 72 2rlgzb Mezzanines - BC-505 73 10. Sprinkler System (Water) BC-903 168 nn Basement Sprinkler BC-903.2.10.1 170 Water Source Sprinkler BC-903.3.5 - , 172 23 Water Source Site FC-508.1 31 11. Frontage &'Sprinkler Credits Area Modifications-(ca1c.) BC=506 74 Height Modifications 'BC-504 73 " 12. Height &Area Sum,mark HUArea H#lArea Tabular Area BCTable 503 72 Frontage Credit �BC-506 74 Sprinkler Credit B,C-506.3 75 {t Total Allowable Area Max Aggregate"Area. BC-503,3 73. (Allowable Area/Fir. x No: of. Stories up to 3 maximum) 13. Fire Apparatus Road ' FC-503.1- 29 3 sf ei (150' rule) 1:4. Exterior-Walls Distance Separation* BC-Table`602 82 Exterior Wail Openings_ BC-Table 704.8 87, Parapets BC-704.11 88 . Exterior Wail Coverings. BC-Table, 1405:2 257 Exterior Wall Finishes, BC-Table 1406.2 261 Combustible `* Distance separations are doubled if fire fighting water is not available:(FC-508.1.3). NOTES; JAM . Page 2 of 10 No. Topic Code Page Required Actual Section No. or Allowed 15. Fire Rated Construction - Incidental Use Areas BC-Table 302.1.1 17 Accessory Occupancy BC-302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Control Areas BC-414.2 52 Fire Walls BC-705 89 Fire Barrier BC-706 91 Shaft Enclosure BC-707 92 Fire Partition (Tenant Sep.) BC-708 95 Smoke Barriers BC-709 96 Opening Protectives BC Table 714.2 101 Fire Blocking 8C-716 107 Draft Stopping BC-716.3 108 16. Space Min. Rm. Dimensions BC-1207.1 251 Min. Ceiling Height BC.-1 207.2 251 /6) 17. Ventilation (Nat. or Mech.) BC-1202.1 249 18. Light (Nat. or Mech.) BC-1 204.1 250 19. Exits Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Tablel 005.2.2 224 Stair Enclosure BC-1.005.-3.2 224 Emergency Egress 'BC-I 009.1 235 Distance of Travel 'BC-Table 1-004.2.4 220 Aisle Width BC-1.004.3.1.1 221 Corridor Width BC-1 004.3.2.2 221 Capacity of Exits (calc.-) BC-Table 1008.2.3 202 , Corridor Wall Fire Rating BC-Tablel 004.3.2.1 222 Corridor Dead End BC-1 004.3.2.3 222 Door Width bC-1003.3.1.1 208 Door Swing BC-1 003.3.1.2 208 Panic Hardware 'BC-1 003.3.1.9 213 >0. Stairs Riser BC-1003.3.3.3 213 Tread BC-1 003.3.3.3. 213 Width BC71003.8.3.1 218 Headroom BC-1 003.3.3.2 213, Vertical Rise 8C-1 003.3.3.6 215 Handrails BC-1003:3.3.11 215' Cv is b-C W3i3,241— z(Sir JAM rz,,Ij Page 3 of 10 3)) 4 . No Topic Code Page Required Actual Section No. or Allowed 1. Structural Snow Loading---Ground BC Fig 1608.2 296 Snow Loading---Roof(calc.). ASCE 7-98 Drifting Snow BC-1608.7 - 295 Ponding BC-1608.3.5 295 Floor Loading BC Table 1607.1 291 Balcony Loading BC-Table 1607.1 291 Wind Loading (calc.) BC-1609 297 Roof Walls Windows Seismictoading (calcj BC-1614 . 315 Foundation Depth BC-1805.2 398 22. Interior Finishes BC-Table 803.4 161. 23. Swimming Pools BC-3109 629, 24. Sun Rooms BC Appendix 1 693 25. Electrical Exit Lights or Signs BC-1003.2.10 203 Emergency'Lights BC-1003.2.11.2 204 Emergency Power BC-2702 611 General Lighting-Exits-Stairs BC-1003.2.11 204 . 26. HC ACCESS Exempt Buildings .BC-1104.4 238 Parking BC-Table 1106.1 239 Route BC-1104.1 238 Entrance BC-1105.1 239 #of Sleeping Rooms BC-Table-1107.6.1.1 241 #of Dwelling Units. BC-1107.6.2 241 Toilet Facilities BC-1109.2 244 Service Counters BC-1109.12.3 .246 Areas of Refuge BC-1003:2.13.5 207 Signage Supplemental HC Req'mts Appendix E 681 27. SPECIAL INSPECTIONS BC-1704 379 Notes: JAM Page 4 of 10 ,r e ` No. Topic Code .Page Required Actual Section No. or Allowed 28. Fire Protection Equipment Central Station Monitoring FC-901.9 52 Sprinkler Systems FC-903 55 Other Extingushing Syst. FC-904 59 Kitchen Hood Extinguisher FC-609.8- 41 Standpipe Systems FC-905 62 Fire Extingushers FC-906 64 Fire Alarm Systems & SD FC-907.2 66 Fire Alarm Boxes FC-907.4.1 72 Smoke Detection FC-907.2.10 68 Hi-Rise Fire Safety FC-907.2.12 69 Visible Alarms FC-Table 907.10.1.2 73 Smoke Control FC-909 75 . Smoke Vents FC-910 82 Fire Pumps FC-913 85 29. Plumbing Code Fixture Count PC-Table 403.1 - 21 Water Supply Service Pipe Size PC-603 33 Fixture Pipe Size PC-603.1 - 33 Pipe Material PC-Table 605.4 36 Labor Law Art. 10-A UFPBC-904.6 12,340 Pipe Insulation See Energy Code Backflow Prevention PC-Table 608.1 41 Sprinkler System PC-608.16.4 44 Lawn Irrigation PC-608.16.5 44 Pipe Freezing PC-305.6 14 Sanitary Drainage Drain Pipe Size PC-Table 709.1 54 Drain Pipe Material PC-702 47- Labor Law Art. 10-A UFPBC-904'.6 12,340 Vent Size PC-Table 910.4. 63 Pipe Hangers PC-Table 308.5 17 Air Admittance Valves PC-917 67 Notes; JAM Page 5 of 10 d 1 ` No. Topic Code Page Required Actual Section No. or Allowed Mechanical Code Ventilation Rates MC-Table 403.3 24 Propane Below Grade MC-502.8.10.1 31 Dryer Exhaust MC-504 33 Kitchen Exhaust MC-506 34 Kitchen Hoods MC-507 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 41 Air Plenums MC-602 47 Fire-&Smoke Dampers MC-607.5.1 52 Combustion Air MC-701 55 Confined Spaces—Def. MC-202 5 31. Fuel Gas Code Appliance Location FGC-303 18 Combustion Air FGC-304 19 Clearance to Combust. FGC-Table 308.2 25 Pipe-Material FGC-403 46 Shut Off Valves FGC-409 53 Chimney Termination FGC-Fig. 503.5.4 63 Gas Vent Termination FGC-Fig. 503.6.6 65 Exit Terminal Location FGC-503.8 68 Clothes Dryer Exhaust FGC-613 96 _ Unvented Room Heaters FGC-620 99 32. Energy Code Prescriptive Method ECCC-Table 602.1(1) 50 High Truss Credit ECCC-602.1.2- 51 Pipe Insulation—Heating ECCGTable 503.3.3.1 44 Duct Insulation=Heating CCC-Table 503.3.3.3 45 Pipe Insulation—Hot Water ECCC-Table 504.2 47 HWH Heat.Trap ECCC-504.7. 47 COMcheck ' Computer Software Compliance Report Required Notes: JAM Page 6 of 10 August 21,2043 TO: Dave Hatin FROM: Steve Smith SUBJECT: Hoffman Car Wash/Jiffy Lube Fire Alarm Plan Review Dave: We reviewed the plan as per your request. We have the following additions to the plan: 1. Must have pull stations at all exit doors. 2. Need strobes in restrooms. 3. Need smoke detection in restrooms. 4. Recommend a horn strobe in each self-service wash bay. 5. Need a horn strobe in each breakroom. 6. All storage areas below grade need smoke detection. 7. Dressing room below grade requires smoke detection. 8. Need horn strobes below grade. 9. Change all detection below grade to smokes. 14. Change all detection in mechanical rooms to smoke_ We have marked the plan accordingly. Thanks. Steve 11 �£� TOWN OF QUEENSBURY 742 Bay Road, Queensbur)4 NY 12804-5902 518-761-8201 September 23,2003 Tom Hoffman Hoffman Car Wash Jiffy Lube 1757 Central Avenue Albany,NY 12205 Dear Tom: The following items need to be addressed for the Hoffman Car Wash plans in order for this office to issue a b9ding permit. 91. A detail on the sprinkler system for the areas shown where sprinkler heads will be used in lieu -f , opening protectives along the three-hour walL 2 We need to know the ventilation rates for the occupied-areas provided by the HVAC units•In the Jf Mechanical Code there are requirements for fresh_air air intake per occupant of a given space. Please have your engineer review that Section of the Mechanical Code and provide the necessary information to sliow how%af-what rate fresh air will be provided to these spaces. I J&..- 4A W-1-411C q% gfvx-t The two exits coming from th0basement area must be one-hour rated with three quarter hour fire doors which lead directly to the exterior from the basement area. We need to have the rise and run on stairs as well as six foot eight inch head room shown on a cross section and handrails that extend one foot beyond top and bottom of the top and bottom step. Doors Number 17,31,34,and possibly a new break room door must be three quarterhour rated,as well as any other doors provided in a one hour wall. All doors in a three hour wall must be three hour rated and shown on the plans. You need to provide the S-1,S-2,S-3,and S-4 drawings. 0(� 1 need all the structural calculations for ground snow load, wind load, floor load and seismic design shown for these plans. I had previously given your people a sheet to I be-filled out for the seismic design. If they have lost that sheet,please contact me and I will provide anew one. On the bottom of the seismic design sheet, there is an area that shows special requirements for seismic fastening of equipment. Please have your engineer review that section of code to see if any specific equipment provided in your occupancy is required to have special,hold downs-or other type of mounting due to the seismic calculations. I10a G/c,/".L We need a plan showing all emergency lights and exit lights provided throughout the building. All of the areas of the building must be provided with emergency lights and exit signs must be provided to show the path of travel from all areas in the building to the exterior. x 3 , 3 0(&411 "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" SETTLED 1763 9. You have been given a letter from the Fire Marshal's Office that needs to have all the items regarding the fire alarm system addressed on the plan. 1 . e need the ComCheck energy compliance report completed to show that the building meets the Energy Code. Along with this the Inspector's Checklist must also be provided. C/X - This is a list based on the plans submitted, and there may be additional items once resubmittals have been submitted to this Department that may need to be addressed. As soon as you can provide new plans,we will do a review. Thank you for your attention in this matter. Sincerely, TOWN OF QUEENSBURY David Hatin,Director Building and Code Enforcement DHImg 3 � y /7 C�J Q Framing/ Firestopping Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive:JtZ,3 am/pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: i NAME: J, w. Li PERMIT#: 03' y3 . LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/A COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams a Exterior sheeting nailed properly CQ Ile- 12"O.C. Headroom 6 ft. 8 in. _� Stairwells 36 in.or more Headroom 6 ft. 8 in.- Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 /z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft.floor trusses v Anchor Bolts 6 ft.or less on center av Ice and snow shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wail Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Page 1 of 2 k Date:October 4,2005 Case No.:05-02-0819A LOMR-F ti4nxry�, . Federal Emergency Management Agency Washington, D.C.20472 LETTER OF MAP'REVISION BASED ON FILL DETERMINATION DOCUMENT (REMOVAL), COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION TOWN OF QUEENSBURY,WARREN A parcel of land,as described in the Deed recorded in Document 6203,Liber COMMUNITY COUNTY,NEW YORK 1327,Pages 78:through 82,in the Office of the County Clerk,Warren County, New York COMMUNITY NO.:360879 NUMBER:3608790026B AFFECTED NAME TOWN OF QUEENSBURY,WARREN MAP PANEL COUNTY,NEW YORK DATE:7t10984 FLOODING SOURCE:.HALFWAY CREEK APPROAMATE•LATiTUDE 8 LONGITUDE OF PROPERTY:,43.332,-73.648 SOURCE OF LAT&LONG:PRECISION MAPPING STREETS 7.0 DATUM:NAD 83 DETERMINATION OUTCOME 1%ANNUAL LOWEST LOWEST BLOCK/• WHAT IS CHANCE ADJACENT LOT LOT SUBDIVISION STREET REMOVED FLOOD FLOOD GRADE ELEVATION SECTION FROM THE ZONE ELEVATION ELEVATION (NGVD 29) SFHA (NGVD 29) (NGVD 29) P6Quaker Road Commercial Structure C 308.8 feet 314.5 feet _ Special Flood Hazard Area(SFHA)-The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year(ba se flood). ADDITIONAL CONSIDERATIONS(Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.) PORTIONS REMAIN IN THE FLOODWAY This document provides the Federal Emergency-Management Agency's determination regarding a request for a Letter of Map Revision based on Fill for lhe.propeity-descdbed_above._Using_the infoanation_submitted-and.the_effective..NaUdwLEtood-tnsuranr-Erograrri(NEIE).map,-ve baxe_detenniaed2hat_ the structure(s) on the property(ies) is/are not located in the SFHA, an area inundated by the flood having a.14percent chance of being equaled or exceeded in any given year(base flood)..This document revises the effective NFIP map to remove the subject property from the SFHA located on the effective NFIP map;therefore,the Federal mandatory flood insurance requirement does not apply. However,the lender has the,option to continue the flood insurance requirement to protect its financial risk on the loan. A Preferred Risk Policy(PRP)is available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed.• This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document,please contact the FEMA Map Assistance Center toll free at(877)336-2627(877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency,3601 Eisenhower Avenue,Suite 130,Alexandria,VA 22304-6439. Doug Bellomo,P.E.,Chief N Hazard Identification Section,Mitigation Division Emergency Preparedness and Response Directorate Version 1.3.3 1056349.1LOMR-F-SL02###0819 Page 2 of 2 „ Date:October 4,2005, Case No.:05-02-0819A t.OMR-F Federal-Emergency Management Agency } Washington,D.C. 20472 LETTER OF MAP REVISION BASED ON FILL DETERMINATION DOCUMENT (REMOVAL) :ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) PORTIONS OF THE PROPERTY REMAIN IN THE FLOODWAY(This Additional Consideration applies to the preceding 1 Property.) A portion of this property is located within the Special Flood Hazard Area and the National Flood Insurance Program (NFIP) regulatory floodway for the flooding source indicated on the Determination/Comment Document while the subject of this determination is not The NFIP regulatory floodway is the area that must remain unobstructed in order to prevent unacceptable increases in base flood-elevations. Therefore,no construction may"take place'in an NFIP regulatory floodway that may cause an increase in the base flood elevation, and any future construction or substantial improvement on the property remains subject to Federal, State/Commonwealth,and local regulations for floodplain management. The NFIP regulatory floodway is provided to the community as,a tool to regulate floodplain development Modifications to the NFIP regulatory floodway must be accepted by both the Federal Emergency Management Agency(FEMA)and the community involved. Appropriate community actions are defined in Paragraph.60.3(d)of the NFIP regulations. Any proposed-revision to the NFIP regulatory floodway must be submitted to FEMA by community officials.The community should contact either the Regional Director(for those communities in Regions [-IV,and VI-X), or the Regional Engineer(for those communities in Region V)for guidance on the data which must be submitted for a revision to the NFIP regulatory floodway. Contact information for each regional office can be obtained by calling the FEMA Map Assistance Center toll free at(877)336-2627 (877-FEMA MAP)or from our web site at http://www.fema.gov/about/regoff.htm. This attachment provides additional information regarding this request. If you have any questions about this,attachment,please contact the FEMA Map Assistance Center toll free.at(877)336-2627(877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency,3601 Eisenhower Avenue,Suite 130,Alexandria,VA 22304-6439. Doug Beilomo,P.E.,Chief Hazard Identification Section,Mitigation Division Emergency Preparedness and Response Directorate Version 1.3.3 1056349.1 LOMR-F-SL02###081 9 �Y F�L �o XR Federal Emergency Management Agency g y Washington, gt n, D.G. 24472 �r HIV 5 � October 4,2005 MR.DAN STtC CASE NO.:05-02-0819A THE HONORABLE,TOWN OF QUEENSBURY COMMUNITY. TOWN OF QUEENSBURY,WARREN COUNTY, 742 BAY ROAD NEW YORK QUEENSBURY,NY 12804-0000 COMMUNITY NO.:360879 DEAR MR.STEC: This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine if the property described in the enclosed document is located within an identified Special Flood Hazard Area, the area that would be inundated by the flood having a 1-percent chance of.being equaled or exceeded in any given year (base flood), on the effective National Flood Insurance Program .(NFIP) map. Using the information submitted.and the effective NFIP map,our determination is shown on the attached Letter of Map Revision based on Fill (LOMR-F) Determination Document. This determination document provides additional information regarding the effective NFIP map, the legal description of the property and our determination. Additional documents are enclosed which provide information regarding the subject property and LOMR-Fs. Please see the List of Enclosures' below to determine which documents are enclosed. Other attachments specific to this request may be included as referenced in the Determination/Comment document. If you have any questions about this letter or any of the enclosures, please contact the FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency,3601 Eisenhower Avenue, Suite 130,Alexandria,VA 22304-6439. Sincerely, Doug Bellomo,P.E.,Chief Hazard Identification Section,Mitigation Division Emergency Preparedness and Response Directorate LIST OF ENCLOSURES: LOMR-F DETERMINATION DOCUMENT(REMOVAL) . c'.^C cc: State/Commonwealth NFIP Coordinator Community Map Repository Region r Mr.Robert G.Wakeman Mr.Thomas J.Hoffman,Jr. TOWN OF QUEENSBUIz.Y - 742 Bay Road, Queensbury, NY. 12804-5902 April 11, 2005 Tom Hoffman, Jr. T. Hoffman Development 1757 Central Avenue Albany, NY 12205 Dear Tom: This letter will confirm that the only items that need to be addressed for issuance of a Certificate of Occupancy would be completion of your landscaping. Once the landscaping has been inspected by Bruce Frank, our Code Compliance Officer;and been found,to comply with the plans approved by the Planning Board, a permanent Certificate of Occupancy will be issued. If you have any additional questions, please don't hesitate to contact me. Sincerely, To of Quee bury David Hatin, Director Building and Code Enforcement DH/mg L:\Maria Gagiiardi\MARIAG\Hoffman.doc Dave Hatin- RE: NYS DMV Pagee 1(i From: "Tom Hoffman Jr."<thoffmanjr@hoffman-development.com> To: "Dave'Hatin" <Dave@queensbury.net> Date: 4/11/2005 9:46:57 AM Subject: RE: NYS.DMV Dave, Thanks. Open,items,as I remember them should be the landscaping and the signs on the Vacuum awnings. Bill Simpson has been working with Craig.Brown regarding the awnings and we have ordered replacement awnings that should be arriving.in the next couple of weeks. In the meantime,the awnings are-covered. Other than that I think Bruce Frank is going to do his walk around after the landscaping is complete. You can address and mail the letter to: Tom Hoffman Jr. 7. Hoffman',Development' 1757 Central Ave. Albany, NY 12205 Thanks, Tom Hoffman Jr -----Original Message---- From: Dave Hatin [mailto:Dave@queensbury.net] Sent: Monday,April 11, 2005 9:29 AM To:Tom Hoffman Jr. Subject:Re: NYS DMV " yes, I'll see what you have€or open items and issue"a letter accordingly: Were do you want the letter mailed to and addressed.to whom. >>> "Tom Hoffman Jr."<thoffmanjr@hoffman-development.com>4/11/2005 8:46:28 AM>>> Dave, As part of our oppiication to NYSDMV.we need a letter from you more or less stating that our,permanent CO is related to landscaping and/or other minor items, and that a permanent CO is very likely to be granted. Would you,be able to mail me that type of letter? Thanks, Tom Hoffman Jr CC: "Ron Slone" <rsloneOhoffman-development.com>; "Marty Andrews" <Mandrews@hoffman-development.com>, "Duane Rapp"<drapp(ghoffman-development.com>, "Bill Simpson" <wsimpson@hoffman-development.com> Mar 2.8 05 12: 07p Nelson Ken' n'e!j 518-459-6673 P. 2 INTERNATIONAL " BUILT I =M SySTr S INC. 'IN 2 OAKWOOD DRIVE W.,ALBANY, NEW PORK 12205 Phono (518)459-3993 Fax (518)469-6673 Protecting A rnij Homes&Businosses for over 30 years March 28, 2005 Hoffman's Car Wash 265 Quaker Road Queensb.ury, New York Please be advised International Built-In Systems, lnc: has completed a service call on March 28, 2005 at the above location. The false alarm was due to a water leak in which the zone modules had gotten wet. The zone'rpodulet were replaced and tested. The system is currently in proper working order. Nelson Kenney INSTALLATION SPECIALIST IN SECURITY SYSTEMS • CCTV Fjj?E1HEAT1 SMOKEIBURGILARY RESIDENTIAL * COMMERCIAL # INDUSTRIAL Z"d 5"e 76w P.O. Box 508 BURNT HILLS,N.Y. 12027 (518)885-1 115 Fax(518)885-0526 January.21,2005 Mr. Steven J. Smith,Fire Marshall Town of Queensbury 742 Bay Road Queensbury,NY 12804-5902 Re: Fire Protection for the Hoffman Car Wash and Jiffy Lube Quaker Rd., Queensbury, NY Steve: The above mentioned facility is partially SPRINKL,ERED so as to protect the Jiffy Lube portion of the total building. The sprinkler system is installed in accordance NFPA-13-99 and NYSE Codes for the basement area to satisfy section 903.2.10.1 . If you have any further question or if I can be of any further service please do hesitate to contact me . --Pr�awes M. Fantauzzi--,� ,�� nt ,f" cc: Les McDermott,LMI Construction Service 01/27/2005 10:35 8850526 PAGE 01 49 Zssa Sut *;6e ;6&&Z0* Sf4&4M&o '706., P.O. Box We BUaNr Hlu.s,N.Y. 12027 (518)8es•1 i Is FAR(5Is)aas-0526 RECEIVED January 21,2005 JAN 2 TOPPLANNING OFFIICE RY Mx. Steven J. Smith,Fire Marshall, . Town of Queensbury 742 Bay Road Queensbury,NY 1.2804-5902 Ile: Fire Protection for the.14offman Car Wash and Jiffy Lube Quaker Rd,, Queensbury, NY Steve: The Above mentioned facility is partially SPRiNKLERE-D so as to protect the Jiffy Lube portion of the total-bailding. The sprinkler systeani is installed in accordance NFPA-13-99 and NYSB Codes for th.e basement area to satisfy section 903.2.1.0.1 . If you have any further question or if I can be of any further service please do hesitate to contact me. &�mes M, Fantauzzi ., �f•�� t� r f � i��r.�• rr cc: Lies McDcrmott,•L,NS1 Construction:Service '., :,. HOFF' MAN D'EVELOPMENT CO RPORATION HOFI+`1 M CAR WASH • HOnW Off LUBE QDO January'i 3;_2005 Oe Dave.Hatin,-Executive Director Town-of-Queensbury, Building Dept. 742 Bay-Adad -QueensbuM,N.Y. 12804 Re: Site"'_ soaping bear Am-Hahn The Hoffman Car Wash-Jiffy Lube--project at 265-Quaker'Road-is-now in the final-construction:.phases .1IVe witt.:be.contaating.you to schedule,a-final walk through inspection-required for the-C.O. for#he-remaining. tion of the-building. The site-landscaping, as=you know---is not--completed.-and will not---be done until the spring-early summer of-2005— The purpose of this letter is.to advise you, in.writing;.that we-intend-to finish:-the=landscaping portion-ofthis project as soon as weather condition-allow... Sincerely William-J...Simpson, Project-Eh9ineer 1757 Central Avenue,Albany,NY 12205 Phone: 518-869-3218 www.hoffinancarwash.com Fax: 518-869-3574 TOWN OF, Q i..ZU.EENS URY 742 Bay Road, Queensbury, NY.;•12804-5902" ex" January 7 2005 . � . - Chief Joseph DuPrey ' -Queensbury Central Fire Company 17 Lafayette Street Queensbury, NY 12804 RE: Sprinkler System/Fire-Department Connection—Hoffman's Jiffy Lube Dear Chief DuPrey: This letter is meant to serve as a notification of two issues relative to the referenced building that may have an impact on firefighting operations. First,the building in question is only partially protected by-a fire sprinkler system. The only area of the building required to be protected by the system is the below grade oil changing room. A three-inch riser feeds the"system, and the system-has been-extended to also cover the automobile bays above the area. Since the system installation was only required below grade,the system is allowed to terminate at any point above grade where the owner sees fit. ; •Secondly, the fire department connection(FDC) is fed by a two and a half-inch pipe, instead of the usual four-inch line.,'This is allowed by NFPA.613 where the system riser is three-inches in diameter or less:The contractor is planning to install a five.inch Storz connection at the FDC' but the two and a half-inch to five-inch-connection will have-to,be special ordered. Currently,the FDC is served by a typical Siamese connection. I would like to suggest that you schedule a walk-through of the entire building for your personnel. I,would be more than happy to help schedule this for you if there,is enough interest. Please advise if my assistance will be needed. Sincerely, Steven J. Sini Queensbury i e arshal -.Cc: file Michael Palmer, DFM "Hume of Natural Beauty ... - A Good Place to Live". TOWN OF QU.FENSBURY 742 Bay Road, Queensbury; NY. 12804-5902 Tom Hoffman Hoffman's Carwash 265 Quaker Road - Queensbury, NY 12804 Dear Tom: The following items- will -need to be completed, before a Certificate of Occupancy will be issued for completion ,of the Hoffman's Garwash at 265 Quaker Road. 1. All structural framing must be complete and inspected, as well as an engineer's report on the structural framing. Along with that we also need a structural drawing and signoff on the floor system,that was constructed In Jiffy Lube, as it is different from the plans originally. submitted to this office. 2. We will need a final electrical-inspection for all remaining electrical work. 3. The firestops in the attic of the automatic car wash must be completed. 4. All open items from the Temporary-CO must be completed. 5. Exit lights and emergency lights must be installed and operating, .as - required. 6. All final site work must be completed. I believe this hits the highlights of most of the issues that need to be resolved in order to issue a permanent Certificate of Occupancy for the entire project. There may be>incidental items which we have not mentioned here, but as the project progresses, we will provide inspection slips stating at items need to be completed. If you need additional information, please don't hesitate to contact-me:---- --- ------- Sincerely; Town of Queensbury David 14,iredr Building and Code Enforcement DH/mg L:\Mada Gagliardi\MARIAG\Hoffman.doc r "Home of Natural Beauty ... A Good Place to Live" 12/21/2004 14:00 8850526 PAGE 01 P.O. BOX 508 BURNT HILLS, N.Y. 12027 (518)885-1115 FAX(518)885-0526 t FAX COVER SHEET _ VIF OtC 2 �QD Date: 12` �-► = 2004 BQ LD11 A EEfVSBQRY VD CppE No. of pages '` (Including cover sheet) Fax to:(Company) '7;4, Q-F Q ucnp ^4 4 1%Aj (Attu) V , h ^J %Tam c_-rtti 01- Fax from: Comments 1= U Vv n.a,c c 7 r a �e C z 9 L espJ ,roc 0 O'L- Abe 7d a 1 sro",7 j 83 j*1' Z If you have any questions or problems regarding this FAX,pease contact us at the number below- ': NEFPSI-PHOW. E(51.8) 885-11.15 NEFPSI-FAX (518) 885-0526 E-MATL NNEFPI a,AOL.00M 12/21/2004 14:00 8850526 PAGE 02 December 20,2004 W.James M.FarttalIZA - Nmffi Fait,Fim Protection Systems,Inc. P.O.Box J Burnt Hills,NY Subject:Mansards W.Fartmi;ui: You then asked the following question,"Is it the intent or requirement of NFPA 13 for smelt combustible mansards that are attached to a noncombustible structure to be sptinMerecl?"In response to your question,we have reviewed NFPA 13,20(}2 edition,as the applicable standard.our informal interpretation is that the intended level of Fire protection is provided without installing sprinklers inside the mansard. ' Tbere is not a specific paragraph addressing this issue, but as'idcatificd by 13:A.8_1,the standard cannoi.address all possible construction arrangements,so the basic principles should bo applied when designing a system in a situation not explicitly addresscd..lt is also appropriate to apply the intent from similar or related sections ofNiF'PA 13 to the design. One of the basic principles is that sprinklers are provided throughout the premises,but there at several exceptions to this rcguirement, Two related exceptions are addressed in 13:8.14.7, exterior roofs and canopies, and 13:9.14.1, concealed spaces. Bath of these sections have combusublc arena,which are not requircd to.be sprinldered.With cxtcdor roo£9lcanopies, the conurnitttco recognized that the probability of Fire is law and the consequences of a fire orom'r ing in these areas are also low'so they decided the additional expense for extending sprinklers to this area is unwananto&It should be noted that the additional expense to the owner_comes as not only an upfront cost,but also as an increased long team maintenance cost with citiher dry pipe or anti-freeze systems. With concealed spaces as described in 13:8.14.1.2.3 through 13:8.14.12.5,the committee recognizes that it is.mtremely difficult to install a system in such a small area above a ceiling. Having discussed this issue with several NFPA 13 tocbuical committee members,we have confu'mcd the intent of rho .committee is to allow excluding protection fiom non-specified at'eas using the current criteria as guidance; In other words the conlmittoo agrees that one can omit sprinklcrs from a concealed space even if it is not explicitly described in 13:8.14-1.2,provided tbcy use sound enginee ring judgment and the existing criteria as guidance. They agreed that the mansard presents less of a fire risk based on ignition potential and consequences than cithe.t of the identified exemptions,As such,leaving the mansard without spritt dv protection dotes not violate the intent of Nl✓PA 13. if the above suggestion is not satisfactory,an alternative could be to blow in noncombustible insulation to entirely fill the concealed space.13:8.14.1.2.7 explicitly allows sprinklers to be omitted from such a space. If you have any questions,please call Roland or me at(214)349 5965. Sincerely, - Jj!Scott Mitchell,P.E. Fire Protection Engineer ec:Mailing original This infannal mtcrprr:tatioa bas been prepared bu the Technical Services dept of the Ameticxo Fire Sprinkler Assmiation.AFSA informal interpretations are provided by AFSA Vice President of Technical Services Roland Huggins, a PE registered in fire protection engineering, Phil! Brown, a NICET•IY certified automatic sprinkler techmeion and NtIFA Cent cd Fire ptvteetion Specialist(C.F314),and 3,Scott Mitchcll,a M registcrcd in airs pratcction engineering.This opinion is provided for the bcftfit of the re4tioturg patty,and is provided with the undervtsitding that the AV SA assumes no liability far this opinion or actions takcrr on it t 12/21/2004 14:00 8850526 PAGE 03 i INSTALLATION hI:C}UI12Laldl+iVTS � 13-71 4 8.14.2,R*Shafts with Combustible Surfaces. 9.14.4.5 CnTrveniet]ce Opt pings in individual')welling UnNs. Draft stops and rli,scly spairccl sprinklrts are not required for $.14,2.2.1 1ATFrete vGrti<:atl slnafty leave comla118db1e surfaces. convenience openings within indir dual dwelling units t.lrlt one sprinkler shall be installed tit catch alternate floor level. mect:all tsf the following criteria: a 8.I.4.2-2.2 Wliere a shaft having connbiistihle surfslms i, {1) SLlrh nlrrrilalgs slTatll GUnnrc:1.a IIlaxltl]Um of two adjacent trapped,an additional sprinkler sh a31 he installed AL the top crf stories(pierce one floor onlv). each trapped section. (2}°'Such openinsr%sha11 be separ:rtc:d from-unprotcctt:rl vet Ci- 5.14,2.3 Accessible. Shafts -Aith Noncombustible Surfaces. cal Openings aCrvinFy tallier Hoors by a harrier with afire t1r}►ere accc.ssihle vertical shafts have netnt:cnnbustil)lc Stu resistance rating r„dual to that.rt�quired for tmclosurc of faces,\oars sprinkler shalt bt:installed near the bottom. floor opruings by Nrt'A 1(11"', Lzfr.Safety t�orla:°'. (3) Such openings shall he:sei]arate:from corridor';. 8.14.3 Stairways. (4) Such openingssball notscrvr,asar required meanstifegress, 8.14.3.1 Combustible COnstn]Ction. Sprinkler:~ shall br. in- althtxigh they c:an serve ass a required means elf escape. i ,called beneath tell srainvac's of r,ctrnhustibte construction, 5.14.5 Elevator Hoistways and Machine ltoaaons. S.14.3.2 Noncombustible Coustructian. 8.14.5,1*Sidewall spray sprinklcrs%hall be installed at gale hot erase of each elevator boistway not more than 2 ft (0-61 111) $.14-R.2.1 In noncombustible srzir shafts with noneombus above the flooroFthe pit. - tible stair:,,sprinklers shall be installed at the top of the shaft it and under die f rst landing above tile b0ttQ111 of the shaft.. 8.14.5.2 The,prinker rcquirt,d at.the houtini of the elevator ;f hoistway by 8.14..5.1 shall not be required for enclosed. non- 8,14.3.2.2 Wbere nomximbustible stair shafts are divided by combustible elevator shafts that,do not contain corn iustible wa1Ls or savor%,sprinklers shall be provided on each side;nF the hydraulic fluids. - separation. 8.14.5.&r Automatic sprinklers in elevator Tna.chitne rooms nr 8.14.3:2.3 Sprinklers shall be installed bunearli landings or at the tops oI'hoistways~hall be r]i'ordi.nary-ter inrerrt]ediacc- stairways where the area beneath is used for storage, temperature rating. 8.14,3.3'Est,Wises•ving`TwoorMoreliiv Divisions,Sprinklet-; 8.14.5,411 Upright or pendent spray sprinklers shall be in- shall be installed in the stair shaft at each 11onr landing wbcrr stalled at the top or elevator hotstways. two or.tease.savors opr,Tt From that lalncling into%e:lraral.e lire divisions. 8.14.5.5 The sprinkler required at the top of, thr. elevator hnistwav by 8;1411.l shall not he rrclinrrrl where the hoistway 8.14.4*Vertical Openings- for pas eager cleraiors is noncombustible and the car enclo- 8.14.4.1 General. Unless the retluiremctics of 5.11.L�# or sure mawrials meet the i quiren]eiuc of ASINIE A17.1. Safety 8.14.l.5 strc caeca rvhc:re moving, staircases,err similar L:etAs fgrT trurzttrrs and rs�alxxlrrrr.' floor openings arc une:nclosed, the floor openings involved 8.14.6 Spaces`Under Ground k7oors, Exterior Docks, and shall be protected by closely spared sprinklers in combination platforms. with draft stops ill accordance with$.1.4.4.2 and 8.14.4.5. 8.34.6.1 Unlcss the requirements of 8.14..6,2 are; Tnet, sprin- 8.14.4.2 Draft Stops.Urafr.sunps shall met-1.all of the follorvir;g: klers shall be instadlcd in Spaces inider all combustible Sroa.rnd (1) The draft.stoles shall be located immcciiatr.ly adjacent to furors,extcritlr clocks.and platforms. the ripening, 8.14.13.2 Sprinklers shall. I-": pc:rinittrd to be omitted fre;tna (2) The draft Stops shall l]e at least 1.8 in. (4.5 7 Mill) deep. spaces under ground Floors. extericir dacltS, and platforms (3) The draft stops shall he of noncombTtstihle or limited- where all of the fallowing conditions prevail: combustible material that will stay in plact! before and during sprinkler operation. (1) The space is not accessible For storage purposes send is protected against;1CC1ITT111lataaT1 of whirl-borne dchrlS. 3.14.4..3 Sprinklers. (2) The: space cont-nim no equipment Such as convcyrrrs or 8.14.4.3.1 Sprinklers shall bc: spaced not more. thane li i't fricl-fTrcor over heating units. (1.8 int) apart and placed G in.. to 12 in. (n.52 mm to 3A5 rTltTr) {3) T'IIe hoar over the sl)ace is at'tlgllt construction. from the iIr'ai't stop r]n the stile away From sirs nlirtttn,f*,. {4) No ts]!nl]ustiblc or flatTnnabli, Liquids or matcriais Ihar • tender fire rx)nditions would convert into co,'tlbttst.ihle nr 8.14.4.3.2 Where sprinklers are loser than Eli (1..8 in),cro.%,S ll: lI lable litliiids arc proct-%seti, handlecl. or stored can Infxles Shall be provided inn accordance with 8,(i.14.`21, tit,floor above the space, 8.14;.4.4 Large Openings.Clowly spneea sprinldcrs anti draft 8.14.711 pa teriar Roofs or Canopies. a openings%I.rt s are nor required around I.Irgs such ,is rhow P tl i � 8.14.7.1'k Unless the t'cgnirertlrtltfi rtf 8.12.7.a> Ui'8..14,i.3 are F'onnd in shopping malts,atrium biiildinFN.;Ind similar stmr- Inca,sprinklers shalll Pw installed leader(-XL T`l0T't'oerl's or ra T10- tures tvherr.. ill ad.joinin g Ieveis and aacc„s am ]rore.cted 1)v l P i pies !,cert1ing,E Ct(1.2 n]1 in width, ;nitonr.itic sprinklers in :Icr.rirriant:r. with this-%mi,dar•d tlnl where tine rlpenninges have all horixomal climcnsio s hetwem1 8.14.7-2 Sprinklers sllalI he l)e'rnlitted to lie onnitted where: oppusit:c edges ol",10ft(tiin) or,mcnivranda n avearll;Illgtl W. the uulopy or roof is of noncornbitstihle or lirnited cornhns- (cJi Ini'1 rn graatt,r. rihlc -onstrnct.ion. ;3002 Edition 12/21/2004 14:00 8850526 PAGE 04 13-7c; ]N.TrAJ_J.A'rK)N OF SPRINNUR SW,71.'n4,s ------------------ 8.114.1.2'ConcrAled Spaces Notlkequiringrip k1f., Wrtir.< - S).11 m .Iv il 8-14-1.2.3 Noncombustible and limitr pl-mriderl that in T71* (., (I collibustiblv coil- 1 11161100" buildings dic chases ar scaled SI)aMr,with no COM13tistible loading ha-ving n(.i -5tOPJlVd at.MC.11 fln0r J,JN.iilp- inaterials cquiwilcril to the Jloc»• Sh'dl not requircqps-filidu protection.Thf,spmr:(,--shall be Con- constr.1irtioll- arld Whury s1lcll Pip` cb;'sc,-, shall r-011udin no MeIrred I Con&alenl space tweri with small Openings slich wi f sources origniEit-lil,pipill-shall be:o()nr()TnhIIsti b1c.,and Pipe thO-qv used ks return air For a plussimi. I PCs ictrrations af each flml'r sliall be lirnp(-rlv.-.,caJed .earl qll tint requir(t.sprinklcrpr,,,e.,,jo,,, permirty 1 8.14.1,2.15 ExteriorCOILlmns undcr In F1'*�ill al,!;i fo spaces with limitrd access and -1()l. .rig omtpano.�or rilled 13z- agn.of collibilsdt-otes shall not rc.quirespriiikicr prj)tr.ctI()lI. - M exterior canopi(-s th4t are fLilli, space shall he considered a critic.rale(I space(Irn with Sfrlqlj protected with a sprinkler systeni.shall riQL reclitirc:sprinkier openings such as those.[INVI"I as rcuirn air For a plernim, proltcrioll. 5A4.1.2..q1 C"Orlet'alect spaces lbrIlled by studs or joists with vi 8.14.1.3 Concealed Space Design lkequirrments. Sprinklus test;than 6 in. (t52 mm) he tavern the.inside or near edgess, ra c s of in collecalecl sF)HMq having for.it)rage or the stLldsi(lr-IO"1` shall not require sprinkler protection. 811HII be installed in ircordanc:e: with the re b i Fip.tro 8.6.4.L.5.1. (Sar Tight hazard occupaTiry, r (,(3nccalerl SP—C-8 fi)1-Med by bar joists Aitll less 8-14.1.4 Heat Producing Dc"ces with Composite Wood joist r Construction-Whcre Ilea(-proch icingdevicess ich 204fUrnace& dULT, 6 if,. (3 52 mm) between the nlor o' 000�deck and ceil- I ing shall not reclijil-esprink1cr protection.cl.ion. or procnss equipment are located in the C Joistchannels above a Ceiling aLlached ElirC.Ctj\l fr)the. i1nder-,side of composite.wood 8,14.1.2-5 CoTicealcd Space&formed by ccilinp attached di- Joist com. Eruction that W* ould not,otllelivi.sc-reirinire sprinkJcr rr.cdv to or within 6 in.. (1.52 mm) of'wfjod joist Construction pr,)tecd<)Tl Of t shall not reqiiirc sprinkler protccii(yn. r 1112 spaces,01c'Joi-St channel ctmtainirig the heat, producing d-ices shall be sprinklered by!llsr;4Iljngsprinklcrq .1.1" loncealed silic" in cacti joist ch-anDL-1, oil each side, adjacent to the ' I , formed h), ceilings attached to heat- composite wood g. prudvdngdcvIc:(!. .joist C-Onstn.1rdon elthcr directly�)r onto metal channels IIOL cxceeding I ill.ill depth,Provided Ellf.-joist cban- TI.15 -Xcrcding 160 ft" Locafi7ed Protection of Exposed Comh'Ire fircstopped into voillines each not C ;jstibie con- 'k 1 (4.53 , struc6on or Fo�posed Combristiblest.in.cot, caled spaces hav- M,)using inatcrials cquhalerlt to the_well consj�.rklc6orl exposed in,�f bam insulation is illiisallcd at the bottom of thc combustibles,in localized areas,die co rnbus tibles.5b all be pro- at Icast 3�4and ifig CXP()Scd combustible Construction.or cont2inirig joint channels when tile 'is attached utlfi7lng meta]char- tested as follows: 1101.5-shall not require sprinklcr prntccijon, 8.14.1-2.7 Concealcd spaces entirely filled with tlt-lncombL,,� (1) Tf the crin'busLihics arc in aw vertical partitions enclosure,a singly require:sprin.lder protection. row ofsprinklers spaced riot over title insulaLion shall not re of umlls around all Or Z I:Y()rfiotl(lf7the ft(3.7 rn) apart nor B-14J.2.8 11101-0 than 6 ft (7-8 ill) from the ill-Side of the partition joist cowqniclion rl I siiallbef)em)ittcdtoprot(,(7.tdI C composite I'vorld i0iR COnStrutdon having noncolliblisdhic insit- e surface.The first aricliag nation filling the.�'_space front the ceiling u�to the bottom edge.of sprinklus in such a row shall not be nver.j r -r 'Pa the onds()f'tllc.!P211itions. t(1.5 M)from the joist of the rooF or floor deck,Provided that.in compoArt- wrWid.joisc construction the joist channels are fircstoliped into 'Tf the C"CPOscd combustibles arc ill rhc horizontal plane,Mr. vOlLimese--IchnotexcmdiTigi6oftl(-I,F)., ,) ro the fi;lIcic:pthof al-t the:joist vAt" matt"T'al eqUivllent to the weh Construction.~ha 11 with sprinkicys on a I ight harATd spacing.Additional sprin- not rr-quirc sprinkler prouction. Idea;shall be fristallednO More than 6 ft.(1.8 rn)out- iidc,the oudiric.of the arra all(]not more than 1.2 ft(5.7 M) or)cnn- 8-14.1-2-9 Concealed spaces over isolated small roollis not ter along the outlitic.'A"ticts the oulline 1,e I a . toms r.o. W 11 or exceeding 55 ft2 (4.6 rfl�) in area shall not require sprink1cr other obsUucL:i(,)n.tile Iasi s protection. prinkler shall not be T-oorc thall (--)ft 0.8 m) frOrrl the'vat]or obstnictioti, Coricealml spaces where rigid rnateri:ils arc.used Spr inklers used in horizontal combi-ssiJbie con- and have A flame spread rating of 25 or rcalerl Ccs ("'th �" SIOPc 1301,excectling a nsLM not to Propa- upper surface where . 2 in 12) haliD . the as.5ernhil. form in which the}' installed .Or supporting gate fire in the "I"bustible o C'-di not re- llcr. antilet heat and AIlcrc the dt!ptll'of the space Is quire sprinklcr T)rotecdorl. men less than 36 irt, From clock to deck or with clouble!wood joist 8.14.1.2.11 ClOnc-71142d sp2ccs in which the exposed matcrial.4 constryiction with a maximum of 36 in,between the top of the ' are roll.'tructed `nt'T_clY of lireretartlant.ti-Cale.-Cl Wood - bottoni.joisr and ihe bottorn Li cle- or she upper joist Shall Ile listcd fined by NIZIIA 703,,Standard for Rim RI'lard4ni.[RIf)mg77nIF.d Wond for Such] usc, and rhir Re/ardant. ;C;rvIiliqfrff Bd quire sprinkler protectio,il. di??,g Mtztma T a 8,14.2 Nrcrtical SlIurts. 8.14-1.2.12 Nolicr.)mbusf.ible 13.14.2.1 C:ene.ral. UnlesA the T-c-quircments, oF8.14.2,1.1 or .tT 51.),Iccs h a l) Ilse 8,14-2.3.2 arc:rnei.,oils:sprinkler shall be installed at.the top con I bURtibit-inst iladf.)n whet:the 11 ea t conten i of tl i cW'!tccixnpgLf i r.1 (if Shafts. 'ub`U`tC t7f dIc!illAillation TnateriaJdcI(-.'3 110tc-<cecd]000Btu/ft!-' -1 N0TlC0lYAIaUq(jJ.3JC 01- (11,356 kf/ln2)shall not.require sprinkler protecon 1,C) CC • na sibic vertical duci,shalb-ishall not rc.qllirc sprinkle.-r prorcccioll. SPIICes b0l0\vinsulation that is Jaid di- 8.14-2.1.2 rectll* Oil tar) Of or within the ccilingjojsi.�., in an oihcl*liisc NO"n'b"361-Av. Or Tim i tcd-com bu.4tible, nonar- sprilildered anic shall noi.reclivire qprinkIcr pror.c.ction, rcssillic vertical clectrical or mecliallical qllaft".q ill-all not re- N �Jlfirnsprinkler prc)tccliIr.)n. 200.?Edloon TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY, 12804-5902 Memorandum To: Dave Hafin, Sreve Smith, File 2003-543 From: MJ Palmer Date: 12/21/04 Re: Hoffmah Car Wash On 12/20/04, DFM did walk through at above location to verify sprinkler system conformance to drawing submitted. It appears that there is still substantial work to perform. before completion. It is to be noted,, that,the following items must still be satisfied: 1) Supply hydraulic calculations for the system 2) Chain and lock all control valves 3) Verify supervisory alarm for tamper and flow. 4) Install 5 storz connection far F DC 5) Provide inspection and testing report for completed system 6) Final walk through inspection by the Fire Marshals office. TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Mamarandum To: Dave Hatin, Steve Smith, File 2003-543 From: MJ Palmer Date: 12/17/04 Re: Hoffman Car wash I spoke today with Cheryl Fischer from.NYS Codes Division, seeking an interpretation of the following: We have a mixed use occupancy B%S 1. The, S 1 area is required to have an NFPA 13 compliant sprinkler system per FC903.2.8:1 In addition to sprinkler install in the -S 1 space, the contractor has extended the system into the first floor of the B occupancy. The Fire Marshals office and Code Enforcement Director feel that because the system was extended beyond the required protection: area, that the system must know protect.all combustible areas including the attic area and clock towers. The interpretation by the State indicates that section 901.4.2 of the Fire Code would ,apply, and therefore the contractor can leave the system as it currently exists. At this time, the Fire Marshals office still needs the following: TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT December 17, 2004 1) Complete set of as built drawings for the sprinkler system installed. . 2) Set of Hydraulic calculations for the same 3) Verification of FDC' and access 4) Inspection of the installed system for compliance with as builts submitted 5) Report of inspection for the system installed. 2 TOWN OF +QU:EENSBURY 742 Bay Road, Oueensbury, NY. 12804-5902 December 10, 2004 Tom Hoffman Hoffman's Carwash 265 Quaker Road Queensbury, NY 12804 Dear Tom: The following items will need. ,to be completed before a Certificate of Occupancy will be issued for completion of the Hoffman's Carwash at 265 Quaker Road. 1. All structural framing must be complete and inspected; as well as an engineer's report on the structural framing. Along with that we also need a structural drawing and signoff on the floor system that was constructed in Jiffy Lube, as it is different from the plans originally submitted to this office. 2. The sprinkler system will have to be fully inspected and modified it it is not in compliance with the NFPA 13 Standard. We have not received any drawings for the sprinkler system at this time that I am aware of. Also all areas of the attic. most be sprinklered, including the clock towers that have been constructed on either side of the-front of the Jiffy Lube. 3. We will need a final electrical inspection for all remaining electrical work. 4. The firestops in the attic of the automatic car wash must be completed. 5. All open items from the Temporary CO must be completed. 6. Fxlt lights and emergency lights must be installed and operating as required. 7. All final site work must be completed. I believe this hits the highlights of most of the issues that need to be resolved in . order to issue a permanent Certificate of Occupancy for the entire project. , There may be incidental items which we have not mentioned here, but as the project progresses, we will provide inspection slips stating at items need to be completed. If you need additional information, please don't hesitate to contact me. Sincerely, TQWA,Of Quee bury David Hat! , Director Building and Code Enforcement DH/mg L:\Maria Gagi<ardi\MAREAG\Hoffman.doc 4 "Horne of Natural Beauty ... A Good Place to Live " Dec 02 04 04: 14p LAURIE KENNEY 518-459-66?3 p. 2 I1111° ERNATI C�►NAL� { BUILT' ) SYSTEMS INC- . 2.OAKWOOD DRIVE W...ALBANY, NEW YORK 12205 Phor)e. (518) 459-3993 Protecting Aroo Fax (518) 459-6.873 Homes& Businesses for ovor 20 Years December 2,2004 Hoffman Czar Wash 205 Quaker Road Queensbury, New York To Whom It May Concern. International Bill It-In S",tems,Inc. has installed a,lire alarm systchl per specilicatioll and ct)4c. The system has been tested and found in proper-w'orl in-9 Order. i Nelson Kenney t . INSTALLATION SPECIALIST IN SECURITY SYSTEMS CCTV • FlR 1hLA?1SM0KEtBURGLARY RESIDENTIAL • COMMERCIAL • IND(JST dIAL ----------------- i_,Iuakyr Road iv1E..i.el:ial"f Liur i'N'"i J. -t fit. &J E-9' NORTH EAST FIFA PROTECTION P.O..BOX 50$ BURNT HILLS N.Y 2627 DP_=ion Specifications, Water $i_op lv I'tiTot-f{1a'F; on S1'a`.:em 1».1e6'iiand Design Area! 1500 .00 s-_0. 0 6 i 1 I.60.t.0 apfil q P(-7 �� "C �=6 " �"_ d# ?3"C d aa"g"h _° n9—_._e'2'L rm °�15 II1"SS X _fir in, `{:. *at;V1 S Va '.F vin '. ,'. ^= - - m. f n 41. so 0- Notes a .List of Fitting Abbreviations Example : `rC=.TV one=. _}td . Elbow . two Sto . .Tee a .and on, Check `'rim+. B t �t+{ut.k j l `'~+act 1 g i'` n �� to a Check V a t ,.:'. n j*S .....'._* Hvuefcatd t'rouram ov - oT6 Jeyiai , Group . .G f 0 "3._ ! t00) ♦ q s r � SWISS • � nnnlnl�n��n1[Inl n �n n � n�nnnnn nlnl� n nvlu 1 1 .� n nlnnln� �� �Inn1l��nn1 a �� nn�111nn[IInW nn� � n ®u NUN H �nwwNMI MAN nEVER MERSIN .a iiH'on' o Ion K■i�8u�ii■H■■HiHin■iHi �pni iinii!■iiiWHnWlHiiH■HnlH iHHilininSiiiiliinllniilHHuiuuHi _/i■0! i■i i H■a� ■ !i!i !ni!■itiiiiiiii!!HH■iliilHin■HN■iiiiii!!i ® !i■i!!a ® HER IAp Wn n�Mamma �ilii■N1 a on"mms' �IHO wawriiu!!u■�snamm !u!■ isiawurri■i■ u a■liulu■u■uii■u■iuus■iui ■r i 'na' �i ' aa��a`!�"e waa�iiarl�!■ i r��laimaaar■" O .�` ■wwwswaialsssrss!!s ills s!!wila! rrsrrrirrrrrrrrr rr rrrrr rrrrrrrrrrrrrr ■ r rsr.�rrrr r srrrrrrrrrrrrrrrrrrrsrrs r�miir�r ���� rrrrr m rwsswrwrrr rw r�ww rr 'wwwww�� ._ srwrwrsrrr a�_�ri�rs ri w�ww ripY �rrrwrrrwlwwr rrrr :nsrrrrrrrwrrrrssrarw rwrftr�ri w M, .II��..Np 'p iri1111wrwlrwlMr�iwlw�Yw ��om■au■i■!i �nwrrrrranr wsaw raro..ws�t:N „ . 01 € .� ._J W a «-+ .s: ! a`.w�. :`: *»,.n `„` ',^.: 'm'''°, ,`. '•,r �:: :":*'. tti. a 4 m^w .'w'�^: 'ry i.J -0 C !}t 11 :t !zr CtJ :zj” CCI :•U --St ,^ 0 r'l .Xl ,,[r i;_I,tl"+ =D ru -- CU di ful €€ +3! '-I-. I_I Ill'. 11 CD :J Cl) C, :z..'.1`=, v.=tit ; +T; CvJ V-) 0 IT, � vT• :x iJ 31 1t t ttp E 11 0J. €€ .1!! U�•o n tl to ;3i.io il.+ n -In U3 IIn'n Lo It?,uJ €1+ ��yy t 11 1t (,l,! CU1jCUwwwww w €?Jw =1.1w :1J }URl `U _ 11 11 - °a €€ C .U ri 0 � - Rj €� -' 1€ -t ,+ !'L *+ U Ct7 ::T 10 1.0 4.-IJ -, :-.T. ., 0 ;� D, 11 0 �, 1 it!-�.Let?- u;}}�!� ---D j r -�.-Dy, �r-1 >00 s`'- i-0, Cry r_�t}'} � IL€ nn 3 . f 0 11 Cu"`.0 '.9-1 I.t 1'Llj- ;l.J Cu IN (Ij (U '.,.1 k V Cv.J_M .01.nj o'Z M •C, u If IitLl' •ra 0 i' u i. IJ € C Cl 0 1c, ZI 'CI- it,- ! 11 .-D -D ,-t %D ,Sl.Vt.:i t --,0 =T+ =.Ct ;1+ :L, -- :.I i ,Zi -D =�D ,X, J fE! €I:v in if) 0-ii! Yi zit €3=! €3) Li 1 !L Of If � vet •� ..:: !# 11 - - � - � �t I1 7•.! iT! ! 11 lu ;17• €€ vT, ( t;! ,-v v�`,,dJ Ct7 t -v !;Q v `v ,• t : ! !v ry 'ft IT, if iiJ :L� -3- C, i-D :z- iU ut Ell €"'^ S, C1 -, €D (U ,.I.t ' v>a v r- _ , a. 1€ , t IU L1J iU CU'•:�€ 0.1 I"U i?J I'U 11 CU CU OJ 0.1 W rj) i't7 ° ru 7 0 -0 €€ D I', it yv fn `h ;T, i vl -t 17", y v 0 -i ,-+ 110 fl __ f", -0 _ � '11 ° .n o n . n .. n n a a a 41 ii ll vT. —a. Ce7 Ct7 ==? U _� Ct1 ' ! 4 -,L-t 03, +t�' Ct� !- r =• c t it -+ I.l:€ t'J CU Lu iU '.,TJ }U ll_I CU CU CU CU..Lcu !U IU on Ct) 01 pv (TJ '.!J I,lti 17 i n 11 ,-v 'JU rf) `h i!,.,C' r- CD v7; 0 OU 0711,:; €D --S, C'- Iih c� ED a �1 +� 11 ' '_" d^,.V : ', •_, ^, r t w ,-i 3 -v ,-a —4 --} ,-4 ` Path Summa.ry Printout tor' ''­)ffman Car Wa / Jzffy Lubs Job No :717 1I/01/04 Sys t ern :wet Urawzng 1-717 F' 0�4«:3 2 1 Princina\ path Feeds Path,2 at Pt�DV2. Path:3 at Pt�B03, Patb:4 at Pt.804, Path:5 at Pt:805, Path:6 at Pt:8V6 Ref Eiev` Pressure (psi) K Flow (gpm) Ve\oc Diam. Actual Fitting Fitting Total Frict.Loss ' Elev. Loss Next Ref pt^ ft. Pt Pv Pn Factor Added Total fps in. LenUth Summary Length LenDtk per.f{ Total Psi (ft.) Press Pt. =========================================================================================================================== <C=12O> A01 5°00 19~89 19^89 5.601 25"1 25.1 9.28 1.049 9.00 9.00 0°197 1.78 21.67 A02 AA2 5^00 21.67 21°67 5.60 26.1 51.2 10-35 1^380 9.00 9.W) 0.195 1^75 23^43 A03 A08 5,00 23.43 23.43 5.60 27,2 78^4 16,77 1.380 2"00 T 6,00 8.00 0.028 3.43 26.85 801 BV1 5,00 26.85 26.85 78.4 4,60 2.635 3.00 8100 0,016 0.15 '27,00 802 B02 5,00 27.00 27.00 78.6 157.0 9,21 2.635 8,501 8.50 0.066 0.56 27.56 B03 803 5~00 27°56 27.56 79.4 236.4 13^87 2.635 13.00 13^full 0.141 1.84 29"40 R04 B04 5.00 29^4A 29,40 82.1 318.5 18°69 2°635 18.33 13^33 0,246 3.27 32"67 005 805 5,00 32.67 32.67 86°5 405�0 23.76 2.635 1 3"33 13.33 0^383 5�11 37`78 BOA B06 5^00 37.78 37.78 93,1 498.L29.23 2.635 13.00 [ 6"00 19^VO 0.562 10.67 48.45 COI C�l 5^00 48^45 48.45 498.1 19.10 3.260 50.00 T 15.00 65.O0 0,199 12.95 61,40 CO2 CO2 5.00 61.40 61.40 498,1 19.10 3.260 5.00 2E 14.00 19.00 0.199 3,79 65.19 MO1 MOl 5"00 65^19 65.19 498,1 19.10 3.260 3^00 E 7.N) 1V.0V O.l99 l.99� 2.1� ( 5.V0 )69.35 M02 M02 69^35 69.35 498.1 11.18 4.260 69.35 M03 1103 69,35 69.35 49B,1 12.52 4.826 3.00 ET 30,00 33,00 0,071 2.35 71.70 M04 / (C=140) MO4 7�.70 7�.7V 49Q.1 i2.V7 4.10V 2OV.0O GT � 29.26 229.26 V.O49 1\.24 82.95 M05 N05 82.95 ^^^^^^ Path K-Factor = 54 "69 . . D-» K^4«zv Fed hv path No.1 Ref [le+. Pressure (psi) K Flow (opm) Veioc Diam. Actual Fitting Fittinq Total Frict.Loss Elev. Loss Next Ref pt. f!. Pt Pv Pn Factor Added Total fps in. Lengjh Summary Leogth Length per.ft Total Psi (fU, Press Pt. (C=i2O) A04 5~00 20°01 20.01 5^60 25°1 25^1 9.30 1.049 9"00 9.00 0.199 1°79 21^79 N05 A05 5.00 21.79 21"79 5.60 26.2 51.3 10.98 1.38O 9,00 .9.OV 0.196 1.76 23.56 A06 A06 5.00 23,56 23.56 5.60 27.3 78.6 16.O1 1.380 2.00 T 6.00 8,00 0.430 3.44 27.00 802 802 5,VV 27.00 ^^^^^^ ^^^^' Path K-Factor 15 .13 ` . ' ' Ca Lcs B\/ :JMF Checked By �er :*310168* Hypercalc Program �v Crowley Design Grouo , (215) -337-706� c='attl SUITImary F'i-intOi_(t f,:Di... , r roan iC,-Ar WA—jil :i; HY L_Ube _i.rb No n71 ` 11. 1, 04 Sys tE-:in .v4e a4-ji F P—1— j •, Fed by path Wo,1 ------------ Ref Elev. Pressure (psi) K Flog (gom) Veloc Diam. Actual Fitting Fitting Total Frict,Loss Elev. Lose Next Fief Pt. ft. Ft Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt, rE=12Q3 A07 5.00 20.43 20.43 5.hu 25.4 25.4 9.40 1.049 9.00 9.00 0,202 1.82 22 3i ��..�., AUK A08 5.00 22.26 22.26 5.60 26.5 51.9 111.10 1.3,80 -3.0,0 01.00 0.200 1.80 24.05 A09 AO" 5.00 24.tt5 24,t?5 5.6�i 7.5 �.4 ya n , 08.00 t a z ., 7 16. 1.380 2.00 i G.Ov 0.43 3.V 1 2 .5 B03 B013 5.00 27,Jf F'-itLI I Ha'PVestfiornes Inc. To: 185 Rairoa'dAvenue Defivecy List Dellanson, NY 12053 84 Lumber-Malta Job Number. Phone:M8-895-2341 Tax-618-896-2287,. 2403 Route 9 Page: 1 ProjecttMf-Hoffm6n's dar WadNock No: Ballston Spa, NY 12020 Date: 04-072004-4:19:31 PM Model: Lot No: Project ID: 84m47242 Account No: 6275870: Contact Site: Office: Deliver To: Designer. im Dave Strack e Messier Name: Queensbury Salespefson: Joe Messier Phone: 518-899-7411 Fax: 899-5687 Qu Number. Tentative Delivery Date: 7 Profile: Qty: Truss Id: Span:' Truss Type: Slope: LOH ROH Load By: 7-9-13 24 B 42-0-0 COMMON 4.00 1-0-0 1-0-0 255 lbs.each 2X612X6 2 Rom Lat Brao,0.00 9-6-13 4 C 36'_'0-'0 ROOF TRUSS 4.00 1-0-0 1-0-0 231 lbs.each 2X6/2X6 3 Rows Lat Brao,0.00 8-2-4 4 DI 30-0-0 ROOF TRUSS 'coo 0-0-0 1-0-0 146 lbs.each 2X6/2X4 2 Rows Lat Bra o 0.00 "hENED V APR 0 8 20 TOWN OF QUEENISW" BUILDING AND CODE WWS COP17 -Above listed items have been received in go6d condition.(exceptions listed- to right). Received by: Date: Thank You for your Business. r HEN t l{ E� MI". VOICE 4<� C�� ryq -C'1.. . -IN _. ..._._ ® J r.IAI 185 Railroad Avenue .;.y � # N. Delanson, N.Y. 12053 K Ems. ,PaN i- 0mes Phone: (518)895-2341 /Fax: (518)895-2287 DISTINCTIVE CvsroM Hones www.harvesthomesinc.com O s lit, , E!_QhtV-r0L1r Lumber Company '19 RoWs r,1 W-Four, P.A 153. -2..813 s a e Sit' x t �� tpiad . 47242 no 1 m.orox o I Ea Load d imams as per afteeted shipfArig tillEa Hle.91*Swim, Recommendations r a I Ea ng!nv ' d Prints GenerA eta SheofJR hk 2 � •All claims for shortages or damage must be made upon receipt of goods. • Special orders may NOT be returned.Stock items may be returned if in original condition,within 30 days and authorized by Harvest Homes Inc.Returns are subject to restocking charges. ;� Y • Delivery will be truck side delivery at street pavement.The customer assumes all responsibility for any damages caused by the truck or driver delivering beyond street pavement.A charge may be assessed for excessive driver time required to unload material. _ T is the CUSTOMER'S RESPONSIBILITY to handle,erect and brace TRUSSES as per TPl recommendations provided. =RING,CUTTING,or REPAIRING any truss or panel without written notice and approval of Harvest Homes Inc.will be solely at %and expense of the CUSTOMER. -baser agrees to pay ALL costs of collection,including reasonable attorney's fees: -harge of 1 I/z%per month is charged on all past due amou fs ftin.of$.50). ha ahnvp in annd canditinn X r'1 vo"azder J Job Truss Truss Type why Qty MY 84M47iQ B COMMON 24 1 Job Reference(optional) -Rarvest-Homes,Delanson,New York 12053,Joe Messier 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Apr 07 16:19*49 2004 Page I -1-"04)-0 7-1" 21- O 27-6-12 34.1-8 42-0-04 7.10-8 f4 6-6.12 2 6-6-12 7.1" Scale-1:76.1 4,00 f12— 6X6 6 4x8 i 4X6 4x6 7 4X8 4 2X4 2A 11 3 W3 W3 2 10 11 I- ix-r, 5x14= 17 16 Is 14 12 W4 4X6= SxB M1120H= US= 4x6 5X5= W M1120H= 14 Is" 26" 33-4-2 424)-0 0-0-08.7-14 ot 7-1.2 10-0-0 7-42 8.7-14 4z as Plate Offsets(X,Y): [5:0-2-0.0-2-0],[6:0-3-0.0-2-4],[7:0-2-0,0-2-0],[8:0-4-0,0-0-12],[9:0-1-15,0-0-12],[10:0-0-14,0-0-2],[12:0-2-0.0-2-0], f13:0-4-0,0-04],[14.0-1-8,0-2q,[16:0-1-8,0:2-J0,[17:0-2-0,0-2-01 - LOADING(psf) SPACING 2-0-0 CST. DEFL in (loc) lidefl Ud PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.90 Vert(LL) -0.59 14-15 >850 240 M1120 169/1123 TCDL , 10.0 Lumber Increase 1.15 BC 0.68 Vert(TQ -0.82 14-15 >608 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.19 10 n1a fi/a BCDL 10.0 Code IBC20001ANS195 (Simplified) Weight 256 lb LUMBER BRACING TOP CHORD 2 X 6 SYP DSS TOP CHORD Sheathed or 2-M oc purlins. BOT CHORD 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 *Except' WEBS 1 Row at midpt 5-15,7-14 W3 2 X 4 SPF-S 165OF 1.5E W1 2 X 4 SPF-S 165OF 1.5E W1 2 X 4 SPF-S 1650E-1.5E W3 2 X 4 SPF-S 165OF 1.5E t ­q, "S. REACTIONS (lb/size) 2=2996/0-5-8,10=2996/0-5-8 Max Horz2=103(load case 7) 1, IMF. Max Uplift2=11 0(load case 5).1 0=-1 0(load case 6) Max Grav2=4271(load case 2),1 0=4271(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 12=0/37,2-3=9098/0,34=-863210,4-5=863210,5-6=-627810,6-7=-6278/0,7-8=8632/0, 8-9=-863210,9-1 0=-9098/0,10-11=0/37 BOTCHORD 2-17--0/8584,-16-1-7=016526,15-16=016526,-14-15--0/4416,13-14=0/65267,12-13=016526, 10-12=018584 WEBS 3-17=-1295/168,5-17=126/2162,5-15=-18761198,6-15=012649,6-14=0/2649, 7-14=1876/198,7-12=126/2162,9-12=-1295/168 NOTES 1)Wind:ASCE 7-98;90mph;h--25ft;TCDL=5.Opst,BCDL=5.Opsf,Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLU ASCE 7-98;Pg=70.Q.psf,(grQimd-s-npw);Category 11;Exp B;Fully,Exp.;Ct--1;L=2O0-0-0 3)This truss has been'designed for 2.00 times flat roof lob'd of 44.1 psf on overhangs non concurrent with other live loads. 4)All plates are M1120 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 lb uplift at joint 2 and 10 lb uplift at joint 10. 6)Load case(s)1,2,3,4,5,6,7,8,9 has/have been modified.Building designer must review loads to verity that they are correct for the intended use of this truss. , 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). } Job Truss Truss-Type Qty Ply 84M47242 B COMMON 24 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053,Joe Messier 5.200 s Jan 16 2004 MTek Industries,Inc. Wed Apr 0716:19.49 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.1'5,Plate Increase=1.15 Uniform Loads(plf) Vert:,1-6=-108,6-11=108,2-15=-20,14-15=-60(F=40),10-14=20 2)Unbal.Snow Left:Lumber Increase=1.15,Plate increase=1.15 Uniform Loads(plf) Vert 6-11=-46,2-15=-20, 14-15=-60(F=-40),10-14=20 Trapezoidal Loads(plf) Vert 1=255-to-6=-138 3)Unbal.Snow-Right Lumber increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-6=46,2-15=20,14-15=-60(F=-40),10-14=20 Trapezoidal Loads(plf) Vert:6=138-to-11-255 i 4)16C BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-6=-20,6-11-20,2-15=-40,14-15=80(F=-40),10-14=-40 5)MWFRS Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert 1-2=33,2-6=21,6-10=11,10-11=7,2-15=10,14-15=50(F=40),10-14=10 Horz:1 2=-43,2-6=31,6710=21,10-11=17 6)MWFRS Wind Right Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert:1-2=7,2-6=11,6-10=21,10-11=33,2-15=10,14-15=50(17=-40),10-14=10 Horz:1-2=17,2-6=-21,6-1.0=31, 10-11=43 7)MWFRS 1st Wind Parallel:Lumber increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1-2=33,2-6=21,6-10=8,10-11=3,2-15=10,14415=50(F=-40),10-14=10 Horz:1-2=-43,2=6=-31,6-10=18,10-11=13 8)MWFRS 2nd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1 2=3,2-6=8,6-10=21,10-1 1=33,2-15=10,14-15-50(1`=-40),10-14=10 Horz:1-2=13,2-6=18,6-1 0=31,10-11=43 9)IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 -Uniform Loads(pit) Vert:1 2=196,2-6=20,6-10=20,10-11=196,2-15=20,14-15=-60(F=-40),10-14=-20 t Job Truss Truss Type Qty Ply 84M47242 C ROOF TRUSS 4 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053,Joe Messier 5.200 s Jan 16 2004 Mi rek Industries,Inc. Wed Apr 07 16:19:50 2004 Page I 7-7-8 13 30�6�8 36O 37-0 0 7-7-8 51" 6-&12 6.4-13 5.8.10 1.04 .5X6 0 Scale-1*70.4 4.00 F12- 4A W 4x4-kl 9.OGL12 Us 0 5 8 3A 4* 4 ws 3 2 8 Ba IT is 14 13 12 11 6X6 6X8 4x8 c 5X8= W W 0-" 12-10-15 25-0-1 3046 12-10-15 12-1-3 54-5 5.8-10 Plate Offsets(X,Y): [2:0-5-4,0-2-01,[6:0-2-4,0:z-0,IZ:0-4-4,0-2-121,18:0-1-12,'0-2A,115:0-1-8&2-_4] LOADING(psf) SPACING 2-M CS1 DEFL in (loc) Well Ud PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.93 Vert(LL) -0.44 15 >979 240 M1120 169/123 TCDL 10.0 LumberIncrease 1.15 BC 0.93 Vert(TQ --0.57 13-16 >754 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Simplified) Weight:232 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 1-10-13 oc purlins. T1 2 X 6 SYP DSS BOTCHORD, Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 *Except* WEBS I Row at midpt 3-15 B11 2 X 6 SYP DSS 2 Rows at 1/3 pis 6-13 WEBS 2 X 4 SPF-S No.3 *Except* W5-2 X-4-SPF-S 166OF 1.5E W1 2 X'4 SPF-S MOP 1.5E WEDGE Left-2 X 4 SPF-S No.3 REACTIONS (16/size) 2=2411/0-5-8,9=2411/0-5-8 Max Horz2=227(load case 6) Max Uplift2=-199(load case 5),9=-106(foad case 8) Max Grav2=3985(load case 2),9=2487(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-81921450,3-4=-6386/314,4-5=63861314,5-6=-6388/380,6-7=-2530/183, ...7-87:-29601206;-8-9=3115/146,9-10=0158 ­ 11 - BOTCHORD, 2-15=-48917729,14--15=-184/3915,13-14---18413915,12-13=-68/2438,11-12=-6812438, 9-11=-68/2438 WEBS 3-15=1 826/212,5-16=1 168/149,6-15=1 56/3028,6-13=-2425/221,7-13-1 0512126, 8-13=-754/126,8-11=0/218 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=5.Opsf,BCDL=5.Opsf,Category 11;Exp B;enclosed;MVVFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 - plate grip_Q0N=_P3_-_ 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Eip 9;Fdly 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 199 lb uplift at joint 2 and 106 lb uplift plift at joint b. -tandaFd x i Z MITek Industries, Inc. 14516 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 Telephone 314/434-1200. Re: 84m46826 Fax 314/434-5343 84-Lumber-Malta/Queensbury Hoffman's The truss drawing(s)referenced below have.been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Harvest Homes. Pages or sheets covered by this seal: I6206800 thru I6206828 My license renewal date for the state of New York is June 30,2005. .- of NEI y �rc� 5`&�� Ci,� GAq 0 W ¢.0a00 1G y gQF SS March 3,2004 Garcia,Juan The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building_designerr,per ANSMI-1995 Sec.2: " Job Truss Truss Type Oty Pty 84-Lumber-Malta ueens ury offman's 16206800 84M46826 A - COMMON 23 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5,200 a Jan 16 2004 MiTek Industries,Inc. Wed Mat 03 13:12:38 2004 Page I _1`0� 9-9-14 16-10-8 25-5-1 32-041 r 38-6-15 47-" 54-2-2 64-0-0 6!;" 1-0-6 9-9-14 7.D-10 8-6-9 6-6-15 6-6-15 8-6-9 7-0-10 9-9-14 1-0-0 Scale 1:114.2 8XID 7x8 --3x6 I1 -:3x6 117x8 9 3x6 6 10 48 48 4.00 Ff2- 7X8 5 11 7x8 3x6 4 12 1 -3 3 12 14 15 BxIBMI120H BxISIVIII20H 22 21 20 '141 is 17 16 7x1QM1116 = 8x10 = 61i mligH 8X10 5X5 5X5 7x10MII16 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 13-10-4 25-5-1 38­6-i!iOi""'. -501-12 64-0-0 13-10-4 11-6-13 13-1-14 13-10-4 Plate Offsets(X,Y): 18:0-5-0,0-3-8],[9:0-3-9,0-0-4],[10:0-4-0,0-0-2],[12:04-0,0-0-2],113:0-1-10,0-0-41,[14:0-1-8,Edgel,117:0-5-0,0-0-2), 18:0-2-0,0-3-121,[20:0-2-0,0-3-121 LOADING (psf) SPACING 2-0-0 CS1 DEFL in PoW.N_I/defl L/d PLATES GRIP -, TCLL 44.1 Plates increase 1.15 TC 0.83 Vert(LL) -0.94 808 240 M1120 'V9/123 TCDL 10.0 Lumber Increase 1.15 BC 0.93 Vert(TQ -1.33,",018-20 >570., ­180 R41120H 187/143 L BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.36' 14 :1-61a M1116' -­. BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight.499v- -174 126 LUMBER BRACING TOP CHORD�'' 2 X 8 SYP DSS TOP CHORD Sheathed'zot.'.1A 1-766 purling. BOT CHORD' 2 X 8 SYP DSS BOT CHORD RIgId'c-e,ilir4ifirectly'a.pplied or 10-0-0-oc bracing. W WEBS 1 at;mid 31-22,113116 WEBS 2 X 4 SPF-S No.3 *Except* pt'­ 5-20 2 X 4 SPF-S 1650F 1.5E 2 Rows at 1/3•pts 5-20,-7N20,,9-18,11-18 8-20 2 X 4 SPF-S 1650F 1.5E 8-18 2 X 4 SPF-S 165OF 1.5E The truss fabricator,the builder,and/or the building dasigner- 11-18 2 X 4 SPF-S 165OF 1.5E are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentratedrlloor load 6heck,',etc.,before fabrication to ensure accuracy and full compliance with existirij,66plicable building code reqljlremtn!s,,,, REACTIONS (Ili/size) 2 4336/0-7-4,14 4336/0-7-4 Max Horz 2=-152(load case 8) Max Uplift,2=-170(load case 5j,14 -170(load case 6) Max,Grav -2=6059(load case 2),14=6059(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28,2-3=-14470/297,3-4=-1 301 811 95,4-5=-130181195,5-6=-9597/61, 6-7-"-9597/61,7-8=-9597/143,8-9=-9597/143,9-10=-9597/61,10-11=-9597/61, 11-12=-13618/195,12-13=-13018/195,1 3-1 4=-1 4471/297,14-15=0/28, BOT CHORD 2-22=-331/13666,21-22=-142/1 1 690,20-21=-142/11690,1 9-20=01690 6, of NE 18-19-�0/6906,17-18=-29111690,16-17=-29/11690,14-16=-218/13666 - WEBS 3-22=-1644/230,5-22=-14/1402,5-20=-3101/244,7-20=-1485/184,8-20=-75/4199, -tX GA 8-18=-75/4199,9-1 8=-1 48511 84,11-18=-3101/244,11-16=-14/1402,13-16=-1644/230 GARS, NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Iog=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1.L= 200-0-0 3) Unbalanced snow loads have been considered for this design. 1% 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with �fi 01080 other live loads. 5) WARNING: The unusually long span and/or configuration of this'truss requires that extreme care be used in its application. Use proper transportation,unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed March 3,2004 Conhu.a 'alifiedpage enyineer,architect,or building designer. W on warning-Vieft design parameters and ROW NOTES ON THIS AND INCLUDED MITFK REFERENCE PAGE 111114473 BEFORE USE- aglow_ Design valid for use only with Wek connectors,This design Is based only upon parameters shown,and is foran Individual building component to be Installed and loaded vertically.Appillcability of design paramenters and proper incorporation of component Is nesponsibiTitirof building designer-not truss designer.Bracing shown is forlaterdl support of individual web members only:-Additional temporary bracing to Insure stabilillduft cembuction is the responsibility of the erector,Additional permanent bracing of the overall structure is the reaptinsffillity of the building designer.For general guidance regarding fabrication,quarity,control.storage,defivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification.and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plato Institute,583 90noldo Drive,.Madison,WI 53719 11Tek' Job Truss Truss Type Qty Ply 84 Lumber-Malta/Queensbury Hoffman's 16206800 84M46826 A COMMOOMMO N 23 1 Job Reference(optional) Harvest Homes,Delanson,New York 12063 5.204 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:12:38 2004 Page 2 NOTES 6) All plates are M1120 plates unless otherwise indicated. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 lb uplift at joint 2 and 170 lb uplift at joint 14. 8).Load case(s)1,2,3,4,6,6,7,8,9 has/have been modified.,Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASES)section,loads applied to the face of the truss are noted as-front(F)or back(B). LOAD CASE(S) Standard 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=-108,8-15=-108,2-20=-20,18-20=40(17=-20),14-18=-20 2) Unbal.Snow-Left:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=-196,8-115=46,2-20=-20,118-20=40(F=720),14-18=-20 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=-46,8-15=-196,2-20=-20,18-20=40(17=-20), 14-18=-20 4) IBC SC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert*1-8=-20,8-15=-20,2-20=-40,18-20=-6O(F=-20),11418-40 5) MWFRS Wind Left:Lumber Increase=1.33,Plate Inerease=1.33 Uniform Loads(plf) Vert:1-2=33,2-8=21"8-14=11,14-15=7,2-20=10,18-20=-3O(F=-2O),14-18=-10 Horz.1-2=-43,2-8=411,B-14=21,14-15=17 6) MWFRS Wind Right:Lumber Increase=1.33,Plate lncrease=1.33 Uniform Loads(plf) I Vert:1-2=7,2-8=11,8-14=21,14-15=33,2-20=-10,18-20=-30(F=-20),14-18--10 Horz:1-2=.17,2-8=-21,8-14=31,14-15=43 7) MWFRS list Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=33,2-8"_21,8-14=8,14-15=3,2-20=-10,18-20=-3O(F=-20),14-18=-10 Horz:1-2=-43,2-8=-31,8-14=18,14-15=13 8) MWFRS 2nd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=3,2-8=8,8­14=21,14-15=33,2-20=-10,18-20=-3O(F=-2O),14-18=-10 Horz:1-2=-1 3,2-8=-18,8-14=31,14-15=43 9) IBC Snow on Overhangs:Lumber Increase=11.15,Plate.increase=1.15 Uniform Loads(plf) Vert:1-2=-196,2-8=-20,8r14=-20,14-15=-196,2-20=-20,18-20=-4O(F=-20),14-18=-20 wanting-Verify design pankle0tenS and READ MOM ON THIS AND INCLUDED MnEK REFERENCE PAGE 1111111-7473 BEFORE USE Design valid for use only with Mrrek connectors.This design is based only upon parameters shown,and is loran Individual buildtaq component to be Installed and loaded vertically.AppocabiEty efdasign parantanters and proper Incorporation ofcDrnponent Is responsibility of building designer-not buss designer.Bracing showin is tor lateral support ofindividual web members only.Additional temporary bracing to Insure stabi"i y during constactiOn is the responsuft of the erector.Addittionat permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality central,storage,delivery,erection and bracing,consult OST-aa Dually Standard,DSM9 Bracing Specification,and HI BII Handling Installing and Bracing Recommendation available from Tam Plate Institute,583 D'Oncliflo Drive,Madison,WI 53719 MITOW X Truss Type ty y umber-Matta/Queensbury Hoffman's 16206801 84M46826 A-GAS -FCOUMSSM-TIO N 2 1 Job Reference(op Job Truss Harvest-HomesDelanson,New York 12053 5.260 a Jan 16 2004 MiTek Industries,Inc. Wed Mar 13:13:28 2004 Page I -1rQ 32-0-0 64-0_0 66 0-j0 11-0-0 32-0-0 32-" Scale 1:107.7 SAO 19 7x8 15 26 17 18 20 21 7X8 zz� 22 23 12 24 4.00 12- WO 9 10 1 25 26 8x10 27 7 8 n1ji, 0; 6 7JO 5 1", 31 4 32 iT 33 2 3 34 3t SX10 62 61 60 69 68 57 56 65 SW 53 52 51 60 49 48 47 46 45 44 43 42 41 40 39 38 37 36 5�10 8x10 SX10 8XI0 = The truss fabricator,the builder,and/or the building designer are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. 64-0-0 64-0-0 Plate Offsets MY): 17:0-5-0,0-1-21,119:0-3-9,0-0-41,[20:0-3-9,0-0-41,[21:0-3-9,0-0-41,[22:0-3-9,0-0-41,[23:04-0,0-0-2],[24.0-3-9,0-0-41, [25:0-3-9,0-0-4],[26-.0-3-9,0-0-41,127:0-3-9,0-0-41,[28:0-3-9,0-0-41,[29:0-5-0,0-1-2],131:0-3-9,0-0-41,[320-3-9 ,0-0-4),(33.0-3-9,0-0-41,134:0-5-8,0-1-01,[36:0-3-0,0-0-41,[37:0-3-0,0-0-41,138:0-3-0,0-0-4],[39:0-3-0,0-0-41, [40:0-3-0,0-0-41,[41:0-5-0,0-6-01,[42:0-3-0,0-0-4),143:0-3-0,0-0-41,144:0-3-0,0-0-41,145:0-3-0,0-0-41,[46:0-3-0 ,0-0-41,[47.0-3-0,0-0-41,[48:0-3-0,0-0-41,f49:0-5-0,0-6-01,(57:0-5-0,0-6-01 LOADING (psf) SPACING 2-0­0 CS1 DEFL in Pool I/deff L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n1a 999 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.01 1 >999 180 BCLL 0.0 Rep Stress Incr NO Wa 0.58 Horz(TL) 0.00 34 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:561 lb LUMBER BRACING TOP CHORD 2 X 8 SYP DSS TOP CHORD Sheathed or 6-0-0 cc purling. BOT CHORD 2 X 8 SYP DSS SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2 X 4 SPF-S No.3 WEBS I Row at midict 18-49,17-50,16-51, 15-62,19-48,20-47, 21-46 REACTIONS (Ibtsize) 2­449164-0-0,34=448/64-0-0,49=238/64-0-0,50=251/64-0-0,51=257/64-0-0, 52=257/64-0-0,53=255/64-0.0,54=261/64-0-0,55=295/64-0.0,56=297/64-0-0 ,57=296/64-0-Oi 58=299164-0-0,59=293164-0-0,60=316/64-0-0,61=64164-0-0 ,62=764/64-0-0,48=251/64-0-0,47=257/64-0-0,46=257/64-0-0, 45=256/64-0-0,44=256/64-0-0,43=256/64-0-0,42=256/64-0-0,41=256/64-0-0 ,40=259/64-0-0,39=254/64-0-0,-38=274/64-0-0,37=44/64-0-0,36=766164-0-0 Max Haire 2=-1 52(load case 8) Max Uplift 2=-21(foad case 5),34=-37(load case 6),50=1(load case 7),51=-29(load case 7), 52=-32(load case 5),53=-30(load case 5),54=-24(load case 7),62=-78(load case 7),47=-29(load case 8),46=-33(load case 8),45=-30(load case 6),44=-28(load NE case'6),43 28(load case,8),42=-29(foad case-8),41=-290oad case 8), Ti V 40=-29(load case 8),39=-30(load case 6),38=-24(load case 8),37=-17(load case GAI?o 8),36=-76(load case 8) Max Grav '2=765(load case 2),34=765(load case 3),49=262(load case 2),50=405(load case 2),51=444(load case 2),52=439(load case 2),53=432(load case 2),54=437(load case 2),55=471(load case 2),56=473(load case 2),57=472(foad case 2), 58=477(foad case 2),59=469(foad Case 2),60=498(load case 2),61=106(foad lu .case 2),62=1282(load rase 2),48=405(foad rase 3),47=444(load case 3), 46=439(ioad case 3),45=433(load case-3),44=432(load case 3),43=433(foad case 3),42=433(load case 3),41=432(load Case 3),40=437(load case 3), - A� 39=430(foad case 3),38=455(load case 3),37=87(load case 3),36=1284(load 080 case 3) S March 3,2004 Continued on page 2 ,&Vilandno-Verity design Parameters and READ NOTES ON THIS AND INCLUDED rArFM REFERENCE PAGE 1101-7473 BEFORE USE 00 Design valid foruse,ontywith,MTek connector,.This design Is based only upon parameters shown,and Is for an individual building component to be Installed ad and loaded vertically.Applicability of design paramenters and pmper incorporation of component is responsibility of building designer-not buss designer.among shown is for lateral support of Individual web members only.Additional temporafybracing to Insure stabMity chulng construction is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance - 0 regarding fabricator,quality control,storage,doiNviy,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing specirication.and HIB-91 Handling installing and Bracing Recommendation available from Tmss Plate institute,583 Mnofdo Drive,Madison,Wl 53719 AlTake Job Truss umber-Matta/Queensbury Hoffman's'I Truss Type ty 16206801 84M46826 A-GAB COMMON 2 1 1 Job Reference(opitionall, -Tar-vest Homes,Delanson,New York 12053 6.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:13:29 2004 Page 2 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0156,2-3=-231/148,3-4=-1 7 618 2,4-5=-I 11/92,5-6=-106/104,6-7=-1 091110,7-8=-97/117,8-9=-109/129, 9-10=-109/141,10-1 1=-109/153,11-12=-109/166,12-13=.109/172,13-14=-47/178,14-16=-109/191, 15-16=-1 11/203,16-17=-I 14/217,17-18=-106/221 i 1 8-1 9=-1061218,19-20=-1 14/208,20-21=-I 11/186, 21-22=-109/164,22-23=-471142,23-24=-109/136,24-25=-109/120,25-26=-109/98,26-27-109/77,27-28=-109/62, 28-29=-97i48,29.30=-10,9/42,30-31=-106/35,31-32=-1 11/23,32-33=-176/13,33-34=-231/148,34-35=0/56 BOT CHORD 2-62=0/125,61-62=0/125,60-61=0/125,59-60=0/125,58-59=0/125,57-58=0/125,56-57=0/125,55-56=0/125, 55-63=0/125,54-63=0/125,53-54=01125,52-53=01125,51-52=0/125,50-51=0/125,49-50=0/125,48-49=01125, 47-48=0/125,46-47=011 25,45-46=011 25,44-45=01125,43-44=0/125,42-43=0/125,41-42=01125,40-41=0/125, 39-40=0/125,38-39=0/125,37-38=0/125,36-37--01125,34-36=0/125 WEBS 18-49=-222/0,17-50=-365/21,16-51=-404/49,15-52=-399152,14-53=-393/49,12-54=-392/48,11-55=-393/49, 10-56=-393/49,9-5 7=-3 93149,8-58=-394/49,6-59=-400149,5-60=-377/41,4-61=-189/27,3-62=-1013/117, 19-48=-365/10,20-47=-404/49,21-46=-399/53,22-45=-393/50,24-44=-392/48,25-43=-393148,26-42=-393/49, 27-41=-393/49,28-40=-394/49,30-39=-400/49,31-38=-377/47,32-37=-189127,33-36=-10131117 NOTES 1) Wind:ASCE 7-98;SOmph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 1 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable -End Detail" 3) TCLL.-ASCE 7-98;P6=70.0 psf{ground snow);Category 11;Exp B;Fully Exp.;Ct= 1.L= 200-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 6) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation;unloading and erection methods. Assure that all required web)ateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer,architect,or building designer. 7) Ail plates ate 3x6 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 2,37 lb uplift at joint 34,1 lb uplift at joint 50,29 lb uplift at joint 51,32 lb uplift at joint 52,30 lb uplift at joint 53,24 lb uplift at joint 54,78 go uplift at joint 62,29 lb uplift at joint 47,33 lb uplift at joint 46,30 lb uplift at joint 45,28 lb uplift at joint 44,28 lb uplift at joint 43,29,lb uplift at joint 42,29 lb uplift at joint 41,29 lb uplift at joint 40,30 lb uplift at joint 39,24 lb uplift at joint 38,17 lb uplift at joint 37 and 76 lb uplift at joint 36. 11) Load case(s)1,2,3,4,5,6,7,8,9 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front IF)or back(B). LOAD CASE(S) Standard 1) Snow:Lumber Increase=1.15,Plate lncrease=1.15 Uniform Loads(plf) Vert:1-18=-108,18-35=-108,2-61=-20,61-63=-40(F=-2O),34-63=-20 2) Unbal.Snow-Left:Lumber Increase=1.15,Plate Increase=11.15 Uniform Loads(pil) Vert:1-18=-196,18-35=-46,2-61=-20,61-63=40(F=-20),34-63=-20 3) Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=11.15 Uniform-Loads(plf) Vert:1-18=-46,18-35=-196,2-61=-20,61-63=40(F=-20),34-63=-20 4) IBC BC live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-1 8="-20,18-35=-20,2-61=-40,61-63=-60(F=-20),34-63=-40 6) MWFRS Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=33,2-18=21,18-34=11,34-35=7,2-61=-10,61-63=-30(F=-'20),34-63=-10 Harz:1-2=43,2-18=-31,18-34=21,34-35=17 6) MWFRS Wind Right:Lumber Increase=1.33,Plate lnereaso=1.33 Uniform Loads(plf) Vert:1-2=7,2-18=11,18-34=21,34-35=33,2-61=-10,61-63=-30(F=-20),34-63=-10 Harz:1-2=-17,2-18=-21,1 B-34=31,34-35=43 7) MWFRS 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=33,2-18=21,1 B-34=8,34-35=3,2-61=-10,61-63=-30(F=-20),34-63=-10 -Harz:11-2�43,2-18=-31,18-34=18,34-35=13 - 8) MWFRS 2nd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert;1-2=3,2-18=8,18-34=21,34-35=33,2-61=-10,61-63=-30(F=-20)i 34-63=-10 Harz:1-2=-13,2-18=-18,18-34=31,34-35--43 9) IBC Snow on Overhangs:Lumber lncr6ase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-196,2-18=-20,18-34=-20,34-35=-196,2-61=-20,61-63=40(F=-20),34-63=-20 Warning-Verify design pararneWrs and BMW NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO-7473 BEFORE USE Design valid for use only with Walk connectors.This design Is based only upon parameters shown,and Is loran Individual building component to be Installed and loaded verficaIV Applicability of design pammenters and Proper Incorporation of component is responalfity otbuIding designer-not truss designer.Bracing shown is for lateral support of individual w6b members only.Additional temporary bracing to insure stabirilirduring construction IS the responsMillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quardy control.storage, live ' re erection and bracing,consult GST-88 Quality Standard,DSB­89 Bracing specKication,and HIMI Handling installing and Bracing Fiaccnunen.delivery, Iion.1 able from Truss Plate institute,583 WDnofrio Drive,Madison,WI 53719 y x Job Truss Truss Type Oty Ply 84Lumber-Malta Mueensbury Hoffman's 16206802 84M46826 B COMMON 24 1 Job Reference(aptionai) Harvest Homes,Delanson,New York 12053 1;200 s Jan 16 2004 MTek Industries,Inc. WO Mar 03 13:14:19 2004 Page 1 101 8.4 } 14-5-4 21.2.0� 27-6-12 T 33-11-13 42-0-0 4$-" f 0 0 8-0-3 6-5-1 6-6.12 6.6-12 6-5-1 8-0.3 1-0.0 Scale=1.70.7 5x6 4.00 12 4x6 5 4x6 4x8 i::: 5 r 1 4x8 )A:1- 3x4 4 � t, 3x4 i -^-i 3 f } 9 1 2 10 11 4x16 16 15 74 13 12 //��, 'f i,...• 4x16 l US =4x8 M1120H = 5x8 = 4x8 M1120H =46 = Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 11-1-14 21-" 30-10-2 42.0-0 11-1-14 9-10-2 940-2 11-1-14 Plate Offsets(X,Y): 12:0-5-4,0-2-01,(6:0-3-0,0-2-41,110:0-5-4,0-2-01 LOADING (psf) SPACING 2-0-0 CSi DEFL in (loc) I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 Tic 0.76 Vert(LL) -0.46 16 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.66 14-16 >755 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight:250lb LUMBER BRACING TOP CHORD 2 X 6 SYP DSS TOP CHORD Sheathed or 2-3=13 oc purlins. BOT CHORD 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 *Except* WEBS 2 Rows at 113 pts 5-14,7-14 6-14 2 X 4 SPF-S 1650F 1.5E WEDGE Left:2 X 4 SPF-S No.3,Right:2 X 4 SPF-S No.3 The truss fabricator,the builder,and/or the building designer are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,eta,before fabrication to ensure accuracy REACTIONS (lb/size) 2=2796/0-5-8,10=2796/0-5-8 and full compliance with existing applicable building code requirements. Max Herz 2=.103(load case 7) Max Uplift 2=-21Wood case 5),10=-210(load case 6) Max Grav 2=4071(load case 2),10=4071(load case 3) FORCES Vol-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-8416/441,3-4=-7076/359,4-5=-70761359,5-6=-4225/265, 6-7=-4225/265,7-8=-7076/359,8-9=-7076/359,9-10=-8416/441,10-11=0/37 BOT CHORD 2-16=-440/7941,15-16=-281/5914,14-15=-281/5914,13-14=-204/5914, 12-13=-204/5914,10-12=-363/7941 WEBS 3-16=-1565/191,5-16=-17/1414,5-14=-2376/199,6-14=-59/2026,7-14=-2376/199, 7-12=-17/1414,9-12=-1565/191 !of: NEW NOTES w (, GA a 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category R;Exp B;enclosed;MWFRS C/9 gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg=70,0 psf(ground snow);Category It;Exp B;Fully Exp.;Ct= 1;L=200-0-0 r- a 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1-psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord Live load nonconcurrent with any other live toads per Table 1607.1 of IBC-00. � �, 10 00°�� 6) All plates are M1120.plptps_unless otherwise indicated. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 210 lb uplift at $^rrX joint 2 and 210 lb uplift at joint 10. March 3,2404 LOAD CASES) Standard ®warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITM REFERENCE PAGE relit-7473 BEFORE USE Design valid for use only with Welt connectors.This design Is based only upon parameters shown,and is for an individual building component to be .. Installed and loaded vertically.Applicability of design paramenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of lrAfiridual web members only.Additional temporary bracing.to Insure stability dudag construction is"- responsibilIlty of the erector.Additional permanent bracing of the overall structure is the responsibility of the bulidmg designer.Forgeneral guidance _ regarding fabrication,quarity control,storage,delivery,erection and bracing,consult OST-88 Quality Standard.DSB-89 Bracing Specification,and HIB-91 i 'Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofdo Drive,Madison,W153719 lt; Job Truss Truss Type city Ply 84-Lumber-Malta/Queensbury Hoffman's --t _ 16206803 ' 84M46826 C ROOF TRUSS 4 1 Job Reference(optional} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MTek Industries,Inc. Wed Mar 03 13:14:59 2004 Page 1 {IO 7-7-8 13-0-8 19.74 25.0-1 30.3-6 36.0-0 37-0-Q 1-0.0 7-7-8 5-5.0 6-6.12 5- -13 5-3.5 541-10 Scale=1:61.3 7x6 1 4.00 112 4x8 r 6 9.00 112 2x4 II 4x5 ti 4x8 r 5 8 3x4 4 3 2 9 10 Isr­ 4x16 15 14 _ 13 12 11 4x8 5x10 = 48 = 5x10 c 2x4 11 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 4x8 — 12-10-15 25-0-1 , 30-3-6 L 3640 12-10-15 12-1-3 5-3-5 5-8-10 Plate Offsets KY): 12:0-5-5,0-2-01,[6:0-2-4,0-2-01,[9:0-4-8,0-2-01,[15:0-2-4,0-2-4I LOADING (psf) SPACING 2-" CSI DEFL in (roc) I/deft L/d PLATES GRIP TCL'L 44.1 Plates Increase 1.15 TC" 0.93 Vart(LL) -0.44 15 >979 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC ' 0.93 Vert(TL) -0.57 13-15 >754 .180 BCLL 0.0 Rep Stress Incr YES WB 0.98 HOrz(TL) 0.14 9 n/a n/a BCDL 10.0 Code 4BC2000/ANS195 (Simplified) Weight-232 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 1-10-13 oc purlins. 1-4 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 *Except' WEBS 1 Row at midpt 3-15 2-14 2 X 6 SYP DSS 2 Rows at 1/3 pis" 6-13 WEBS 2 X 4 SPF-S No.3 *Except' 6-15 2 X 4 SPF-S 165OF 1.5E The truss fabricator,the builder,and/or the building designer 7-13 2 X 4 SPF-S 1650F 1.5E are solely responsible for the review and approval of all pertinent data WEDGE reflected on this drawing,such as,but not limited to:pitch,dimensions, Left:2 X 4 SPF-S No.3 load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (Iblsize) 2=2411/0-5-8,9=2411/0-5-8 Max Horz 2=227(toad case 6) Max Uplift 2=-199(load case 5),9=-106(load case 8) Max Grav 2=3985(load case 2),9=2487(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-8196/450,3-4=-6388/314,4-5=-6388/314,5-6=-6390138 0, 6-7=-2530/183,7-8=-2960/206,8-9=-3115/146,9-10=0158 ROT CHORD 2-15=-489/7733,14-15=-184/3916,13-14=-184/3916,12-13--68/2438, N 11-12=-68/2438,9-11=-6812438 WEBS 3-15=-1828/212,5-15=-11681149,6-15=-156/3029,6-13=-2426/221,7-1 3=-1 05121 26, ,L ��(3ggo (� B-13=-754/126,8-11=01218 �ti1 /y NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWI RS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg= 70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1;L= 200.0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with i�JA �O,09009� other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Provide mechani�}c�al connection(by others)of truss to bearing plate capable of withstanding 199 lb uplift at March 3,2004 CoAnued on page Z Uplift at joint 9. A Warning-Verify design parameters and READ NOTES ON THIS AND IMMUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 111011"M Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual budding component to be Instatled and loaded vertically.Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not huss -- designer.Bracing drown is for lateral support of IrM'rvidual web members only.Additional temporary bracing to Insure stability during construction is the responsib[iCdy of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgeneral guidance. regarding fabrication,quality control,storage,derwery,erection and bracing,consult QST-88 Quality Standard,DSB-89 Bracing Speeirication,and HIM1 Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719 s c Job Truss Truss Type flty Piy 84Lumber-Malta lQueensbury Hoffman's 16206803 84M46826 C ROOF TRUSS 4 1 Job Reference(optional} Harvest Homes,0elanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:14:59 2004 Page 2 LOAD CASE(S) Standard A Wamtag-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE ! Design valid for use onlyvnlh Wek connectors.This design is based only upon parameters sham,and is for an Individual building component to be Installed and loaded.verticatly.Applicability of design paramenters and proper incorporationof component Is responsibility of building designer-not buss designer.Bracing strewn Isforlateral support oftndnidual web members only.Ad&banal temporary bracing to Insure stabiritydudagconstnrction is the responsibitfdy of the erector.Additional permanent bracing of the overall structure is the mspenstbiblyof the building designer.For general guidance regarding fabrication.quaW control.storage,delivery,erection and,bracing,consult QST-N Quality Standard,OSB-89 Bracing Specifi atiorr,and HI&91 5 Handling tnstatt'ug and Brdcbng Recommendation available from Truss Plate Institute,583 D'Onofdo Drive.Madison,WI 53719 !$3a b Job Truss Truss Type Oty Ply 84-Lumber-Malta/Queensbury Hoffman's 16206804 84M46826 C-GAB ROOF TRUSS 7 t Job Reference(optional) Harvest Homes,Detanson,New York 12053 5.200 s Jan 16 2004 MiTek industries,Inc. Wed Mar 03 13:15:27 2004 Page 1 -a-4 25-0-1 36-0-0 37 0-Q r 1-0.0 25-0-1 10-11-15 1.0-0 Scale=1:61.3 The truss fabricator,the builder,and/or the building designer are solely responsible for the review and approval of all pertinent data 5x6 r reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy 14 and full compliance with existing applicable building code requirements. 13 2x3 II 12 15 4.00 12 11 10 2x3 11 18 9.00 12 9 4x8 8 2x3 II 7 17 6 5 zx3 II 4 18 3 2 19 �1 4x6 - 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 2t 4x6 = 4x8 = 4x8 - r Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 36-0-0 36-0-0 Plate Offsets(X,Y): [14:0.2-13,0-3-41,[15:0-1-12,0-1-01,[16:0-1-12,0-1-0],[17:0-1-12,0-1-0],[18-0-1-12,0-1-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in floc) I/deft Ud PLATES GRIP TCLL 44.1 Plates increase 1.15 TC 0.41 Vert(LL} We - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) 0.02 1 >706 180 BCLL 0.0 Rep Stress Incr YES W8 0.40 Horz(TL) 0.00 19 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:250lb LUMBER BRACING TOP CHORD 2 K6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S No.3 REACTIONS (lb/size) 2=405/36-",19=337/36-0-0,26=198/36-0-0,27=247B6cf$,4)Ea88oa15ftJ "il9er,and/orthebuildingdesigner, 29=258136-0-0,30=251/36-0-0,32=250/36-0-0,33=28GAMIy-fP,ssp4ns162t"&0eview and approval ofail pertinent data 35=286/36-0-0,36=91136-0-0,37=634/36.0-0,24=2Rk46d7c0,tiZ3dra'liWgj6has,but not limited ta:pitch,dimensions, 22=227/36-0-0,21=354/36-0-0 load,concentrated floor load check,etc.,before fabrication to ensure accuracy Max Horz- 2=178fload case 6) and full compliance with existing applicable building code requirements. Max Uplift 2=-14fioad case 5),19=-18(load case 6),27=-8fioad case 5),28=-33(load case 5), 29=-29(toad case 5),30==31(load case 5),32=-32(load case 5),33=-28(loait case 5),34=-29(1oad case 5),35=-29(load case 5),36=-16(load case 5),37=-64(load case 5),24=-39(load case 8),23=-62(load case 8),22=-54(foad case 8), 21=-73(toad case 8) Max Grav 2=842(toad case 2),19=480(load case 3),26=198(load case 1),27=326ifoad case- 4 28=358(load case 2),29=371(load case 2),30=381(load case 2),32=399(Ioad case 2),33=426(load case 2),34=434(1aad case 2),35=515(toad case 2), 36=152(load case 2),37=1249(load case 2),24=359(load case 3),23=390(toad case 3),22=333(foad case 3),21=513(load case 3) Of NE�r� FORCES (Ib)-Maximum Compression/Maximum Tension ��GA,9.' TOP CHORD 1-2=0/73,.2-3=-239/147,3.4=-183/7,4-5=-115/28,5-6=-114/27,6-7=-91/30, '� � /� 7-8=-111/42,8-9=-108/55,9-10=-105/67,10-1 1=-102179,11-12=-100/92, co 12-13=-99/104,1 3-1 4=-9511 1 0,14-15=-175/109,15-16=-179/82,16-17=-173/62, 1tl 17-18=-188/65,18-19=-233/78,19.20=0/110 BOT CHORD 2-37=0/0,36-37=0/0,35-36=0/0,34-35=010,33-34=0/0,32-33=0/0,31-32=0/0, 30-31=0/0,29-30=0/0,28-29=0/0,27-28=0/0,26-27=010,25-26=-0/O,24-25=-48/174, r 23-24=-48/174,22-23=-48/174,21-22=-4811 74,19-21=-48/174 WEBS 14-26=-164/0,13-27=-284/28,1 2-28=-31 9153,11-29=-330/49,10-30=-347/48, 9-32=-366/49,8-33=-383/49,7-3 4=-402149,5-35=-44815 1,4-36=-210/29, . �i�1A �0,013000#'� !{�� 3-37==1031/100,1 5-24=-326156,16-23=344/83,17-22=-310/73,18-21=-430/97----V- �'°fi�sstoNA March 3,2004 Continued on page 2 A Warning.VoFW design parameters and READ NOTES ON THIS AND INCLUDED MITErt REFERENCE PAGE MII-7473 BEFORE USE S Design valid for use only with Wek connectors.This design Is based only upon parameters shown,and is foran individual building component to be, Installed and loaded vertically.AppkabiTity ofdesign paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Addtionai temporary bracing to Insure stability during construction is the responsibittity of the erector.motional permanent bracing of the overall structure is the responsibilly of the building designer.For general guidance regarding fabrication,quality control,storage,dernmy,erection and bracing,consult QST-88 Quality Standard.DSB-89 Bracing Specification,and HIB=gl NN ITek" Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onohio Drive,Wdison,WI 63719 Y R Job Truss Truss Type Qty Ply 84-Lumber-Malta/Queensbury Hoffman's � 16206$04 84M46826 C-GAB ROOF TRUSS 1 i Job Reference(optional} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,lnc. Wed Mar 03 13:15:27 2004 Page 2 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category ll;'Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End"Detail" 3) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1;L= 200-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) All plates are 2x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc." 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 2,18 lb uplift at joint 19,8 lb uplift at joint 27,33 lb uplift at joint 28,29 lb uplift at joint 29,31 lb uplift at joint 30,32 lb uplift at joint 32,28 lb uplift at joint 33,29 lb uplift at joint 34,29 lb uplift at joint 35,16 lb uplift at joint 36,,64 lb uplift at joint 37,39 lb uplift at joint 24,62 lb uplift at joint 23,54 lb uplift at joint 22 and 73 lb uplift at joint 21. LOAD CASEIS) Standard A Warning-Ve ft design parameters and REND NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Wrek connectors.This design Is based any upon parameters shown.and is for an individual building component to be Installed and loaded vertically.Applicability ofdesgn parementers and proper incorporation of component Isresponsib7ty ofbulkling desstgner-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabW during construction is me ` responsibitio cl the erector.Additional permanent bracing of the overall structure Is the responsiWily of the building designer.Forgeneral guidance regarding fabrication,quabiy control,storage,delivery,erection and bracing,consult QST-88 Quality Standard.DSB-89 Bracing Specification,and MB-91 Handling Installing and Bracing Recommendation available from Tress Plate Institute.583 D'Onof io Dmre.Madison,WI 53719 • Job Truss Truss Type Qty Ply 84-Lumber-Malta/Queensbury offman's 16206805 84M46826 D ROOF TRUSS 2 t Job Reference(options!} Harvest Homes,Delanson;New York 12053 5.200 s Jan 16 2004 MTek Industries,Inc. Wed Mar 03 13:16:01 2004 Page 1 f=0-0 7-5-15 14-2-1 20.10-4 25-2-15 30-0.0 0 0, r—r 1-0-0 7-5-15 6.8-3 6-" 4-4-12 4-9.1 1.0-0 Scale=I Zn 5x6 ir- The truss fabricator,the builder,and/or the building designer are solely responsible for the review and approval of all pertinent data 4.00 1z 6 reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etd-beforafabrication to ensure accuracy and full compliance with,existing applicable building code requirements. ' 05 4x8 5 9.00 12 24 r 4 7 3x4 3 . 2 ,6 1 EH - - 9 , 5x10 - 12 11 10 48 Il 45 48 - 4x8 = Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 10-10-0 204114 30-M e 10-10-0 10-0.4 9-1-12 Plate Offsets MY): I2:0-3.2,0 0 2],[5:0-2-4,0-2-01,[6:0-3-4,0-2-121,[8:0-3-8,Edge],112:0-2-4,0-2-01 . LOADING (psf) SPACING 2-0-0 CS1 DEFL in ¢oc) I/deft L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.95 Vert(LL) -0.33 12 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.56 10-12 >637 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 HOrz(TL) 0.15 8 We n/a BCDL 10.0 Code I13C2000/ANS195 (Simplified) Weight:149lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 2-0-7 oc purling. 1-4 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS :2 Rows at 113 pts 5-10 WEBS 2 X 4`SPF-S No.3 WEDGE-- - -- - - Left::2 X 4 SPF-S No.3,Right:2 X 4 SPF-S No.3 REACTIONS fib/size) - 2=2027/0-5-8,8=2027/0-5-8 Max Horz 2=190fload case 6) Max Uplift 2=-17211oad case 5),8=-94(load case 8) Max Grav 2=3357(ioad case 2),8=2100(load case 3) FORCES 11b)-Maximum Compression/Maximum Tension TOP"CHORD 1-2---0/27,2-3=-6231/327,3-4=-4852/239,4-5=-4852/239,5-6=-2072/140, '6-7=-2418/169,7-8=-2463/157,8-9=0/62 BOT CHORD 2-12=-355/5854,11-T2=-194/3841,10-11=-194/3841,8-10=-82/1898 WEBS 3-12=-1540/191,5-12='9/1330,5-10=-2339/198,6-10=-59/1559,7-10=-514/141 NOTES 1) Wind:ASCE 7-98;90nmph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;,,Category 11;Exp B;enclosed;MWFRS )v NE �. gable end zone;cantilever left and right exposed;end vertical left and right.exposed;Lumber DOL=1.33 plate grip DOL=1.33: 2) TCLL.ASCE 7-99;Pg=?0.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1;L= 200-0-0 3) Unbalanced snow loads:have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44:1,psf on overhangs non-concurrent with 1- other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. x 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 2 and 94 lb uplift at joint 8. 0•0800gAt LOAD CASE(S) Standard March 3,2004 A Warming-Verify design parameters and READ NOTES ON THIS AND DdcLUDED mrrEK REFERENCE PAGE I0167473 BEFORE USE Design valid for use onywith MTek connectors.This design Is based only upon parameters shown,and Is for an indNidual bmldug component to be Installed and loaded verticai7y.Applicability ofdesign paramenters and proper incorporation of component is responsibility ofrwJding designer-not miss designer.Bracing shown is for lateral support of lmrMduat web members only.Additional temporary bracing to Insure stability dudng construction is the . responsib'gdyofthe erector.Additional permanent bracing of the overall structure is the responsibrTity of the building designer.Forgeneral guidance P :r ......... regarding fabrication,quality control;storage,deanery,erection and bracing,consult OST-88 Quality Standard,OSB-89 Bracing Specification.and HIS-91 rl .Handling installing and 0racin6 Recommendation available from Tnss Plate Institute,583 D'Onofdo Ddve,Madison,WI 53719 [( Job Truss Truss Type Gty Ply 8 -Lumber-Malta/Queensbury Hoffman's t6206806 84M46826 D1 ROOF TRUSS 18 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MTek Industries,Inc. Wed Mar 03 13:16:33 2004 Page 1 7-5-15 14-2-1 20-10-4 25-2-15 30-0-0 $1-0-0, 7-5-15 6-8-3 6-8-3 4-4-12 4-9-1 1-" Scale=1.50.8 5x5 4.00 12 5 45 4 9.00 12 4x8 � 2z3 �� 3 6 3x4 2 # 7 8 d 5xI0 = 11 10 9 4x8 11 4x5 =" 4x8 = 4x8 = Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 10-10-0 20-10-4 — 30-0-0 10-10-0 10-04 9-1-12 Plate Offsets MY): [1:0-2-14,0-0-2],14:0-2-4,0-1-12],15:0-3-4,0-2-121,[7:0-3=8,Edgel,11 1:0-2-4,0-2-01 LOADING (psf) SPACING 2=0-0 CSI DEFL in {(oc) Udef) L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.97 Vert(LL) -0.34 11 >999 240 M1126 169/123 TCDL 10.0 Lumberincrease . 1A5 BC 0.99 Vert(TL) -0.56 9-11 >631 180 BCLL 0.0 Rep Stress lncr YES WB 0.93 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Simplified) Weight:147Ib LUMBER BRACING' TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD -Sheathed or 1-11-1 oc purlins. 1-3 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oa bracing. BOT CHORD 2 X 4 SPF 21 COF 1.8E WEBS 2 Rows at 1/3 pts 4-9 WEBS 2 X 4 SPF-S No.3 WEDGE — Left:,2 X 4 SPF-S No.3,Right:2 Xf4 SPF-S No.3 The truss fabricator,the builder,and/or the building des war are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, toad,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (Ib/size) . 1=189410-5-8,7=2027/0-5-8 Max Horz 1=186(load case 6) Max Uplift 1=-131(load case 5),7 94(load case 8) Max Grav 1=3100(toad case 2),7=2100(load case 3) FORGES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6325/327,2-3=4917/239,3-4=-491 71239,4-5=-2094/140,5-6=-2443/169, 6-7 2488/157,7-8=0/52 BOT CHORD 1-11=-355/5942,10-11=-194/3889,9-10=-194/3889,7-9=-82/1917 WEBS 2-11=-.1573/191,4-11=-9/1353,4-9=-237311 9 8,5-9=-5811 578,6-9=-514/141 NOTES 1) Wind:ASCE 7-98,90mph;h=34ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp B;_enclosed;MWFRS {GOF NE r ' gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 " 't Jp, 61ARO, 0 plate grip DOL=1.33. , 9 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category It;Exp B;Fully Exp.;Ct= 1;L= 200-0-0 3) Unbalanced snow loads:have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads td7 per Table 1607.1 of IBC-00. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 131 lb uplift at joint 1 and 94 lb uplift at joint 7._. _ A 0.0800 �f✓ LOAD CASE(S) Standard .aiSt��PV March 3,2004 ®War..9-Verify deslgrr parameters and HEAD-NOTES ON 1711E AND nicLuvED mn FK REFERENCE PAGE MII-7473 DEFOAE USE Design valid for use onlywkh MTek connectors.This design is based only upon parameters shown,and is foray Individual buildmg component to be . - Installed and loaded verticagy.Applicability ofdesgn paramenters and proper Incorporation of component is responsibility of budding designer- brow tru designer.&acing shown is for lateral support of indvtdual web members only.Additional temporary bracing to Insure stability during construction Is the responsiti t#yof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgeneral guidance -- regarding fabrication,quality central.storage,deGvagr,erection and bracing,consult OST-88 GuaGty,Standard,.DSS-89 Brame Specification,and NMI Handling Installing and&acing Recommendation available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719 Job Truss Truss Type Oty 7PIy84-1Lumber-Malta/Queensbury offman's16206807 84M46826 D-GAB ROOF TRUSS 1 Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MTek Industries,Inc. Wed Mar 03 13:17:14 2004 Page 1 20A04 30.0-0 1-0-0 20-10-4 9-1-12 1 0 0 Scale=1.52.4 6x6 4.00 12 12 if 10 13 9 9.00 12 4x6 � 8 7 L 5 6 4 15 3 2 16 1 3x5 - 30 29 28 27 26 25 24 23 22 21 20 19 1s 3x4 - 3x4 - 3x10 if Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 30-0-0 30-0-0 Plate Offsets(X,Y): (2:0-2-4,0-1-81,(12:0-2-5,0-2-121,116:0-0-3,Edgel,116:0-0-4,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber increase 1.15 BC 0.13 Vert(TL) 0.03 1 >416 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 16 n1a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:165lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S No.3 WEDGE The truss fabricator,the builder,and/or the building designer Right:2 X 4 SPF-S No.3 _are.solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (lb/size) 2=404130-0-0,16=330/30-0-0,25=251/30-0-0,26=258/30-0-0,27=254/30-0-0, 28=281/30-0-0,29=98/30-0-0,30=628/30-0-0,23=253/30-0-0,22=240/30-0-0, 21=210130-0-0;20=264/30-0-0,19=230/30-0-0,18=352130-0-0 Max Herz 2=159(load case 6) - Max Uplift 2=-24(toad case 5),16=-8(load case 8),25=-32(toad case 5),26=-28(load case 5), 27=-29(load case 5),28=-29(load case 5),29=-16(load case 5),30=-67(load case 5),23=-36(load case 5),22=-8(load case 6),20=-41(load case 8),19=-60(foad case .8),18=-76(load case 8) Max Grav 2=836(load case 2),16=476(loadcase-3);25=372(load case 2),26=401(foad case 2),27=418(load case 2),28=487(foad case 2),29=155(toad case 2),30=1220(load case 2),23=359(load case 2),22=318(load case 2),21=215(foad case 3), - 20=391(load case 3),19=340(load case 3),18=511(load case 3) FORCES (lb)-Maximum Co mpression/Maximum Tension of NEhr TOP CHORD 1-2=0/53,2-3=-224/173,3-4=-182/45,4-5=-94/55,5-6=-104/62,6-7=-73/67, N GA Q 7-8=-100/80,8-9=-97/92,9-10=-93/105,10-11=-92/117,1 1-1 2=-8511 22, ' ,Z 12-13=-174/124,13-14=-1 64173,14-15=-179/42,15-16=-219/95,16-17=0/100 BOT CHORD 2-30=010,29-30=0/0,28-29=010,27-28=010,26-27=0/0,25-26=010,24-25=010, 7k 23-24=-32/119,22-23=-32/119,21-22=-3211 1 9,20-21=-32/118,19-20=-32/118, P' cc 18-19=-32/118,16-18=-32/118 WEBS 9-25=-339/49,8-26=-359/48,7-27=-38 2149,5-2 8=-434151,4-29=-1 6612 8, LU 3-30=-1085/105,10-23=-325153,11-22=-277/29,12-21=-176/0,13-20=-349/61, 14-19=-310/78,1 5-1 8=-44511 00 tA� �0.0$44°�� NOTES Wind:ASCE 7-98;9Omph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and fight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. March 3,2004, Continued on page 2 A-mans-verify desrget parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and Is for an individual bulking component to he _ Installed and loaded vertically.Applicabsity,of design parementers and proper incorporation of component is responsibility of budding designer-not buss -- designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibutityof the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.Forgeneral guidance regarding fabrication,qua Rycontrol.storage,delivery,erection and bracing,consult QST-88 Quality Standard,OSB-89 Bracing Specification,and HIB-91 � Handling installing and Bracing Recommendation available from Truss Plate Institute,583 D'Qnofrio Drive,Madison,WI 53719 MIT Job russ truss type uty Fly -Lumber-Malta/Queensbury Hoffman's 84M46826 O_GAB' ROOF TRUSS 84 16206807 Job Reference(optional) Harvest-Homes,Delanson,New York 12053 1 5.200sJan' Wed Mar 03 13:17:14 2004 Page 2 NOTES 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3) TOLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;E*p 13;Fully Exp.'Ct= 1;L= 200-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord*(ive load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Al(plates are 2x3 M1120 unless otherwise indicated. 8)'Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 2,8 Ile uplift at joint 16,32 lb uplift at joint 25,28 lb uplift at joint 26,29 lb uplift at joint 27,29 lb uplift at joint 28,16 lb uplift at joint 29,67 lb uplift at joint 30,36 lb uplift at joint 23,8 lb uplift at joint 22,41 He uplift at joint 20,60 lb uplift at joint 19 and 76 lb uplift at joint 18. LOAD CASEIS) Standard Warning Verify design parameters and READ NOTES ON THIS AND INCLUDED NIFFEK REFERENCE PAGE 10111.74T3 BEFORE USE ano��0 %valid for with Wait connectors.This design Is based only upon parameters shown.and Is feraninclMdual building component to beft"El Installed and I vertically.Applicability oldesign paramentets and pneperincorporation o(component is responsibility of budding designer-M truss �Ma: designer.Bracing shown is for lateral support of hickiridual web members only.Additional temporary bracing to Insure stability during construction Is the r responslittily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgenerat guidance regarding fabrication,quality control.storage,clarriery,eradion and bracing,consult QST4B Quality Standaid;DSB-89 Bracing Specification,and HIB-91 Handling installing and Bracing Recommendation available from Truss plate Institute,583 VOnofdo Drive,Madison,WI 53719 W Job Truss Truss Type City Pty 84-Lumber-Malta/QueensburyHoffman s - 16246$OS 84M46826 E ROOF TRUSS 4 1 • Job Reference loptiona}} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13.17:37 2004 Page 1 -0-" 5-2-3 '10-4-0 1 -5-12 20-8-0 0-8,0 5-2-3 5-1-13 5-1-13 5-2-4 - 4x5 = Scale=1.62.9 5 Ct THERMAL FACTOR-BASED_ON ARCHITECTURAL SPECIFICATIONS. 12.00 12 3x4 // 2x3 // 4 6 d q 7 Qt2 a 3x8 !) 9 3x4 — 8 4x5 — 2-" ?�-12 104-0 7x8 — 20-M 2-4-0 0-2-12 7-94 10-4-0 Plate Offsets MY): 12:0-4-0,0-0-81,[7:0-5-4,0-0-81,[8:0-4-0,0-4-81,[9:0-1-1 2,0-1-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ltd PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.81 Vert(LL) -0.07 7-8 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 'BC 0.40 Vert(TL) -0.15 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 7 n/a We BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight:115lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-1-3 oc purlins. BOT CHORD -2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 4-9 WEDGE The truss fabricator,the builder,and/or the'building designer Left:2 X 4 SPF-S No.3 --. are solely responsible for the review and approval of all pertinent_data reflecxed on this drawing,such as,but limited to:pitch,dimensions, load,concentrated floor load cheeky etc.,before fabrication to ensure accuracy and full compliance with existing applicable building,code requirements. REACTIONS (Ib/size) '-7=1117/Mechanical,9=1586/0-5-8 Max Horz 9=252(load case 6) Max Uplift 7=-34(load case 8),9=-119(load case 7) Max Grav 7=1423(load case 3),9=1895(foad case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOPCHORD 1-2=0/36,2-3=-78/476,3-4=-7/455,4-5=-641/136,5-6=-641/129,6-7=-1240/90 BOT CHORD 2-9=-322/115,8-9=-138/346,7-8=-15/844 WEBS 4-8=-40/224,5-8=-83/416,6-8=-556/189,4-9=44W44,3-9=-45311 40 NOTES 1) Wind:ASCE 7-98;96mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 t of:NE plate grip DOL=1.33. 4 t V 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category H;Exp B;Fully Exp.;Ct= 1 � GARC 0,�+� 3) Unbalanced snow loads have been considered for this design. a� !,9 'T 4) This truss has been designed-for 2.00 times flat roof load of 441 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads F cc per Table 1607.1 of IBC-00. •6y Refer to girder(s)for truss to truss connections. $t 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 7 and 119 lb uplift at joint 9. �S LOAD CASEIS) Standard �$S1 March 3,2004 A Wamidg-Verily design parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERENCE PAGE ASII-7473 BEFORE USE Design valid for use only wth Llirek connectors.This design is based only upon parameters shown,and is for an Individual build eq component to be Instated and taaded vertiraily..AppGpbifityof design paramenters a camper inectporotion ai componeM is sesponsrbiGry of 6u3duuJ desatner-not buss , designee 8raeing strown Lsfor Faterol support of iadrvidual web membersanly.Additiortai temporary bracing to insure stabTrydusi[rg constmcGon is the responsrhiG•ly of the enactor.Adnal permanent bracing of.lhe overall structure is the responsibility of the bugling designer.Forgenerol guidance ..... .....�... regarding fabrication,quardycantrat,storage,dePvety,eroation and bradng,consult QST-88 t]uaGry Sfandarf,FSS8-89 Brodng Specirication,and HIB-91 - - Handling tnsptling and Broarg RecommendationavaBablefiom Truss Plate Institute,583 D'Onohio Drive,Madison,W 153719 ob Truss Truss Type Qty Piy 84 Lumber-Matta/Queensbury Hoffman's 16206809 84M46826 E-GAB ROOF TRUSS Job Reference Iaptional) - Harvest Homes,Delanson,New York 12053 5.200 a Jan 16 2004 MITek Industries,Inc. Wed Mar 03 13:20:02 2004 Page 1 alp IDA-0 20-" 0-" 1OA-0 44 104-0 Scale 1.66.0 7 2x3 11 2x3 2x3 6 2)3 11 12-00 Ff2- 9 2x3 11 2x3 11 C 2x3 11 4 10 12 2 2x3 -oo 2x3 11 5 1\20 -x3 4 2x3 11 11 2 5x6 it 22 21 20 19 18 il 16 15 14 113 5X6 11 2x4 11 2x4 11 20 11 2x4 1146 2(4 11 2)(4 11 2x4 11 2x4 11 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 2x4 11 20-8-0 20-M Plate Offsets(X,Y): 12:0-3-8,0-2-41,18:0-0-0,0-0-01,19:0-0-0,0-0-01,[10:0-0-0,0-0-01,111:0-0-0,0-0-01,112:0-3-8,0-2-41,[13:0-0-0,0-Mj, 114:0-0-0,0-0-01,[15:0-0-0,0-0-01,[16:0-0-0,0-0-01 LOADING (psf) SPACING 2-0-0 CS] DEFL in 000 I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.13 Vertfl-L) n/a - .n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC . 0.09 Vert(TQ -0.00 1 >999 180 BCLI- 0.0 Rep Stress Incr NO WB 0.35 Horz(TU 0.00 12 n1a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight.135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD - Sheathed or 6-0-0 oo purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X'4 SPF-S No.3 WEBS I Row at millpt 7-17,6-19,8-16 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X 4 SPF-S No.3,Right:2 X 4 SPF-S No.3 are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,eta,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS ([bMze) - 2=268/20-8-0,17=145/20-8-0,19=246/20-8-0.20=263/20-8-0,21=241/20-8-0, 22=299/20-8-0,16=248/20-8-0,16=264/20-8-0,14=236/20-8-0,13=317/20-8-0 ,12=182/20-8-0 Max Herz 2=251(load case 7) Max Uplift 2=-51(load case 5),19=-71(load case 7),20=-90(load case 7),21=-77(load case 7), 22=-122(load case 7),16=-69(foad case 8),15=-91(load case 8),14=-75(foad case 8),13=-I 29(load case 8),12=-35(load case 6) Max Grav 2=361(load case 2),17=145(load case U-19=378(load case 2),20=382(load case 2),21=353(load case 2),22=439(load case 2),16=380(load case 3),15=383(load case 3),14=345(load case 3),13=466(load case 3),12=229(foad case 3) FORCES (lb)-Maximum Compression/Maximum Tension of NE TOP CHORD 1-2=0nl,2-3=-293/103,3-4=-192/88,4-5=-186181,5-6=-188/'77,6-7=-193/115, 7-8=-193/105,8-9=-188/67,9-10=-186163,10-11=-192[70,11-12=-282184 GARO, , BOT CHORD 2-22=-010,21-22=-0/01 20-21=-O/O,19-20=-O/O,18-19=-O/O,17-18=-54/225, X), 16-17=-54/225,15-16=-54/225,14-15=-5 /225,13-14=-541225,12-13=-54/225 V 4 WEBS 7-17=-114/0,6-19=-340/91,5-20=-3 3811 09,4-21=-3251100,3-22=-359/133, ilk 8-16=-340/90,9-15=-338/110,10-14=-324/100,11-13=-363/133 1% NOTES 1) Wind:A$CE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33' plate grip DOL=1.33. the 0.080 - ..- truss-only.---"FCr'k-uds exposed to wind(normal to the face) 2) Truss designed for wind loads in the plane of e truss-only.,see MiTek"Standard Gable End Detail" S% 3) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 4) Unbalanced snow loads have been considered for this design. March 3,2004 Continued on page 2 A Wamint,-V.ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MII-7473 SEFORE USE Design valid for use only with Welk connectors.This design Is based only upon parameters shown,and is for an Individual btWing component to be Installed and loaded vertloally.Applicability of design paramenters and proper Incorporation of component is casponstillity of lit9ding designer-act in= designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Ensure stability dining construction is the responsibilliny of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgeneral guidance regarding fabrication,quality control;storage,delivery,erection and bracing.consult QST-88 Quality Standard,DSB-89 Bracing Specificalton.and HtB-91 Handling Insisting and Bracing Recommendation available from Truss Plate Insrfibite,583 D'Onofflo Drive,Madison,WI 53719 1 WR Job Truss Truss Type Gty Ply 84-Lumber•Malta/Queensbury Hoffman's 16206809 84M46826 E-GAB ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 M7ek Industries,Inc. Wed Mar 03 13:20:02 24D4 Page 2 NOTES 5) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 Ib uplift at joint 2,71 lb uplift at joint 19,90 lb uplift at joint 20,77 lb uplift at joint 21,122(b uplift at joint 22,69 lb uplift at joint 16,91 lb uplift at joint 15,75 lb uplift at joint 14, 129 lb uplift at joint 13 and 35 lb uplift at joint 12. LOAD CASE(S) Standard A Wareing-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE Design valid for use onlywith KTek connedors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertinily.AppricaWTity of design par'amentersand proper kxxVoraGon of componem Ls responsibfGly of building designer-Trot truss designer.Bracing shown 13for lateral support of individual web members only.Addtional temporary bracig to Insure slabifity during construction is the responsbillyof me erector.Additional permanent bracing of the overall structure is the tesponsb7dy of the budding designer.Forgeneral guidance regarding fabrication,quardy control,storage,derwery,emcdon and bracing,consult QST-W Quality Stands nf,DSB-89 Bracing specification,and ff18-91 _ MITek Handingtnstaling and Bracing Recommendation amiable from Truss Plate Institute,583 D'0nofdo Drive,Madison,W 1537f9 Job Truss Truss Type ty Pty -Lumber-Malta/Queensbury Hoffmans, 16206810 84M46826 F ROOF TRUSS 3 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 7004 Ariffek Industries Inc. Wed Mar 03 13:18:41 2004 Page I -9- 4-0-10 1 7-10-0 11-7-6 16-" 1"_0 �VO 4.0-10 3-9-6 3-9-6 4-0-10 3-0-0 SX5 MScale 1:57.1 5 1240 12— 2x4 2K4 4 6 3x4 II 3 of 2 7 44 10 9 TX8 Z(4 II 3x8 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 1-4-0 7-10-0 15-8-0 14-0 6-6-0 7-10-0 Plate Offsets(X,Y): 12:0-1-13,0-1-131,[7:0-8-2,0-0-6] LOADING (psf) SPACING 2-0-0 CSI DEFL in ([Gc) I/deff Ltd PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.64 Vert(LL) 0.05 7-9 >999 240 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.28 8 >140 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 'Code IBC2000/ANSI95 (Matrix) Weight:121 111 LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* 'TOP CHORD Sheathed or 6-0-0 cc purlins. 5-8 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SPF-S No.3 The truss fabricator,the builder,and/or the building designer - are solely responsible for the review and approval of ail pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etQ,before fabrication to ensure accuracy Max Harz 10 REACTIONS (Ibleize) 7=1258/0-5-8,10 load case 8)1142/0-5-8 and full compliance Will existing applicable building code requirements. =-223 Max Uplift 7'=-159(load case 8),10=-83(load case 7) Max Grav, 7=1686(load case 3),10=141 90oad case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/84,2-3=-309/50,3-4=-882/50,4-5=-560/78,6-6=-677/97,6-7=-1 121/68, 7-8=0/423 BOT CHORD 2-10=0/373,'9-10=-63/362,7-9=-33/546 WEBS 4-9=-79/135,5-9=-72/264,6-9=-312/111,3-10=-10691110 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;-.TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and eight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 0VV NE 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category It;Exp B;Fully Exp.;Ct= 1 MGA 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf-bottom chord live load,nonconcurrent with any other live loads cc per Table 1607.1,of IBC-00. 6) Provide mechanical connection(by others)of truss to bearing-plate capable of withstanding 159 lb uplift at joint 7 and 83 lb uplift at joint 10. LOAD CASE(S) Standard March 3,2004 Wam"-Verify design parameters and REM NOTES ON THIS AND INCLUDED Min%REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTak connectors.This design is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically.Applicebilityofdosign parrimenters and proper Incorporation ofocunporlentis responsibility offmildmg;designer-not truss designer.Bracing shown is for lateral support of fildiMual web members only.Additional temporary bracing to Insure stability during construction Is the responstlifftyof the erector.Additional permanent bracing of the overall structure is the responsit5ilityofthe building designer.Forgeneral guidance regarding fabrication,quality control,storage,de1hreq,erection and bracing,consult QST-W Quardy Standard,DSM9 Bracing Specillication.and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 DOrrofrio Drive,Madison.WI 53719 "ITIelhO Job Truss Truss Type laty PlyTerence ber-Malta/Queensbury Hoffman's 16206811 84M46826 Fl ROOF TRUSS 5 {optional} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16.2004 MiTek Industries;Inc. Wed Mar 03 13:19:36 2004 Page.1 4-0-10 7-10-0 11-7-6 440-10 3-9-6 3.9-6 4-0-10 3-0-D 5x5 = Scale=1:57.1 4 12.00 12 2,4 �\ 2x4 3 5 2x4 11 2 1 6 3x4 9 8 7x8 = 2x4 11 3x8 - 7 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 114-0, 7-10-0 154" 1-4-0 6-" 7-10-0 Plate Offsets(X,Y): 12:0-2-0,0-0-121,(6:0-0-2,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (foe) I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.56 Vert(LL) 0.06 6-8 >999 240 M1120 1691123 TCDL 10.0 _ Lumber Increase 1.15 BC 6.43 Vert(TL} -0.28 7 >139 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL} 0.01 6 - n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:119lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 6-0-0 oc purlins. 4-7 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SPF-S No.3 The truss fabricator,the builder,and/or the building designer ____ are solely responsible for the review and approval of all perfinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, - load,concentrated floor Iqad check,eta,before fabrication to ensure accuracy REACTIONS (Ib/size) 6=1268/0-5-8,9=1060/0-5-8 and full compliance with existing applicable building code requirements. Max Horz 9=-231(load case 8) Max Uplift 6=-159(toad case 8),9=-58(load case 7) Max Grav 6=1688(toad case 3),9=1292(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=<414/4,2-3=-912/50,3-4=-589/79,4-5=-679/103,5-6=-1123/73,6-7=0/423 BOT CHORD 1-9=0/418,8-9=-65/409,6-8=-16/546 WEBS. 3-8=-123/129,4-8=-39/269,5-8=-311/113,2-9=-963/87 NOTES ` 1) Wind:.ASCE'7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right•exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. }� �E+�, 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground;snow);Category 11;Exp B;Fully Ezp.;Ct= 1 kY 3),Unbalanced snow loads have been considered for this design. t, GiAgo Q 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on everhangs non-concurrent with . 5� /,� other live loads. 5) This truss has been designed for a 1 O>O psf bottom chord live load nonconcurrent with any other live loads 71f per Table 1607.1 of IBC-00. 6) Provide mechanical connection(by others)of truss to bearing'plate capable of withstanding 159 lb uplift at joint 6 and 58 lb uplift at joint 9. LOAD CASE(S) Standard Yp 060��� ,�.� S1 March 3,2004 ®Wareing-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 DEFORE USE Design valid for use only-with MTek connectors.This design is based only upon parameters shown,and is for an individual building component to be Installed and loaded vertically.Applicability ofdesbnparamenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Addd'anal temporary bracing to Insure stabilitydudng construction Is the _ responsibiildrof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgenerat guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HM1 Handling Installing and Bracing Recommendation available from Truss Plate Institute,553 D'Onofdo Drive,Madison.WI 53719 MiUkv Job Truss Truss Type Oty PI ry 84-Lumber-Malta/Queensbu Hoffman's I -7 16206812 84M46826 F-GAB ROOF TRUSS Jab Reference(optional) -Harvest—Homes,Delanson,New York 12053 6.200-Jan 18 20D4 0 1"Tak Industries,Inc. Wed Mar 03 13:21:01 2004 Page I 7-10-0 15-8-0 18-8-0 0-8-0 7-10-0 7-10-0 3-0-0 5X5 Scale 1.57.1 6 2x3 2x3 11 5 7 12.00 12— 24 11 2x3 II 4 8 2x3 2x3 11 3 9 1 2 EP Y 10 3x4 = IS 17 16 Is 14 13 12 SAO 2x4 11 2x4 I'l 2x4 11 2x4 11 2),4 11 2x4 11 2,4 11 11 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 15-8-0 15-8-0 Plate Offsets(X,Y). [10:0-10-2,0-1-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/defi L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.42 Vert(LL) n/a - n1a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.16 11 >221 180 BCLL 0.0 Rep Stress Incr YES WS 0.26 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:131 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 6-0-0 oc purlins. 6-11 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 The truss fabricator,the builder,and/or the building designer OTHERS 2 X 4 SPF-S No.3 are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (lb/size) 2=256115-8-0,10=819/15-8-0,15=149/15-8-0,16=237/15-8-0,17=262/15-8-0, 18=248/15-8-0,14=221/16-8-0,13=338/15-8-0,12=-125/15-8-0 Max Horz 2=-223(foad case 8) Max Uplift 2=-53(load case 5),10=-209(load case 8),16-56(load case 7), 117==93(load case 7),18=-86(lood case 7),14=-36(load case 8),13=-147(load case 8),12=-629(load case 9) Max Grav 2=340(load.case 2).10=1 219(load case 9),16=149(load case 1),16=360(load case 2),17=384(load case 2),18='362(load case 2),14 337(load case 3), 13=502(load case 3),12=169(load case 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/84,2-3=-208198,3-4=-207/89,4 5=-2115/90,5-6=-2041116,6-7=-200198, 7-8=-211/56,8-9=-156/57,9-10=-345176,10-11=01409 BOT CHORD 2-18=-91261,17-18=-81262,16-17=-8/262,15-16=-8/262,14-15=-8/262,13-14=-8/262 OF NE: 1 12-13=-8/261,10-12=-7/261 WEBS 6-15---105/0,5-16=-319176,4-17=-3461114,3-18=-316/101,7-14=-319/66, N1 GA 8-13=-380/131,94 2 -81/243 IYA NOTES 1) Wind:ASCE 7-98;90miph;h=30ft,TCDL=5.Opsf;BCDL=5.0psfi Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. lu 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face) ,see Mi rek"Standard Gable End Detail" TCLU ASCE 7-98;Pq=70.0 psf(ground snow);Category It;Exp B;Fully Exp.;Ct= 11 0-080 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designedfor 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads March 3,2004 nygrj le 1607.1 of IBC-00. Co n eabon page'2 - - A Warning-Verify design,parameteri and READ NOTES ON THIS AND INCLUDED MrFEK REFERENCE PAGE 1101-7473 BEFORE USE 4110111111111111 Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically.Applicability of design paromenters and proper Incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the rosponalftef the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance eregarding fabrication,clu2blycontfol,storage,derrvM,erection and brad",consult OST-88 OuaUty Standard,DSS-89 Bracing Specification.and HIB-91 T Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 IYOnoffic,Drive,Madison,WI 53719 NOR- Job TrWS Truss Type ty IF in at-Malta/ ueensbury Hoffman's 16206812 84M46826 F-GAB ROOF TRUSS I 1 Job Reference(optional} J Harvest Homes,Oefanson,New York 124153 5.200 a Jan 16 2004 MIT-ek--inndustries;Inc. Wed Mar 03 13:21:01 2004 Page 2 NOTES 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb.uplift at joint 2,209 lb uplift at joint 10,56 lb uplift at joint 16,93 lb uplift at joint 17,86 lb uplift at joint 18,36 lb uplift at joint 14,147 lb uplift at joint 13 and 629 lb uplift at joint 12. LOAD CASE(S) Standard Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MMIC REFERENCE PAGE IVIII-7473 BEFORE USE Design valid for use only with W connectors.This design Is based call,upon parameters shown,and is for an Individual buPffmg component to be Installed and loaded vertically.Appflcabft of design paramentefs and proper Incorporation of component is responsibility of bullding designer-not buss designer.Bracing shown Is for lateral support of individual web membeisonty.Additional temporarybracing to insure stabilitycluring construction is the' responsilffity of the enactor.Additional permanent bracing of the overall structure Is the responsibility of the building designer.Forgeneral gul :e dam regarding fabrication,quallty control,storage,delivery,erection and bracing.consult OST-88 Quality Standard,DSB-89 Bracing Specification,and ndHIS-91 Handling Installmg and Bracing Recommendation available from Truss Plate institute,583 UOnofrio Drive,Madison,WI 53719 FIT-ek60 Job Truss Truss Type ty Pty 84Lumber- alta Queensbury Hoffman's 16206813 84M46826 G ROOF TRUSS 4 1 Job Reference(optional} Harvwkonnes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:21:36 2004 Page I T 1-0-01 3-7-3 7-2-0 10-8-12 1440 1-0-0 3-7-3 3-46-13 3-6-13 3-7-3 5X5 Scale 1.45.9 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS." 3 12.00 rf2-- 4 2 3x5 5 34 Z(4 11 7-2-0 144-0 7-2-0 7-2-0 Plate Offsets(X,Y): 12:0-2-12,0-1-81,14:0-2-12,0-1-81 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl -L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.38 Vert(LU -0.02 4-5 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TU 0.01 4 fula n/a BCDL 10.0 Code IBC20001ANSI95 (Simplified) Weight:93 lb LUMBER BRACING TOP CHORD 2 X 6 SYP DSS TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 The truss fabricator,the builder,and/or-the building designer are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, REACTIONS (lb/size) 4=895/Mechanical,2=1028/0-5-8 load,concentrated floor load check,etc.,before fabrication to ensure accuracy Max Max Holz 2==183(load case 7),2 68(load case 7) (load case 6) and full compliance with existing applicable building code requirements. 4 -31 =- Max Grav 4=1051(load case 3).2=1251(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0RO,2-3=-621/56,3-4=-618/55 BOT CHORD 2-5=-I 5/429,4-5=-1 5/429 WEBS 3-5=0/279 NOTES 11 Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B,enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL-ASCE 7-98;Ipg=70.0 pst(ground snow);Category 11;Exp B;Fully Exp.;Ct= I Of E 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with AGA GA Other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Refer to girder(s)for truss to truss connections. cc 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 lb uplift at joint 4 and 68 lb uplift at joint 2. LOAD CASE(S) Standard 0.06009" S March 3,2004 Wamins-Verify design pararrit..and READ NOTES ON THIS AND INCLUDED MrrEX REFERENCE PAGE 1111111-7473 BEFORE USE Design valid for use only with MtTek connectors.This design is based only upon parameters shown,and is for an Individual building component to be histalledand loaded vertically.Applicability of design paramenters,and properincorporafion of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillilyof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Ficriieneral guidance regarding fabrication,quality control,storage,delfreq,erection and bracing,consul OST48 Quality Standard,DSM9 Bracing Specification,and HIB191 11 FT.k I Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 DOnafflo Drive,Madison,WI 53719 i + Job Truss Truss ype Qty Ply 84-Lumber-Malta Queensbury Hoffman's 16206814 84M46826 G-GAB ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 6.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:22:01 20D4 Page 1 11-041 7-2-0 14-4-0 --i 1-0-0 7-2-0 7-2-0 5x5 - The truss fabricator,the builder,and/or the building designer are solely responsible for the review and-approval of all pertinent data Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 6 reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,eta,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. 2x3 11 2x3 11 5 7 12.00 12 2x3 11 2x3 II 4 8 2x3 II 2x3 11 3 9 10 1 2 3x5 =17 16 I5 14 13 12 11 3x5 = 2x4 11 2x4 11 2x4 If 2x4 11 20 11 2x4 11 2x4 11 14-4-0 14-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 44.1 Plates increase 1.15 TC_ 0.11 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress-Incr YES WB 0.21 Horz(TL) 10.00 10 n/a n/a BCDL 10.0 Code ISC20001ANS195 (Matrix) Weight:1101b LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S No.3 REACTIONS (lb/size). 1 0=1 2411 4-4-0,2=28611 4-4-0,14=144/14-4-0,15=237114-0,1 6=2721114.4 1 7=1 5 911 4-4-0,13=238/14-4-0,12=266/14-4-0,11=220/14-4-0 Max Herz 2=183(ioad case 6) Max Uplift 10=-28(load case 6),.2=-59(load case 5),15=-61¢oad case 7),16=-96(load case 7), 17=-50(load case 7),13=-58(load case 8),12=-93(load case 8),11=-86(load case 8) Max Grav 10=136(load case 3),2=386(load case 2),14=144(load case 1),15=361(load case 2),16=39911oad case 2),17=230(load case 2),13=363(load case 3),12=388(load case 3),11=3230crad case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD _ 1-2=0/1301 2-3=-187/85,3-4=-200/78,4-5=-211/72,5-6=-203/91,6-7=-203/75,_ 7-8=-212/40,8-9=-202/47,9-10=-177/52 BOT CHORD 2-17=-35/137,16-17=-35/137,15-16=-34/137,14-15=-34/138,13-14=-34/138, 12-13=-34/137,1 1-1 2=-3411 37,10-11=„33/136 WEBS 6-14=-103/0,5-15=-323/81,4-1 6=-35211 1 5,3-1 7=-238179,7-13=-323/77, 8-1 2=-35011 1 5,-9-11=-270/91 �t 01F NE�/�/ NOTES JpN GA/�L,� CI,A 11 Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS ro , '9 gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 1" 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face) ,see MTek"Standard Gable End Detail" 3) TCLL:ASCE 7-98;Fig=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 2 _: 4) Unbalanced snow loads have been considered for this design. 4? 5) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other-five-loads- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Gable studs spaced at 2-0-0 oc. Match 3,2004 Continued on page 2 A Warning-Vedfy design parameters and READ NOTES Uri THIS AND INCLUDED MITEK REFERENCE PAGE Mir-7473 BEFORE USE � Design valid far use only vn1h MTek mnnectors.This design is based only upon parameters shown,and is foran individual building component to be Instal led and loaded vertically.ApprrdbrTity ofdesign paramentersrd a proper incorporation at component is responsibilityof buddug designer-not buss ... designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibilldyof the erector.AddGonal permanent bracing of the overall structure is the responsibility of the bmlding designer.Forgeneral guidance regarcring fabrication,quality central,storage,delimy,erection and bracing,consult OST48 Quality Standard,DSB-89 Bracing Specification,and HIMI ttandrmg Installing and Bracing Recommendation avalable from Truss Plate Institute,583 D'Onoido Drive,Madison.W 153719 Job Truss Truss Type Qty Ply 84 umber-Malta/Queens ury Hoffman's 16206874 84M46826 G-GAB ROOFTRUSS 1 t Job Reference(optionali Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:22:01 2004 Page 2 NOTES 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 10,59 lb uplift at joint 2,61 lb uplift at joint 15,96 lb uplift at joint 16,50 lb uplift at joint 17,58 Ito uplift at joint 13,93 lb uplift at joint 12 and 86 lb uplift at joint 11. 9) Non Standard bearing condition. Review required. LOAD CASEIS) Standard A Wamh*-Verify design parameters arrd READ NO7ES ON THIS AND INCLUDED mrrEK REFERENCE PAGE 6tti-7473 BEFORE USE IMBti� Design yard for use onty with KtTek connectors.This design Is based on4yupon parameters strewn,and is for an IndNidual budding component to be InslatledandloadedveNntly.Appticab3tyoidesigriparementersandproperincorporationofcomponentisresponsibrrakofbugdvgdesigner-not truss r designer,t3radng strewn fsfot literal suppoA of tndrvtdual web members onty.Additional temporary bracing to Insure staDirity dudng construction is the responsilz0tlyot the erador.Adtional.pemtanem Dradng of the overag sWrbuo is the responsibility of 1ho Molding designer.Fwgenerel guidance regarding tabricalion,quatltyconbot,slorege,detNery,eredion aril tmxing,cor�sutt QST-8a quality Standard,DS&89 Bredng Spedription,and HIt3-97 M _Ij(� Q NandMg trrstaRmg and Bredrg Recommendatlon available from Tn>ss Plate Institute,5a3 D'Onofio Drive,Madison.W 1537t4 3�� Job I russ I fuss Type lily y umber-Malta laueensbury Hoffman's 162068!15 84M46826 MA MONO TRUSS 6 I I Job Reference(optional) Harvest Homes,Defarison,Now York 12053 5.200 a Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:22,28 2004 Page 1 -1-" 2x4 11 14)_0 5-" Scale 1:19.9 Ct THERMAL FACTOR BASED )N ARCHITECTURAL SPECIFICATIONS. 9.00 Ff2- 2 Li 3x4 5-0-0 2x4 II 5_0_0 LOADING (psf) SPACING 2-0-0 CS) DIEFL in (too) I/deft L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TIC 0.52 Vert(LL) -0.01 2-4 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.35 BC 0.09 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 file n/a BCDL 10.0 Code IBC20001ANS195 (Simplified) Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-0-0 Oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 or.bracing. WEBS 2 X 4 SPF-S No.3 REACTIONS (lb/size) 2=429/0-5-8,4=296/0-5-8 Max Horz 2=123(foad case 4) Max Uplift 2=-43((oad case 5),4=-48(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension The truss fabricator,the builder,,andfor, the building designer TOP CHORD 1-2=0/51,2-3=-75/54,3-4-250171 are solely responsible for the review and approval of all pertinent data GOT CHORD 2-4=-24/37 reflected on this drawing,such as,but not limited to:pitch,dimensions, load concentrated floor load check,etc.,before fabrication to ensure accuracy and itil compliance with existing applicable building code requirements. NOTES 1) Wind:ASCE 7-98;SOmph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. - 2) TCLL-ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Expi B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of(BC-00. of NE 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at 11,31 GA 11 joint 2 and 48 lb uplift at joint 4. F11 LOAD CASEIS) Standard 08 S1 March 3,2004 Were"-Verify destse parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE 10111-74T3 BEFORE USE SNOW Design valid for use only with Wrok connectors.This design Is based only upon parameters shown,and is for an Indiviclual buiding component to be Installed and loaded vertically.Applicability of design pammentom and proper Incorporation of component Is reSrOnSibim of huddling designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Irwin stability during construction Is the responsibiliffyof the erector.Additional permanent bracing of the overall structum is the responsibility of Me building designer.For general guidance M��Y1 reganitngfebrication,quality control,storage,delivery,erection and bracing,consult QST-88 Ouslifty Standard,DSB.89 Bracing Specification,and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 90notdo Drive,Madison,WI 53719 Job -Truss Truss Type Oty 17Y 14-Lumber-Malta/Queensbury Hoffman's 16206816 1 84M46826 MAI ROOF TRUSS 6 1 J. - Job Reference(op Lional Harvest Homes,Delanson,New York 12053 5.200 a Jan 116 2004 MiTek Industries,Inc. Word Me,ol 3 13:22:53 2004 Page 1 -1401 12-8-15 19-0-0 1-0-0 6-9-5 5-11.-9 6-3-1 20 4.00 rU- Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 4XI 4x6 � 4 2A 3 2 9 3xI0 3X5 3X6 = 40 9-9-2 I94)_0 9-9-2 9-2-14 Plate Offsets(X,Y): 12:0-4-4,0-1-81,15:0-1-12,0-2-01,17:0-1=12,0-2-41,19:0-2-4,0-1-81 LOADING (psf) SPACING . 2-0-0 CS1 DEFL in (loc) Ildeff Lld PLATES GRIP TCLL 44.1 Plates Increase 1 1.15 TC 0.41 Vert(LL) -0.20 7-9 >999 240 M1120 169/123 TCDL 10.0 Ltimber.Increase 1.15 BC 0.82 Vert(TQ -0.41 7-9 >547 180 BCLL 0.0 Rep Stress Incr YES W8 0.79 Horz(TQ 0.05 7 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight.93 111 LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-10-14 oc putting, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at micipt 6-7,5-7 The truss fabricator,the builder,and/or-the building-designee are solely responsible for the review and approval of all pertinent data REACTIONS (lb/size) 7=119410-5-8,2=1327/0-5-8 reflected on INS drawing,such as,but not limited to:pitch,dimensions, Max Harz 2=219(load case 4) load,concentrated floor load check,etc.,before fabrication to ensure accuracy Max Uplift 7=4 17(load case 3),2=-1 26(load case 3) and full compliance with existing applicable building code requirements. FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-2215/196,3-4=-1575/117,4-5=-1575/117,5.6=-65/36,6-7=-331/67 ROT CHORD 2-9=-242/2081,8-9=-96/1081,7-8=-96/1081 WEBS 3-9=-720/173,5-9=-9f732,5-7=-13291182 NOTES 1) Wind:ASCE 7-98;90mph;It=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL-ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf an overhangs non-concurrent with Of NE other live loads. GA 4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. X� 5) Provide mechanical connection(by others)of trust to bearing plate capable of withstanding 117 lb uplift at joint 7 and 126 111 uplift at joint 2. cc LOAD CASE(S) Standard A� 80 S1 March 3,2004 A Warning-Verify design parameters and READ,NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE 1101117473 BEFORE USE Design vand for use only with Wrak connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically.Applicabifty of design parairienters and Proper Incorporation ofcompOnent is responsibility of building designer-not in= designer.Bracing shown Is for Lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the respDrisibitilly of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance rdi regang fabrication,quality control,storage,delivery.erection and bracing,consult OST-88 Quality Standard,OSS49 Bracing Specification,and Hl"I Handling installing and Bracing Recommendation available from Truss Plate Instilutio.583 906oft Drive,Madison,WI 63719 FMTe Job Truss Truss Type Qty Ply 64-Lumber-Malta/Queensbury HoffmaWs 16206817 84M46826 MA2 ROOF TRUSS 64 1 Job Reference(optional) HarvestHornes,Delanson,New York 12053 5.260 s Jan 16 2004 MTek Industries,Inc. Wed Mar 03 13:23:17 2004 Page 1 1 U 0 24-12 S-6-0 1-0_0 2-7-12 2-10-4 20 J( Scale=1:25.8 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 4 9.00 ffz 2x3 3 2 3x4 - 4x4 = 5_64) 5-6-0 U LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 44.1 Plates.increase 1.15 TC_ 0.24 Vert(LL) -0.01 2-5 >999 240 M1120 169/123 TCDL 10.0 Lumber increase, 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 180 BOLL 0.0 Rep Stress incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Simplified) Weight:29lb LUMBER BRACING TOP CHORD 2 X 4 SP.F-S 165OF 1.5E TOP CHORD Sheathed or 5-6-0 oc purlins, except and verticals. BOT CHORD_ 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S.No.3 REACTIONS (lb/size) 5=329/0-3-B,-2=4 6210-5-8 The truss fabricator,the builder,and/or the building designer Max Horz 2=134(load case 4) are solely responsible for the review and approval of all pertinent data Max Uplift 5=-53(Ioad case 5),2=-44(load case 5) reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy FORCES (lb)-Maximum Compression/Maximum Tension and full compliance with existing applicable building code requirements. TOP CHORD 1-2=0/61,2-3=-229/29,3.4=-56/54,4-5=-153/44 BOT CHORD 2-5=-63/170 WEBS 3-5=-210/85 NOTES 1) Wind:ASCE 7-98;9Omph;h=30ft;TCDL.=5.Opsf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever-left and.right exposed;end vertical-left and-right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg= 70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs hon-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord'rive,load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at �fij' ,�P_GR�c�'9�•�� joint,5 and 44 Ib'upli t at joint 2. LOAD CASEIS) Standardcc Aar 2 March 3,2004, ®warning,Verify design parameters and READ NOTES Ott TNIS AND INCLUDED NITeK NEFERENCE PAGE 15411-7473 DEFORE USE Design valid for use only with Wak connectors.This design Is based only upon parameters sham,and Is for an individual bu3dbV component to be Installed and leaded vertimlly.ApplicabtGlyofdesignparamentersam1pioperincorporaYwnofcomponentIsresponsibiGtyofbuklimg designer-not truss designer.Bracing storm is for lateral support of individual web members only.Additional temporary bracing to insure stabifity during construction is fire _ responsbiRyot the erector.Additional pemraneet bracing of the overall sinxWre Is the responsibility of the building designer.Forgeneral guidance -- regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIS-91 Handling Installing and Brag Recommendation available from Tnns Plate Instihde,583 D'Onofrio Drive,Madison,WI 53719 _ M 1 O ° Job Truss Truss Type Qty Ply 84-Lumber-Malta/Queensbury Hoffman's 16206818 84M46826 MA3 ROOF TRUSS 10 7 Job Reference(optional) Harvost Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:23:50 2004 Page 1 ;r 140� 8-3-5 15-8-15 , 23.6-0 i 1-M 835 7-5-9 7-9-1 2x4 I(Scale=1:45.3 6 4.00 12 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 3x5 5 48 3x4 i� 4 3 2 �1 3x10 = 10 9 8 7 2x3 3x6 - 3x5 - 3x6 — 835 15-8-15 _- 23-6-0 8-3.5 7-5-9 7-9-1 Plate Offsets(X,Y): 12:0-5-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in {IOC) I/deft L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.62 Vert(LL) -0.16 10 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.28 8-10 >978 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.08 7 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight.118lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-11-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 6-7,3-8 2 Rows at 113 pts 5-7 The truss fabricator,the builder,and/or the building designer REACTIONS (lb/size) 7=1482/0-5-8,2=161510-5-8 are solely responsible for the review and approval of all pertinent data Max Harz 2=270(IOad case 4) reflected on this drawing,such as,but not limited to:pitch,dimensions, Max Uplift 7=-145(load case 3),2=-147(load case 3) load,concentrated floor load check,eta,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-28 7 211 8 5,3-4=-1487/113,4-5=-1487/113,5-6=-81/44,6-7=-412/71 SOT CHORD 2-10=-245/2705,9-10=-245/2705,8-9=-245/2705,7-8=-95/1411 WEBS 3-10=0/310,3-8=-1386/161,5-8=0/649,5-7=-1726/195 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.4psf;Category ll;Exp,B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg= 70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1;L= 200-0-0 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with 4f N �r other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads GA Q per Table 1607.1 of IBC-00. �� ,J�� �Q�� x 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at f joint 7 and 147Ib uplift at joint 2. a I Ix LOAD CASE(S) Standard fi/J �a.ti<$OOg� — L SAO March 3,2004 A warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED 1111I7EK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an Individual buIIdng component to be Installed and loaded vertically.ApplicaM7tycidesign paramenters and proper incorporafionofmmponenf is responsibility of buildig designer-not buss -. designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliflyof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgeneral guidance regarding fabrication,qualty control,storage,derrvery,erection and bracing,consult OST-88 Quality Standard,OSB-89 Bracing Specification,and HIB-91 WON" Handling Installurg and Bracing Recommendation available from Truss Plate Institute,583 O'Onofrio Drive,Madison,WI 53719 i Job Truss Truss Type Qty ply 84-Lumber-Malta/Queensbury Hoffman`s 16206819 84M46826 MA3-GAB ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 Mifek Industries,inc- Wed Mar 03 13:24:20 2004 Page 1 1 1-0-01 23-6.0 1-0-0 23.64) The truss fabricator,the builder,and/or the building designer 3x4 ii Scale-'W=r are solely responsible for the review and approval of all pertinent data 24 11 13 reflected on this drawing,such as,but not limited to:pitch,dimensions, 4•00( 12 load,concentrated floor loaf!check,eta,before fabrication to ensure accuracy 2x3 II and full compliance with existing appiicable,building code requirements. 2x3 11 11 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS, 24 if 10 24 II 9 48 :-2x3 11 8 2x3 It 7 s 2x3 t1 5 2x3 II 4 3 1 2 3x4 - 24 23 22 21 2019 18 17 16 15 14 2x3 II 2x3 it 2x3 11 2x3 11 3x4 = 2x3 11 2x3 Il 2x3 11 2x3 11 3x4 11 2x3 11 23-6-0 23-6-0 Plate Offsets(X,Y): 12:0-1-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES' GRIP TCLL 44.1 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) 0.02 1_ >585 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 14 n1a n/a BCDL 10.0 Code )BC2000/ANS195 (Matrix) Weight:132lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. SOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 13-14 OTHERS 2 X 4 SPF-S No.3 REACTIONS (lb/size) 14=105/23-6-0,2=409/23-6-0,15=254/23-6-0,16=263/23-6-0,17=257123-6-0, 1 8=253123-6-0,20=249/23-6-0,21=295/23-6-0,22=286/23-6-0,23=54/23-6-0, 24=708/23-6=0 Max Herz 2=221(load case 4) Max Uplift 14=-23(toad case 4),2=-8(Ioad case 3),15=-39(foad case 3),16=-22(load case 4), 17=-35(load case 3),18=-29(load case 3),20=-32(load case 3),21=-29(load case 3),22=-29(load case 3),23=-12(load case 3),24=-76(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3= 217/112,3-4=-178/0,4-5=-167/39,5-6=-152/0,6-7=-149/33, 7-8=-137/33,8-9=-122/33,9-10=-107/33,10-11=-93/43,11-12=-78/55,12-13=-51/52, 13-14=-89/47 BOT CHORD 2-24=0/0,23.24=0/0,22-23=010,21-22=010,20-21=0/0,19-20=010,18-19=-49/63, 1 7-1 8=-49163,16-17=-49/63,15-16=-49/63,14-15=-49/63 � WEBS 12-15=-213/64,1 1-1 6=-2 2 3148,10-17=-216/51,9-1 8=-21 614 9,B-20=-216/48, NE 7-21=-217/49,5-22=-234/52,4-23=-59/21,3-24=-585/119 GA� NOTES 9 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left.and right exposed;Lumber DOL=1.33 !' tL plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face) see M)Tek"Standard Gable End Detail" 3) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1;L=200-0-0 4) This truss_has been designed for 2.00 times fiat roof load of 44.1 psf on overhangs non-concurrent with �+`�A 0.()80 tfi� other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-Oo. March 3,2004 76) Gable requires continuous bottom chord bearing. Co nnueed tudpsaspapd at 2-0-0 oc. ge A Warning-Verify design Parameters and READ NOTES ON TNIS AND INCLUDED M1TEK REFERCHCE.PAGE Mil-7473 BEFORE USE Design valid for use only with KA!Tek connectors.This design is based only upon parameters shown,and is for an individual building component to be Installed-andloaded verticatFf_Applica6Tty of design paramenteis and proper incorporation of component is responsibility of building designer-not in= - .' designer.Bracing shown Is for lateral support of tndividual web members only.Additional temporary bracing to insure stability during construction Is the rasponsbil ityof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult OST-88Ou"i Standard,OSB-89Braringspecffication,andHIMI Handling hrsialling and Bracing Recommendation available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 537t9 Truss Type ty y Jo Truss urn er-Malta/Queensbury Roffman's 16206819 84M46826 MA3-GAB ROOF TRUSS i t Job Reference(op Lion' Harv6s-t—Korries,Delanson,Now York 12053 �5.200 a Jan 16 2004 MiTek Industries,Inc. Wed Mar 113:24:20 2004 Page 2 NOTES 8) Provide mechanical connection(by othert)of truss to bearing plate capable of withstanding 23 lb uplift at joint 14,8 to uplift at joint 2,39 lb uplift at joint 15,22 lb,uplift at joint 16,35(b uplift at joint 17,29 lb uplift at joint 18,32 lb uplift at joint 20,29 lb uplift at joint 21,29 lb uplift at joint 22,1216 uplift,at joint 23 and 76 lb uplift at joint 24. LOAD CASE(S) Standard som wimming•verify design pfiramet..snd READ NOTES ON Tims AND IN=DFD Mn �FK REFERENCE PAGE Mll-7473 BEFORE USE Q Design valid for use only with Melt connedom.This design is based only upon pammeters shown,and Is for an IndiMual building component to be Installed and loaded verkally.Applicability ofdasign paramenters and Proper inaxporation of component is respoinsitillity0f buliding designer-not buss designer.Bracing shown Isfortateral support of individual web membersordy.Additional temporary bracing to FnSUM stabilityifuring cimstruction,Is The responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of tare trifildIng designer.Forgeneral guidance regarding fabrication,quality control,storage,dellmy,erection and bradng,consult OST-88 Quality Standard,DSB-89 Bracing Speciricalion,and HIS-91 FlebkO Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 170nofiki Ddira,Ji WI 53719 f ) Job Truss Truss Type Oty Ply 84-Lumber-Malta/Queensbury Hoffman's 16246820 84M46826 MA4 ROOF TRUSS 53 t Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek industries,Inc. Wed Mar 03 13.24:46 2004 Page 1 1 0-0 5-11-2 11-6-13 17-6-0 1 0 0 5-11-2 5-7-11 5-11.3 2x4 I I Scale=1,34.4 The truss fabricator,the builder,and/or the building designer 4.44 12 6 are solely responsible forthe review and approval of alt pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,eta,before fabrication to ensure accuracy and full compiiance'with existing applicable building code requirements. 3x4 - 3x4 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 5 4 2x3 3 2 4x5 :�7_ 9 8 3x4 - 3x6 — 3x4 — 8-8-15 17 6-0 B-8-15 8-9-1 Plate Offsets(X,Y): 12:0-0-13,0-1-12] LOADING (psf) SPACING- 2-0-0 CSl DEFL in floc) I/deft Ud PLATES GRIP TCLL / 44.1 Plates Increase 1.15 TC 0.68 Vert(LL) -0.16 7-9 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.33 7-9 >619 180 BCLL 0.0 Rep Stress lncr YES WB 0.66 Horz(TL) 0.04 7 We n/a BCDL 10.0 Code IBC2000/ANSi95 (Simplified) Weight:62lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-3-8 oc purlins, except end verticals. GOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 5-7 t' REACTIONS (lb/size) 7=1098/0-5-8,2=1231/0-5-8 Max Horz 2=204(load case 4) Max Uplift 7=-108(load case 3),2=-119(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13,2-3=-1988/175,3-4=-1434/106,4-5=-14341106,5-6=-61/34,6-7=-313/54 BOT CHORD 2-9=-217/1856,8-9=-90/996,7-8=-90/996 WEBS 3-9=-609/154,5-9=-5/640,5-7=A216/169 NOTES 1) Wind:ASCE 7-98;9Omph,h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with of NE other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. per Table 1607.1 of IBC-00. �'t� 5) Provide mechanical connection-Pry others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 7 and 119 lb uplift at joint 2. t- cc LOAD CASE(S) Standard - - ��FEsstQN�� �r March 3,2004 A Waming-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE Design valid for use only with Mrfek connector This design Is based only upon parameters shown,and is for an individual building component to be Installed and loaded vediraily.AppGpbifityof desk paramenters and proper incorporation of component is responsibility of building designer-not miss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stablIlly riming construction is the msporsibiffityof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qually control,storage,delivery,erection and bracing,consult QST-W Quality Standard,DSB-89 Bracing Specification,and HIB-91 Handling installing and Bracing}Recommendation available from Toss Plate Institute,583 D'Onohio Drive,Madison,WI 53719 MITOW f Job runs Truss Type my Ply 84-Lumber-Ma to Queensbury He mans 16246821 84M46826 MD ROOF TRUSS 6 1 Jab Reference(optianai} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:25:12 2004 Page 1 -1-0-0 3`00 1-0-0 3-0-0 3 Scale=1:13.7 Ct THERMAL FACTOR BASED 3N ARCHITECTURAL SPECIFICATIONS. 9.00 t2 The truss fabricator,the builder,and/or the building designer are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. 2 1 3x4 = 3-0-0 3-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 2 >999 240 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TQ -0.05 1 >270 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) '-0.00 3 n/a n/a Weight:13 lb BCDL 10.0 Code IBC2000/ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=116/Mechanical,2=336/0-5-81 4=26/0-3-8 Mlax Hari' 2=98(load case 5) Max Uplift 3=-49(load case 5),2=-35(load case 5) Max Grav 3=116(ioad case 1),2=350((oad case 7),4=53(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101,2-3=-117/58 BOT CHORD 2-4=0/0 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �l Of N£1�'r per Table 1607.1 of IBC>00. Ti V 5) Refer to girder(s)for truss to truss connections. GA Q 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift atN pcq joint 3 and 35 Ib uplift at joint 2. 1k � LOAD CASE(S) Standard P- 3 0-08 2 March 3,2004 ®weming-verify design parameters and READ NOTES oti THIS AND INCLUDED MITEK REFERENCE PAGE MIh7473 BEFORE usE �{! Design void for use only with KTek connectors.This design Is based only upon parameters shown,and is for an individual building component to be Installed and loaded vertically.-Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss " designer.Bracing shown is for lateral supporter individual web members only_Additionattemporary bracfig to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance ' regarding fabrication,quardy contml,storage,delivery,erection and bracing,consult GST-88 Quality standard,DSB-89 Bracing Specification,and HIB-91 eke' Handiing.instalfing and Bracing Recommendation available fromTrss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job vTruss I russ I ype Qty Ply 8a Lumber-Malta/Queensttury Hoffmads 16206822 84M46826 MD1 ROOF TRUSS - 6 1 Jab Reference(optional) Harvest Homes,Delanson,New York 12053 5. 00 s Jan 16 2004 MTek industries,Inc. Wed Mar 03 13:25;38 2004 Page 1 1.0-0 6.3-0 9.10-13 16-0-0 1-0-0 5.3.0 4-7-13 64-3 4.DD 12 2x4 11 Scale=1:29.8 6 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 3x5 3x4 The truss fabricator,the builder,and/or the building designer 5 are solely responsible for the review and approval of all pertinent data 4 reflected on this drawing,such as,but not fimited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accura and full compliance with existing applicable building.code requirements. 2x3 3 rin 8 45 = 30 3x4 7-6-14 15 0 4 7-6-14 75-2 LOADING (psf) SPACING 2 0-0 CSI DEFL in (too) Wait L/d PLATES GRIP TCLL 44.1' Plates Increase 1.15 TC - 0.48 Vert(LL) -0.08 2-8 >999 240 MII20 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.18. 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB -.0.96 Horz(TL) 0.03 7 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Simplified) Weight:53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-0-15 ac puriins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 REACTIONS (Ili/size) 7=937/0-5-8,2=1070/0-5-8 Max Horz 2=176(load case 4) Max Uplift 7=-93(load case 3),2=-107(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13,2-3=-1649/143,3-4=-1204/91,4-5=-53/29,5-6=-53/29,6-7=-268/46 ROT CHORD 2-8=-179/1536,1-8=-76/843 WEBS 3-8=-497/127,4-8=-5/540,4-7=-1033/144 NOTES 1) Wind:ASCE 7-98;9Omph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) This truss has been designed for 2.00 times fiat roof load of 44.1 psf on overhangs non-concurrent with other live loads. F NE 4) This truss has been designed for a 10.0 psf bottom chord five Toad nonconcurrent with any other live toads Q per Table 1607.1 of IBC-00. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at ,�¢��G1�1�G,,9 Q•�3 joint 7 and 107 lb uplift at joint 2. LOAD CASES) Standard r- {C tU 2lip3A �00800 � � March 3,2004 A Wanting-Verify design parameters and REAP NOTES OH THIS AND 104CLUDFD MITEK REFERENCE PAGE 11111.7473 SET-ORE USE � r Design varid for use onlywfth Wrek connectors.This design Is based only upon parameters shown,and Is for an Individual bwVmg component to be FTek Installed and loaded vertically.-AppricabiRtyaf design pammvntersand proper Incorporation of component is responsmirityof building designer-not tnusdesigner.Bracing shown Is for lateral support of Individual web members only.Addtionai temporary bracingloinsure stabiGtydunng consWUion is the responsibiUdyel the erector.Additional permanent bracing ofthe overall structure is the responsibTdyof the building designer.Forgenerat guidanceregarding fabrication,quaritycontrol,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSM9 Bracing Specification,and HIB-91 -Handling Installing and Bracing Recommendations available from Truss Plate Institute,583 D'Onofrio Drive,Madson,W153719 Job Truss Truss Type Oty Ply 84-Lumber-Malta/Oueensbury Hoffman's - 16206$23 84M46826 MM ROOF TRUSS 46 1 Job Reference(optional► Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MTek industries,Inc. Wed Mar 03 13:26:02 2004 Page 1 pt 8 q_ 6-8-0 4i 0 8 0 6.8.0 0.8.0 2x4 / Scale=1.45.1 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 4 1200 12 ci 3x4 /� 3 1 2 1 3x4 6 2x4 11 5 3x10 11 44 = 1-4-0 V&12 7.4-0 1A-0 0-2-12 5-9A Plate Offsets MY): 12:0-4-10,0-1-21,[2:0.0-8,0-6-21,[3:0-1-4,0-1-81,[4-0-1-5,0-1-151 LOADING (psf) SPACING 2-0-0 CS[ DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 5-6 >999 240 M1120 169/123 TCDL 10.0 Lumber increase 1.15 BC- 0.11 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr - YES WB 0.16 HOrz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Simplified) Weight:571b LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 7-4-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt. 4-5 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X-4 SPF-S No.3 —are solely responsible for the:review,and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance w)th existing applicable building code requirements. REACTIONS (lb/size) 5=313/0-5-8,6=681/0-5-8 ' Max Harz' 6=221(load case 4) Max Uplift 5=-128(load case 4),6=43(lood case 5) FORCES 0b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-60/234,3-4=-129/105,4-5=-305/111 BOT CHORD 2-6=-160190,5-6=-2001152 WEBS 3-6=-609/66,3-5=-88/173, NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33." �F NEW r 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category Ill;Exp B;Fully Exp.;Ct= f 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with �}, (�GAR-�q other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 43 lb uplift at joint 6. LOAD CASE(S) Standard 0.080 March 3,2004 ,A Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI"473 BEFORE USE S Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an indMdual building component to be - Installed and loaded vertically.Applicability of design paramenlers and proper Inooryoratwn of component is responsibility of building designer-not thus designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stabillyduring construction Is the responsibltdyof the erector.Additional permanent bracing of the overall structure is the resporuiNity of the building designer.Forgenerel guidance, Handling Insi�g and Bracing Recommendation amgable from russsPPlatte institute 683 D a'OnoF�D Madison.WI 3 S4 Specification.and HIB-91 1 + r£ Job Truss Truss Type Oty Ply 84-Lumber-Malta/Clueensbury Hoffman's 16206824 84M46826 MM1 ROOF TRUSS 1 1 Job Reference Ioptiona0 Harvest Homes,Delanson,New York 22053 6.200 s Jan 16 2004 MiTek industries,Inc. Wed Mar 03 13:26:37 2004 Page 1 0 8-0 3-4-0 7-4-0 0.8-0 34-0 4-0.0 Scale=1:24.5 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 30 II 4 48 - 5 12.00 12 2X3 11 3 2 3x6 11 7 2x4 II 20 11 4x5 = 1-4.0 1-¢-12 3.4-0 - 74-0 , 14-0 0-2-12 1-9-4 4-&0 Plate Offsets MY): [2:0-3-0,0-0-81,[4:0-6-8,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.54 Vert(LL) 0.01 2 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.03 1 >252 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a We BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:41lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X 4 SPF-S No.3- are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,'but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable.building code requirements. REACTIONS (Ib/size) 6=308/0-5-8,8=685/0-5-8 Max Harz 8=115(load case 6) Max Uplift 6=-62(load case 6),8=-76(load case 7) Max Grav 6=472(load case 3),8=813(load case 2) FORCES 11b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/72,2-3=-209/158,3-4=-150(78,4-5=-53/38,5-6=-318/54 BOT CHORD 2-8=-30/130,7-8=-73/130,6-7=-72/122 WEBS -4-7=-237/58,4-6=-97/61,3-8=-368/93 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 �!�f NEB plate grip DOL=1.33. v V 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 �>1j. �G A%,, 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf;on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Z 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at *+ joint 6 and 76 Ib uplift at joint 8. Q�'��5taN March 3,2004 A wamrwg-Verily desrsn parameters,and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use ontywith Krek connectors.Thds design is based only upon parameters shown,and is for an individual bmTding component to be Installedandloadedverticatly.Appricabilityofdas,gnpa2mentersand proper Incorporation of component is responsibility of Melding designer-act truss - designer.Bracing shown is for lateral support iada4dual web members only.Additional temporary bracing to insure stabiWifudng construction is the responsibtii@y of the erector.Additional permanent btacing of the overall structure Is the responsibTty of the building designer.For general guidance - pI regarding fabrication.quality control;storage,derrvM,erection and bracing,consult QST-88 Quality Standard,DSB-89 Bracing Specification,and Hl8-9t Handling tnsta0'mg and Bracing Recommendation available from Truss Plate Institute,683 D'Onofrio Drive,Madison, g WI 5371g i k Job Truss Truss Type ty Pty 84Lurn ar- alta/Oueensbury Hoffman's 16206825 84M46826 MM2 ROOF TRUSS 1 t Job Reference(optional} Harvest Homes,Defanson,New York 12053 5.200 s Jan 16 2004 M}Tek Industries,Inc. Wed Mar 03 13:27:17 2004 Page 1 6 4-0 7-" 0-8-0 5.4-0 2-"4x8 r Scale=1:34.9 2x4 II Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 4 5 ri Li t2.00 12 2x3 11 3 c51 2 3x8 11 2M lI 7 1.4-0 Ig2 6 4.0 *4 II7-4'0 4z5 r= 1-" 0-2-12 3-9-4 2 0 0 Plate Offsets(X,Y): 12:0-4-0,0-0-81,[4:0-3-8,0-1.01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 _TC 0.41 Vert(LL) -0.03 2 >690 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.05 1 >155 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:47lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2 X 4 SPF-S No.3 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X 4 SPF-S No.3 - are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,eta,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (lb/size) 6=308/0.5-8,8=68510-5-8 Max Herz 8=176fload case 6) Max Uplift 6=-98(load case 6),8=-65(load case 7) Max Grav 6=327(load case 3),8=963(load case 2) FORCES 0b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/72,2-3=-134/125,3-4=-322/125,4-5=-34/51,6-6=-148/59 SOT CHORD 2-8=-28/118,7-8=-80/88,6-7=-80/89 WEBS 4-7=-160/64,4.6=-171/137;3-8==613/175- NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 �l NE',` plate grip DOL=1.33. 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 3) Unbalanced snow loads have been considered for this design. '�� A�C/9 4) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. *. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 lb uplift at joint 6 and 65 lb uplift at joint S. 0,013 LOAD CASES) Standard �-PassIQNP� March 3,2004 ®WaminO-Verify design parameters and READ NOMS ON THIS AND INCLUDED MIUX REFERENCE PAGE MOO-7473 BEFORE USE a"=�7 ` Design valid ror use only widir MTek connectors.'rhis design is based only upon parameters shown,and is for an Individual building component to be laslaGedandloadadvertically.Appricabifiryofdesignparamenters and properinowpocationofoomponent7sresponsibiGryof building designer-not buss designer.Bracing shown Is for lateral support of lrnrrAdual web members only.Additional temporary bracing to Insure stability during ConsWdion is the rasponsibiiGty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance RITA regarding fabrication,qualitycontrol,storage,delivery,erection and bracing,consult OST-88 Quality Slandani,DSB•89 Bracing Spe cation,and H18.97 Handling installing and Bracing Recommendation available from Tr ss Plate Institute,533 D'Onofdo Drive,Madison,W153719 Job iTruss Truss Type Oty Ply 84t umber-Matta/Queensbury Hoffman's Iszosszs 84M46826 MM-GIR ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,0elonson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:27:56 2004 Page 1 p 6 q 646 a 4-4-0, 0.8-0 6.8.0 0-8-0 2x4 /j Scale=1:45.1 4 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 112Zr12_ 3x10 II 2 3x4 = 6 7 2x4 II 8 9 5 45 = r 1-4.0 (-6-12 4-3-10 74-0 14-0 0-2-12 24844 3-0.6 Plate Offsets MY): [2:0-4-10,0-1-21,[2:0-0-8,0-6-21,13:0-1-4,0-1-81,[4:0-1-5,0-1-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.55 Vert(LL) 0.06 5-6 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.11 5-6 _>604 180 BCLL 0.0 `Rep Stress Incr NO WB 0.38 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:57lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 4-5 WEDGE The truss fabricator,the builder,and/or the building designer -Left:2-X'4 SPF-S No.3 are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS fib/size) 5=308/0-5-8,6=685/0-5-8 Max Horz 6=221(load case 4) Max Uplift 5=-373(load case 4),6=-295(toad case 5) Max Grav 5=1308(foad case 2),6=1159(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/84,2-3=-633/153,3-4=-253/128,4-5=-245/100 BOT CHORD 2-6=-90/433,6-7=-258/438,7-8=-258143 8,8-9=-258/438,5-9=-2581438 WEBS 3-6=-555/502,3-5=-457/228 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 ��Q� ��t�j plate grip DOL=1.33. rf� 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp.;Ct= 1 �' Ptalea ARC 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with �'� S /sj other live loads. 4) This truss has been designed for 10.0 psf bottom chord live'load nonconcurrent with any other live loads >ti per Table 1607.1 of IBC-00. ►— lL 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 373 lb uplift at joint 5 and 295 lb uplift at joint 6., U1 6) Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) '� Z 27.41b dawn and 60.61b up at 0-0-0,488.7Ib down and 118.21b up at 2-0-0,488.71b down and 118.21b' C91 up at 4-0-0,and 488.71b down and 118.21b up at 6-0.0,and 528.71b down and 108,21b up at 7-2-4 on 3A �0.j?$44 � ✓ bottom chord. The design/selection of such special connection de`vice(s)is the responsibility of others: 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard March 3,2004 Continued on page 2 A blaming-Verity design parameters and READ NOTES ON THIS AND INCI.UOED MITEK REFERENCE PAGE d111-7473 BEFORE USE j Design valid for use only With Mlrek connectors.This design Is based only upon parameters shown,and is for an individual building component to be Installed and loaded verfimly.Applicability ofdesign paramenters and proper Incorporation of component is responsibility of buAd'mg designer-not trussdesigner.Bracing shown is for lateral support of Ir4vidual web members only.Additional temporary bracing to Insure stability during construction is the responsbillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding fabrication,quarity control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bradrrg Specification,and HIB-91 ` Handling Instal ing and Bracing Recommendation available from Truss Plate Institute,583 D'Oncfdo Drive,Madison,WI 53719 E Truss Truss Type Oty Ply 84 Lumber-Malta/Queensbury Hoffman's 16206826 i::jNew MM-GIR ROOF TRUSS 1 1 . Jo0 Reference loptionaly York 12053 6.200 s Jan 16 2004 MTek Industries, nc. Wed Mar 03 13:27:56 2004 Page 2 LOAD GASES) Standard 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-4=-108,2-5=-20 A Vileming-Verify design parameters and READ NOTES ON THIS AND INCLUDED Mn TA REFERENCE PAGE Mi-7473 BEFORE USE Desbn valid for use onlywith Welt connectors.This design Is based only upon parameters shown,and is loran individual Wilding component to be Installed and Loaded vertically.Applicabilityef design paramenters and proper incorporation of componem is responsibility otMu7d'mg designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsili tyof the erector.Addigonal permanent bracing of the overall structure is the responsibility of the building designer.Forgeneml guidance WiTlers regard'mglabrkation,quality control,storage,delivery,erecUon and bracing.consult QST SS Quality Standard,OSB-89 Bracing Specification,and HIB-91 Handling Installing and Bracing Recommendation evadable from Truss Plate Institute,583 WOnofdo Dmre,Madaon,WI 53719 Job Truss truss Type Qty Ply 64Lumber-Malta/Queensbury Hoffman's 16206827 84M46826 MM-GIR1 ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 03 13:28:40 2004 Page 1 641-0 4 4 .0, 0&0 6.8.0 0-8-0 20 Scale=1:45.1 4 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 12 00 12 3x4 ij 3 3x10 11 2 3x4 - 6 7 2x4 II 8 9 5 4x5 - „1-4-0 1-¢12 4-3-10 74-0 14-0 0-2-12 2-8-14 3-0-6 Plate Offsets MY): 12:0-4-10,0-1-21,[2:0-0-8,0-6-2),[3:0-1-4,0-1-8),14:0 1-5,0-1-151 LOADING (psf) SPACING 2-0-0 CSf DEFL in (loc) I/deft L/d PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC 0.55 Vert(LL) 0.05 5-6 >999 240 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.09 5-6: >748 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 5 nla n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:5716 LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purling, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 4-5 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X 4 SPF-S No.3 are solely responsible for the review and approval of all pertinent data-- reflected on this drawing,such as,but not limited to:pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (lb/size) 5=308/0-5-8,6=685/0-5-8 Max Horz 6=221(load case,4) Max Uplift '5=-337(toad case 4),6=-255(load case 5) Max Grav 5=1063(load case 2),6=932(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/84;2-3=-535/153,3-4=-253/128,4-5=-245/99 BOT.CHORD 2-6=-90/368,6-7=-251/372,7-8=-251/372,8-9=-25 11372,5.9=-251/372 WEBS 3-6=-555/407,3-5=-388/221 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp 8;enclosed;MWFRS gable and zone;cantilever left and_right exposed;end vertical left and right exposed;Lumber DOL=1.33 ��Q�: NE plate grip DOL=1.33. 4r 2) TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp B;Fully Exp,;Gt= 1 � �,, Qi�n 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with ,+r7 other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any other live loads per Table 1607.1 of IBC-00. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 337 lb uplift at joint 5 and 255 lb uplift at joint 6. rr. ticp 6) Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) 'L 51.61b up at 0-0-0,378.71b down and 101.51b up at 2-0-0,378.71b down and 101.51b up at 4-0-0,anct 378.71b down and 101.51b up at 6-0-0,and 418.71b down and 91.51b up at 7-2-4 on bottom chord. The Q8009'i ��✓ design/selection of such special connection ilevice(s)is the responsibility of others. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �dF�$Slpt, LOAD CASE(S) Standard March 3,2004 Continued on page 2 A Wan"S-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE Design vagd for use only with FfflTek connectors.This design Is based only upon parameters shown,and is,foran individual building component to be Installed and loaded vertically.Applicability of design paramenters and proper Incorporation of component is responsibility of building designer-net truss designer.Bracing drown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsiblRy of the enactor.Additional permanent bracing of the overall structure is the responmVity of the building designer.For general guidance regarding fabrkation,quality control,storage,delivery,erection and bracing,consult OST-88 Quanty standard,DSB-89 Bracing Specification,and HIB-91 Handling Instaging and Bracing Recommendation available from Taus Plate Institute,sm ffonofrro Drive,Willson,W153719 Tba Job Truss Truss Type Qiy Ply Ma Lumber- lta/Queensbury Hoffman's 16206827 84M46826 MM-GIRT ROOF TRUSS 1 1 Job Reference(optional) Harvest Homes,Delanson,New York 12053 5M0 s Jan 16 2004 MiTek Industries,.Inc. Wed Mar 03 13:28:41 2004 Page 2 .LOAD CASE(S) Standard 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-108,2-5=-20 t f A Warning-Verify design parameters and REM NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGfi Mt1-7473 BEFORE USE X_ 0) Design valid for use only with WTek connectors.This design Is based only upon parameters shown,and is loran individual building component to be Installedandtoadedvertiraity-Applicabirdyotdesign paramenters and proper incorporation otcomponentisresponstbitityofbudding designer-rMtiuss - . designer,Bracing shown is for lateral support of individual web members only.Additional temporary bracing to bsure stabTtydudag construction is the responsdaitrdyof the erector.Addfionet permanent bracing of the overall structure isthe responsibility of the bung designer.Forgeneral guidance regarding fabdptwn,gWald};cotdml,storage,delivery,erection and bracing,consult QST-88 Quality Standard,DSB$9 Bracing Specification,and HIB-91 Handling Installing and Bragg Recommendatfo i available from Truss Plate institute.W30'Onof io Drove,Madison,WI M719 Job russ Truss Type Qty Pty 84Lumbar-Malta/Queensbury Hoffman`s 16206828 84M46826 MM-GIR2 ROOF TRUSS 1 1 Job Reference(optional} Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTak Industries,Inc. Wed Mar 03 13:29:27 2004 Page 1 0-8-0 6-8-0 0-841 2x4 Z- Scale=1.45.1 4 Ct THERMAL FACTOR BASED ON ARCHITECTURAL SPECIFICATIONS. 12.00 i2 3x4 3 3x10 11 2 �1 3x4 - 672x4 11 8 9 5' 4,5 1-4-0 ll¢tV 4-3-10 7-10 r 14-0 0.2-12 2-8-14 3-0-6 Plate Offsets MY): [2:0-4-10,0-1-21,[2:0-0-8,0-6-21,[3:0-1-4,0-1-81,[4:0-1-5,0-1-15] LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) 1/deft .Ud PLATES GRIP TCLL 44.1 Plates Increase 1.15 TC' 0.55 Vert(LL) --0.24 5-6 >281 240 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 -BC 0.15 Vert(TL) 0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:57lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 6 SYP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S No.3 WEBS 1 Row at midpt 4-5 WEDGE The truss fabricator,the builder,and/or the building designer Left:2 X 4 SPF-S No.3__ - _ are solely responsible for the review and approval of all pertinent data reflected on this drawing,such as,but not limited to;pitch,dimensions, load,concentrated floor load check,etc.,before fabrication to ensure accuracy and full compliance with existing applicable building code requirements. REACTIONS (lb/size) 5=30810-5-8,6=68510-5-8 Max Harz 6=221(load case 4) Max Uplift 5=-531(load case 4),6=-625(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/84,2-3=-56/151,3-4=-254/128,4-5=-245/99 BOT CHORD 2-6=-88/73,6-7=-211/161,7-8=-211/161,8-9=-211/161,5-9=-21 111 61 WEBS 3-6=-554/71,3-5=-97/179 NOTES 1) Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. of NE 2) TCLL:ASCE 7-98;Pg=70.0 psf Iground snow);Category 11;Exp B;Fully Exp.;Ct=1 3) This truss has been designed for 2.00 times flat roof load of 44.1 psf on overhangs non-concurrent with other live loads. " 4) This truss has been designed for a 10.0 psf_bottom chord live toad nonconcurrent.with any other live loads per Table 1607.1-of IBC-00. 5) Provide mechanical connection,(by others)of truss to bearing"plate capable of withstanding 531 lb uplift at f— fC joint 5 and 625 lb uplift at joint 6. j 6) Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) 204.51b up at 0-0-0,204.51b up at 2-0-0,204.51b up at 4-0-0,and 204.51b up at 6-0-0,and 194.51b up ^* at 7-2-4 on bottom chord. The design/selection of such special connection device(s)is the responsibility of �(S others. • � A �O,{7$00�� 7)"Inthe-LOAD-CASE(S)-section,loads applied to the face of the truss are noted as front-0 or-back(B)_ IQ4�E S1 LOAD CASE(S) Standard March 3,2004 Continued on page 2 A Wanting-verify design parameters and BEAD NOTES ON THIS AND INCW DED MITEK REFERENCE PAGE MI&7473'OFFORE USE RTekv Design valid for use only with f rrek connectors.This design is based only upon parameters shown,and is for an individual building component to be Installed and loaded vertically.Appricabiillyofdesign paramentem and proper incorporation of:component is responsibililyofbu8dmg designer-notbussdesignei.&sang slmwn is forlateral supportolinclMdual web members"only.Additional temporary bracing to insure stabriti y dundg construction Is the responsbipity of tie erector.Additional permanent bracing of theoveretl structure is the responsibility ofthe building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-88 Quality Standard,.DSB-89 Bracing Specification,and HIS-91Handling Installing and Bracing Recommendation available from Truss Plate Instdute.583 010nofno D&e.Madison,WI 63719 Job Truss Truss Type Qty Ply 4-Lumber-Malta/Queensbury HoffmaWs 16206828 84M46826 MM-GIR2 ROOF TRUSS 1 1 Job Reference loptionap Harvest Homes,Delanson,New York 12053 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Mar 3 13:29:27 2004 Page 2 LOAD CASEIS) Standard 1) Snow:Lumber Increase=1.16,Plate Increase=1.15 Uniform Loads(pit) Vert:1-4=-108,2-5=-20 A Warning-Verity design parameters and READ NOTES ON THIS AND INCLUDED m'UK REFERENCE PAGE N111.7473 BEFORE USE Design vagd for use ontywidh Mi iek connectors.This design Is based only upon parameters shown,and Is for an individual buldIIng component to be Irutaffedand)oodedvedically.AppleabiGyotdekigo paramenters and properinomporatbn otoomponerit is responsibilityottid3 gdesignar=not truss r� designer.Bracing shown is forhateral support of individual web members only.Additional temporary bracing to ksure staisTty during construction Is the rasponsibiQ'ityof the erector.Addition permanent at peanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Fabrication,quality control.storage,delivery,erecgon and bracing,consult QST-88 Quality Standard,DSS-89'Braag Specification,and 1i1"ll - t Handling installing and Bracing Raw endagao amiable from Thus Plate InstiMe,583 WOnofrio Drive,tdad'son,WI 53719 r i Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1/�' 'Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are d inches,Apply buildingdesigner,erection supervisor,proper plates to both sides of truss and owner nd all other interested pales, � securely seat. p J2 J3 J4 2, Cut members to bear tightly against each n TOP CHORDS other, � 'v8 C2 �C3 otJ5 3. Place plates on each face of truss at each c, joint and embed fully.Avoid knots and wove 0 u o at joint locations. L7 �h = 4, Unless otherwise noted,locate chord splices ° O at 1/4 panel length +6'from adjacent joint) O � p g i- j i ' .j ca Cr Cd 5. Unless otherwise noted,moisture content of 'For 4 x 2 orientation,locate BOTTOM CHORDS lumber shall not exceed 19%at time of fabrication, plates 1t8"from outside edge 11 J8 J7 J6' of truss and vertical web, 6, Unless expressly noted,this design is not 1 applicable for use with fire retardant or preservative treated lumber, 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7, Comber is a non-structural consideration and connector plates, AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator.General FARTHEST TO THE LEFT. practice is to camber for dead load deflection, WEBS ARE NUMBERED FROM LEFT TO RIGHT 8, Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, X The first dimension is the width 9, lumber shall be of the species and size,and perpendicular to slots,Second in all respects;equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified, to slots. BOCA 96.31,96.67 10,Top chords must be sheathed or pudins ICBO 3907,4922 provided at spacing shown on design, LATERAL BRACING SBCCI 9667,9432A i 1,Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W,970036-N unless otherwise noted, continuous lateral bracing, NER 561 12,Anchorage and I or load transferring connectfans to trusses are the responsibility of others unless shown, 13.Do not overload roof or floor trusses with BEARING stacks of construction materials. 14,Do not cut or alter truss member or plate Indicates location of joints at without prior approval of a professional which bearings jsupportsj occur, engineer. t° 15,Care should be exercised in handling, erection and installation of trusses, Welk Engineering Reference Sheet,Mll-7473 01993 MiTek@ Holdings,Inc. 07/26/05 TUE 08:34 FAX 5184323131 NOLAN HELLER 1@0Q2 A ., 0 2003 S3 45RM HP LR+SERJET 3200ROWED 1 Ll _ 169.1iaviland Road,Queensbury,NY 12804 b Phone-518-745-4400 Fax -518-792-8516P /,4_cCX� October 9,2003 r r Project#47355 r. Robert G. 'Wakemaa,Esq. VIA`FAX—432-3131 Nolan Heller,LLP 39 North Pearl St, Albany,NY 12207J Re: 14offman Car Wash&Jiffy Luke Quaker:lioad, Queeusbtuy,14ow York Site Dear Bob: Attached is a copy of the Flood Insurance Rate 119'ap for the vicinity of the proposed Hoffman Car Wash in Queensbury, NY, I have outlined the property on the map and have shown the Iocatiorn of the proposed building. As I explained on the phone, the flood boundaries shown.on,dds maap are only approximate due to the small scale of the snap and the accuracy limitations of the topographic maps used to generate the flood boundaries. The governiag £actor in determining the locations of the flood boundaries is the base flood•elevation shown and labeled on the map. You will note that base flood elevation of this site varies from elevation 309 feet to approximately elevation 308 feet. As stated in my previous letter,the lowest finish floor elevation of any of the proposed structures ., is elevation 314.67 feet. The lowest area of paverrlent or other structural site improvements (exclusive of drainage outfail, structures)is elevation 311.6 feet. All building and significant site improvements are well above.the 100-year base flood elevation. Please call if you have any further questions. Sincerely, Thomas W. Nace, P.E. Fax copy: Tom Hoffman&Bill Simpson,Hoffman Development Corp. 869-3574 3��aG • 3 � F= � C3 [--< C=-- Quacker Rd . QUeensbury NY --------------------------------------------------------------------------------------------- E3c-tt:3, mi -t -tc---cJ Ec-;, NORTH EAST FIRE PROTECTION P.O...BOX 508 UNT HILLS N.Y.12027 ------------------------------------------------------------------------------------- Design Speci+ications Water. , SL(pply In+ormat ion , . System Elemand ---------------------- ---------------------------- ------------- Density 0.209 93 .00 psi @ 0..00 gpm 64.04 psi Design Area: 1500 .00 80 .04) psi @ 1160 .00 gpm @ 370 .6 gpm + 250 .0 gpm Hose -r c:� -t ak 7L IZI c-- m ak ri cJ IE-F2 C-1 4 D 4T Motes -ist a+ Fittinq Abbreviations ....ample : "EETC one Std . Elbow , two Std.. Tee and one Check Va ,ode:r.lescription Code :11escription Cade :Description Code :Elescript ion A Alarm Va H 0 V B BU t t ,+I vl)a T P W C s Check Va 7 Q X D : DryPipeVa K : R : y E : Std . Elbow L. : LongTurnEl S : Z F : Deluge Va_ M : T : Std . Tee 0 : Sate Va N U Calcs By: JMF 'Check.ed &P6 1(.),17/03 Page : I Ser :*3lo168* Hypercalc F'rogram by (frowley Design Group , (215) --33-j7-7(.)6() . . Job `mo:7�7 offmao Car Wash & Jiff Lube � . . 'Nsign density : ~209 Supplied flow and pressure is based on 64 .04 psi available at supply ( 92 .34 psi is actually available ) Ref . PRESSURE ' K FLOW Percent- Reef . Pt . Pt Pv Pn Factor Actual Minimum Excess Pt . AOI 15.34 15.34 5 .60 21 .9 21 .9 0 .0% A01 A02 16.63 16.63 5 .60 22 .8 21 .9 4 . 1% A02 A08 17 ,89 17.89 5 .60 28 .7 21 °9 8 .2% A03 A04 15°35 15.85 5 .60 22 .0 21 .9 0 .5% A04 A05 16 "64 16 .64 5 ^60 22 .9 21 .9 4 °6% A05 A06 17.91 17 .91 5 .60 23 .7 21 .9 8 .2% A06 A07 15 .56 15 .56 5 .60 22 . 1 21 .9 0.9% A07 A08 16.86 16.86 5 .60 23 .0 21 .9 5 .0% A08 A09 18 " 15 18 ° 15 5 .60 23 °9 21 .9 9 . 1% A09 NO 21 ~58 21 .58 5 .60 26 .0 21 .9 18 .7% A10 A13 15.57 15 .57 5 .60 22 . 1 21 .9 0 .9% A13 A14 16.87 16.87 5 .60 23 .0 21 .9 5 .0% A14 A15 18 . 16 18 .16 5.60 23 .9 21 .9 9 . 1% A15 A16 15^88 15 .88 5 "60 22 .3 21 .9 1 .8% A16 /\17 17~21 17 °21 5 °60 23 ~2 21 -9 5 .9% A17 A18 18 °52 18 .52 5 .60 24 ~ 1 21 °9 10 .0% A18 Calcs By : JMF Check /1'7/03 Page : 2 Ser :*�]1016B* Hypercalc Program yljf!:i�wsign Group , (215) -337-706o a WHO I go 4 so Job Nc::717 1,o/17/03 8ysteni:wet-1 Di awirig :FF'1-1 F�"at t- t-i P4 L F:� ter -t -L- c--.t E3 t_t p p 1 Principal path Feeds Path.2 at Pt:CO2, Path:3 at Pt:CO3, Path:4 at Ft.,C04, Path:9 at Pt.-CIO Ref Elev. Pressure (psi) K Flow (gpm) Veloc Oiam, Actual Fitting Fitting Total Frict.Loss Elev. Lass Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) AOI 15.34 15.34 5.60 21.9 21.9 8.12 1.049 9.33 8.23 0.155 1.29 16.63 A02 A02 16.63 16.63 5.60 22.8 44.8 9.58 1.380 8.33 8.33 0.15E 1.27 17.89 A03 A03 17.89 17.89 5.60 23.7 68.5 14.65 1.380 4.00 T 6.00 10.00 0.934 3.34 21.23 BOI BO1 21.23 21.23 68.5 14.65 1,380 1.00 T 6.00 7.00 0.334 2.34 23.56 C01 C01 23.56 23.56 -45.7 22.7 1.33 2.635 12.50 12.50 0.002 0.02 23.59 CO2 CO2 23.59 23.59 63.5 91.3 5.35 2.635 12.50 12 M 0.024 0.30 23."09 CO3 CO3- 23.09 23.89 69.0 160.2 9.40 2.635 12.50 12.50 0.069 0.86 24.75 C04 C04 24.75 24.75 26.0 186.2 10.93 2.695 5.00 T 12.00 17.00 0.091 1.55 26.30 C09 C09 26.30 26.30 186.2 10.93 2.635 4.00 ET 18.00 22.00 0.091 2.00 28.90 CIO CIO 28.30 ' 28.SO 184.4 370.6 14.21 3.260 3.00 E 7,00, 10.00 0.115 1.15 -6.51 (-15.0 )22.94 Cli Cif 15.00 22.94 22.94 370.6 14.21 3.260 18.00 2ET 29.00 47.00 0.115 5.42 28.96 C12 C12 15.00 28.36 28.36 370.E 14.21 3.260 65.00 3E 21.00 86.00 0.115 9.92 88.28 C13 CIS 15.00 38.28 38.28 370.6 14.21 3.260 90.00 2E 14.00 104.00 0.115 11.99 50.27 MO1 MO1 15.00 50.27 50.27 370.6 8.32 4.260 15.00 AGC 51.00 66.00 0.031 2.07 6.51 (15.00 )58.85 M02 M02 58.85 58.85 370.6 8.32 4.260 100.00 100.00 0.081 3.12 61.98 MOS (C=140) 403 61.98 61.98 370.6 4.01 6.140 400.00 THE 118.37 518.37 0.004 2.06 64.04 M04 W4 64.04 " .;.. -ed 6y path No.1 tef Elev. Pressure (psi) K Flow (gpm) Jeloc Diana. Actual flitting Fitting Total Frict.Loss Elev. Lass Next Ref It. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) 104 15.35 M35 5.60 22.0 22.0 3.13 1.049 8.33 8.33 0.155 10 16.64 A05 105 16.64 16.64 5.60 22.9 44.8 9.59 1.380 8.33 8.33 0.152 1.27 17.91 A06 06 17.91 17.91 5.60 23.7 68.5 14.66 1.380 4.00 T 6.00 10.00 0.334 3.34 21.25 B02 02 21.25 21.25 68.5 14..66 1.380 1.00 T 6.00 7.00 0.334 2.34 23.59 CO2 ,02 23.59 a xAw.. Calcs By: ,'IMF C;t-iecked By . T!� Page : F`-01 Sei- :x3101E--,8* Hypercalc Pi-ograsn by Cr-ow'Le' Zesaign Gi-oLip, , (P15;a)--3327-7t?NCO Job 'Nc:e:717 10/17/03 Systemswe~t--1 Drawing .-FF`1=-1 ,: Fed by path No.1 _ . _-__-______�______-._________----_-_____ Ref Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev. Loss Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary length Length per.ft Total Psi (ft.) Press Ft. (C=120) A07 15.56 15.56 5.60 22.1 22.1 US 1.049 8.33 8.33 0.157 1.90 16.86 A08 A08 16.66 16.86 5.60 23.0 45.1 9.65 1.380 8.33 8.33 0.154 1.28 18.15 A09 A09 18.15 18.15 5.60 23.9 69.0 14.75 1.880 4.00 T 6.00 10.00 0.338 3.38 21.52 B03 BOB 21.52 21.52 69.0 14.75 1.880 1.00 T 6.00 7.00 MM 2.37 23.89 CO3 CO3 23.89 anAaA.. a.\AAA i Fed by path No.i Ref Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev. Loss Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (NEW A10 21.58 21.58 5.60 26.0 26.0 9.63 1.049 8.33 8.33 0.212 1.76 23.34 All All 23.34 23.34' 26.0 5.57 1.380 8.83 8.33 0.056 0.46 23.81 Al2 Al2 23.81 23.81 26.0 5.57 1.380 4.00 T 6.00 10.00 0.056 0.56 24.36 B04 B04 24.36 24.36 26.0 5.57 1.380 1.00 T 6.00 7.00 0.056 0.39 24.75 C04 C04 24.75 AanaAA a AAAA Flat -t I-Y F:",E i- MEx I r'-9 =ed by path Na.9 Ref Elev. Pressure (psi) K Flaw (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev, Loss Next Ref It. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) 113 15.57 15.57 5.60 22.1 22.1 8.18 1.049 8.33 8.33 0.157 1.30 16.87 A14 114 16.87 16.87 5.60 23.0 45.1 9.65 1.380 8.33 8.33'0.154 1.28 18.16 A15 0 18.16 18.16 5.60 23.9 69.0 14.76 1.380 4.00 T 6.00 10.00 0.338 3.38 21.54 B05 *5 21.54 21.54 69.0 14.76 1.380 1.00 T 6.00 7.00 0.338 2.37 23.91 C05 ,05 23.91 nAaAnA a anaA t Calcs v-. JMF. Checked By. _ ag 1J e : h'-(.iL Ser :*310168* Hypercalc Program by Crowley esign Group , (215) -337-7060 .1 hdc►�717 ' 1() 17/03 Svstemawet--1 Di-awinc3 :FF�l--1 Fed by path No.9 Ref Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev.yLoss N--Next N-Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) AM 15.88 15.88 5.60 22.3 22.3 8.27 1.049 8.33 8.33 0.160 1.33 17.21 A17 A17 17.21 17.21 5.60 23.2 45.6 9.75 1.330 S.33 8.33 0.157 1.31 18.52 A1S A18 18.52 18.52 5.60 24.1 69.7 14.90 1.380 4.00 T 6.00 10.00 0.344 3.44 21.96 B06 B06 21.% 21.96 69.7 14.90 1.380 1.00 T 6.(9) 7.00 0.344 2.41 24.37 C06 C06 24.37 A AAAA �%J Fed by path No.9 Ref Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev. Lass Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) A19 25.49 25.49 1.049 8.23 8.33 25.49 AEO AEO 25.49 25.49 1.380 8.33 8.33 25.49 A21 A21 25.49 25.49 1.380 4.00 T 6.00 10.00 25.49 B07 B07 25.49 25.45 1.380 1.00 T 6.00 7.00 25.49 C07 C07 25.49 AAAAAA Fed by path No.9 lef Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev. Loss Next Ref It. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (C=120) 02 26.60 26.60 1.049 8.33 8.3a 26.60 A23 i2w 26.60 26.60 1.380 8.38 8.33 26.60 A24 i24 26.60 26.60 1.380 4.00 T 6.00 10.00 26.60 BOB *$ 26.60 26.60 1.380 1.00 T 6.00 7.00 26.60 COS �08 26.60 AAAAi Calcs B, a zIYIF Check:ed By : Page: P 03- Sei :* 310168* Hyl:)ercalc F='i-agz-a�� by C�-owtev 'esign Grc�zcp� 4 (215) -3 7-7cjF.ct 3-ob 'Na .-717 101r,17103 Sys t em%vm t--I Drakwina :FP1-1 at 1-1 CD j Fed by path No.1 Feeds Path:5 at Pt:C05, Path:6 at Pt:C06, Path:7 at Pt:C07, Path:8 at Pt:C08 Ref Elev. Pressure (psi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict.Loss Elev. Loss Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. ------------- (C=120) cot 23.56 28.56 45.7 2.688 2.695 26.00 4E 24-00 '50.00 0.007 0.94 23.91 C05 C05 23.91 123.91 69.0 114.7 6.73 2.685 12.50 12.50 0.037 0.46 24.87 C06 C06 24.37 E4.37 69.7 184.4 10.82 2.635 12.50 12.50 0.089 1.12 25.49 C07 C07 25.49 25.49 184.4 10.82 2.635 12.50 12.50 0.089 1.12 26.60 COO COB 26.60 26.60 184.4 10.82 2.635 7.00 2E 12-00 19-00 0.0.09 1.70 28.30 CIO CIO ES'So Calcs By :JMF Checked By,, Pace - P-04 Se) .*31016 Hypercalc Frograin by M-owl y ,sign rup , (215) -327-WD 60 TOWN OF QUE NSBX.:.TRY` 742 Bay Road, Queensbury, NY 12804-5902 518-761-8201 September 23,2003 Tom Hoffman Hoffman Car wash Jiffy Lube 1757 Central Avenue, Albany,NY 12205. Dear Toni, As you and I discussed, a building.permit will be issued once we have received code compliant plans mi order to issue a building.permit for this.structure located on Quaker-'Road. The bank can be assured that a building permit will be issued and that all items regarding the building permit or the code issues are addressable and,can be rectified in a timely fashion in order to issue a building permit for this structure. If you have any other questions or anybody from the bank has any questions,.they can feel free to contact me at 761-8253. Sincerely, TO OF QUEENSBURY David Hatin, irectar Building-and Code Enforcement DH/mg "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" `: SETTLED 1763 Sep , 1k 2003L.12:26PM No-b 266 P. 2 ', HOFFW DEVELOPMENT CORPORMON 41*E Homm CAR WASH • Homm im LUBE Sept. It, 2043 Dove Hain Director of Buildings and Codes. Building Department Town of Queensbury,N.Y. RE: Firs Rating for Rus-tom Brick Dear Dave Enclosed please find Tire Columbus resting Laboratory, Inc. f ire rating report, for the 4" x 8"x 12" masonry units used in the construction of our buildings. Respectfully submitted William J. Simpson, C.E. Project Engineer k 1757 Central Avenue,Albany,NY 12205 Phone: 518-869-3218 www.hofFna=rwaehx= Fax: 51W)9-3574 Sep . 11 . 2003"-12:20PM COLU BLIS TEST IABORATOAO, 52s fCP. 3. ' TIE S T ' 0 2860 flsHER RDAO, COLUMBUS, ON10 4S2D4 } 276,5123 �y r ero rt on Saimple of Ru t t u 2r�r►ct k r,1 k jeep}r4 1';IO..rt....-,.ia"i J J I C. �......+...n• \JVA{an,l.7 uy 4+�i114�.1 'larch . 1 6, t 970 V � • _ Submitt,r�d b�► tNr. Dt.Ck Kaut•p . . , . ..aw.+. ti-� tw. ♦I.r M11oml Stone Co. , 2g15 Rathmall Road, fiolumbU�, Ohlo 43207 Iddn tip 1Cation amn 10_a .4„mil 411 a n 11h Lich f_4"—xl"x EVALUATION OF FIRE: RATING ANCI'"CALGULATE:t3 U >~AC"EORS� � t, • tre Ros1stance Doting (UL Method) .• Saar„ a �l Sn to G ComWed Nominal St xe- 41lx8''x'12" 41lx4"x!2" 12" We i ! Color Gray 8r ion Gross Volume (cu, ln'. ), 322.42 Total Voids Volume (Cu. l n.) 73.51 0.82 Nei- Volurro (Gu. 1n. ) 248.91 142.E Face Arais (Sri. l.n) 41 .1� 41 .06 Equivalent 7hicknoss (In.) 6.05 5.A7 9.52 Rating (hrry) 4 1 44 Oohc.reta Masonry Units with l,lmeSfiona ar Aggregates require -the follow,ing minimum Equivalent TtO ckmaass for tho corresponding ratings,. 4 hr �n 2.1 in,. 2 hrs- 4.0 in. 3 Ars= 4 hrsx 5.'9 in. ` S .1 t t#5poctfully submitted, Report No...k.1411 ..,,..,..........,» oWlt USPc1 WSIMI Atli xws J.sC4 ■FROM LMI �'� FAX N0. 5102793002 Aug. 26 2003 12:27PM' Pi/1 �'�1taE N'? ■ OQ/26/2003 09:12 9''.�'741029E j�i1P�:�u ■ 9 '. BRICK t•r REYu11N_ LOAD.BeAPtima WALL s UTILITY ORICK DIMENTION8 INGL.UDI+ MORTAR JOINT* VOID SUPPLIED IN 00% OF Tt'W BRICK TO ACCCMIDAYM RlINFORG<ne�Y TTW SNICK DimaNTiome INCLUDU MORTAR JOINITO RUStique Thru-The Wait Brick > Thm the-Wall Brick is molded,cast concrete product produced in the color range ofRustique brick. Morainal Dimensions are 8"x4"xl2" with two hollow cores 4"x:3".Brick. weigh 15.1,25 lbs_Each, and the colors are permanent and dispersed evenly through the brick. EMU 711ru-the-Wall Brick are designed for the construction of load caring interior.and exterior singlC-tivythe walls chat give a finished brick wall both inside and out,The exposed brick race is W x12". >�ronertles: . Ru�que Thru-t -Wall Brick meet or exceed all reclrxiremezlts specified in g,STM C-90.Grsde N,TYee Z c ad ASTM C-55. Compressive Strength 41500 PSI - Absorption 7,5% Sl ririkage .030 Equivalent Thickness 5.7" percent Solid 75,2% 1)=Sid, 100 lbs./cu. £1. Fire Resistance 3hrs. Heat.Transfer(U Factor) 0.55'No hisulation 0.95 Insulation in cores Dept_ of Corr�rnunity Developrrient Town. of Qu.eensbury 74213ay IE;Z'-c>acl 1*,- Y 12804 Date received: �— NAME: PERMIT Yf: luirl.al purvey Plot 1plaxi A roved DeniedDeniedfinal survey has been - IF->C--Pt- of 4CA>TrEMLulity - Development_ Upon T-0-vi4--VV 40'raig 13-r c>rujag Administrator IFIXA .-Al IE:)<-,]pt. 4c),F rc>vvxl 400f, 74.2 IE3.--xy ]Rtc>acl T--TY 12804Date received. -N41F IL,C>C,A.rIC)l T: Final SAXX-N-C--Y IPIC>t Plan survey bias beers received by tie _ Cornrxzunity tj]pcorl curve y has eers- +Craig INoNArTa, ki L:'w.�u�1=I+emin,gway'tiBuilding.Codes,Insp�ctic�n_FC_7I2�s1Fina2 survey