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2005-634 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development- Building &Codes (518) 761-8256 CERTIFICATE (-)IF OCCUPANCY Permit Number. P20050634 Date Issued: Friday, March 31, 2006 This is to certify that work requested to be done as shown by Permit Number P20050634 has been completed. Tax Map Number. 523400-302-008-0001-033-002-0000 Location: 36 HOMER Ave Owner. THOMAS ROSS Applicant: COTTRELL DENTAL OFFICE This structure may be occupied as a: Commercial / Industrial By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the (71D J, 1� 00t property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20050634 Application Number: A20050634 Tax Map No: 523400-302-008-0001-033-000-0000 Permission is hereby granted to: COTTRELL DENTAL OFFICE For property located at: 111 EVERTS Ave in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: THOMAS ROSS 111 EVERTS Ave Commercial/Industrial $500,000.00 Total Value $500,000.00 QUEENSBURY, NY 12804-0000 Contractor or Builder's Name /Address Electrical Inspection Agency VALENTE BUILDERS 50 COI JNTRY CLIJB Rd Oi JEENSBI JRY_ NY 12804 Plans&Specifications 2005-634 Commercial New Building: 4422 sq. f1. Eric Cottrell Dental Office Site Plan Review No. 32-2005 $663.30 PERMIT FEE PAID-THIS PERMIT EXPIRES: Friday, August 25, 2006 (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 To n of eens }; zzl�= , September 14, 2005 SIGNED BY 'Y for the Town of Queensbury. Director of Building&Code nforcement WINDOW SCHEDULE Jay Job Site/Address: (�:D(LNf vl�; VV9*6, k-�nl/L Date: Owner: Va(Lr,.._._...r Application No. Window Window Window Unit or Rough Rough SQ.FT. SQ.FT SQ.FT. Clear Clear Special Hardware Number or Manufaturor Model/Type Stock Openin Opening Glass/Vis I Egress/Cle Opening Opening or Instructions Letter on Name Numbe g Height ible Vent ar Width In Height Plan Cali Width Light Opening Inches In Inches Size Example Entry A Andersen Narroline 3062 3' 2 6'5 '/z 15.30 8.36 6.01 34 24 15/35" Tempered Double 1/3" 1 ill 6 Glazing Hun C:\Documents and Settings\Sue\Local Settings\Temp\Window Schedule.doc a60 5 -C� 3 Jab Site Address: 6oyig of GVr--#A4s Date:. Owner: Application No. File No. Building Permit -- Calculation Sheet Natural Light, Ventilation & Emergency Egress Requirements 4 Habitable Area of Req. Light Actual Req.Vent I Actual Sq.Ft. Remarks 4 Room Room 8%of Room Light 4%of Room Vent Opt niag for in Area Square Area Square Egress Square Footage Footage Feet UA I I I I I L,4SueBemingway\Building.Permit.FORMSWatLight Ventil.Calculation.Sheet.doe Permit N 15 4 64f 7� Building&Codes Office-Department of Community Development-Town of Queensbury Fee Paid I ?T. 742 Bay Road,Queensbury, NY 12804 Recreation Fee Dave Hatin, Director codes@aueensbury.net Phone: (518) 761-8256 FAX: (518) 745-443/' Principal Structure Building Permit Application Application & Plans subject to review before issuance of a valid permit for construction. Instructions: A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant/Builder V&�r POMFs _we_. Owner: Address: 30 C,,-r(Ly cLLB fZ0 Address: 1�EAs UAA(,iL Home Phone: 711(a -57Zlck:_` Home Phone: Email Address: Email Address: Cell Phone: `36)-001 Cell Phone: FAX Phone: FAX Phone: Person responsible for supervision of work with respect to building and codes complii nce: Name: 7:U AIJ Address: o tc oyi7uY cl,� RD Phone Location of proposed construction: Lot No. Legal Address: COO-vfFll c2l= 5:- 1 4cz�ff4_6(lE Tax Map Number: 3o2 ,ub--)—Z3 Subdivision Name: Estimated Cost of Construction: $ �5 x ,cxaC> Zc>c> Proposed construction is for: _Residential Use `!Commercial Use Name of Business: (r,>t}2rw If proposed construction is an addition,what will use of new addition be? New Addition Alteration Proposed Construction 10 Floor 2nd floor Other Total Proposed structure (Occupancy Type) Sq. Ft. sq.ft. Sq.Ft. Square feet Height Ft.&in. Single-Family Dwelling Two-Family Dwelling Townhouse Multifamily Dwelling Number of Units: Office 6L,�fG�sksN/ '3 NZ Mercantile Manufacturin Other: Attached Garage 1, 2, 3 Type of Heating System: Electric, Oil,oGas, Wood Forced Hot Air Baseboard, Other: Is a fireplace and/or woodstove being installed, please refer to a separate application. xYes — No Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes Office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below after you have carefully read the statement: To the best of my knowledge, the statements contained in the 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 Codes, 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 I/we shall submit Admin�trator or to a eD re ate o Occdul pg ac or Codees�flaa As Bute of Ct Surpvliance ey by a being issued, as requested by the Zoning licensed surveyor, drawn to scale, showing actual location of ll ne construehn. Date: � S Applicant/Builder Signature: ed � is hereby approved and The application of Q« �� -i r accessory structure as set permission granted for the construction, reconstruction or eration f a i g1 4- forth above. Date: Z) Authorized Signatur V:12/14/04 L:\Sue Hemingway\Building.Permit.FORMS\Principal Structure Permit Ap tion.doc Application for Permit— Septic Disposal Sy 3 Town of Queensbury 742 Bay Road Queensbury, NY 12804 (51 h;' 61-8256 1. OWNER INFORMATION: ......_... ............ Office Use Location of installation: Co2N4tt O rot- 9W�/t `3�Z.9* T 3 3File P {zarit Na Tax Map No. Fee Paid Owner's Name: T-Fyz;7 . ZcAuqLL, Address: 2Um��'" L.,*wL � Tip 2. INSTALLER'S NAME V(AG9W1ri I VMFEL�5 T NG. PHONE NO. _ 9 3. RESIDENCE INFORMATION: (circle year of dwelling, indicate #bedroom(s) and multiply #of bedrooms with applicable gallons per bedroom to equal total daily flow) Year of House: No. of Bedrooms x Computation = Total Dailv Flow 1980 or older x 150 gal/bdrm = 1980— 1991 x 130 gal/bdrm = 1991 —present x 110 gal/bdrm = Garbage Grinder Installed yes_ / no � to- Spa or Hot Tub Installed yes_ / noZ !7 4. PARCEL INFORMATION: (circle applicable in ormation& indicate measurements) Topo-oraphy Soil Nature Ground Water Bedrock or Impervious Material Domestic Water Suoriv Flat sand at what depth at what depth unicipal Rolling loam feet feet well Steep slope clay if well; water supply _%slope other from any septic-system depth: absorption is ;t other Percolation Test: (To be completed by licensed professional engineer or architect) Rate: minute per inch 5. PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder, Spa or Whirlpool Tub. Septic Tank: gallon (min. size 1,000 gal.) Tile Field: each trench ft. Total System Length: tr. Seepage Pit(s): number of size of'each: ft. by ft. Size of Stone to be used: # / depth or thickness feet Bed System Size: x Alternative System: length andlor size 6. HOLDING TANK SYSTEM: (if required) Number of tanks: / Size of each: gallons /TOTAL Capacity: gallons ` t Note: Alarm System and associated electrical work must be inspected by a Town approved electrical inspection agency. ?. SIGNATURE & INFORMATION FOR RESPONSIBLE PERSON(please read) For your protection, please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any permit or approval granted which is based upon or is granted in re'liarnce upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the re gu tionis with respe to this application and agree to abide b these and all requirements of' the Town of Quee s u�t it ry S age Dis 1-49rrlinance. f _ Sig ure of responsible person Date Town of Queensbury Sewers and Sewage Disposal Chapter Appendix C ABSORPTION FIELD SEPARATION REQUIREMENTS 7 S jt, ROAD Appendix C ABSORPTION FIELD SEPARATION REQUIREMENTS p otj " a.w W »� WA-mu. F . , I G HWAY Richard up rinten e H9�Y Superintendent ��,,ARTMEN•� �'t8)798 5)2T 742 Bay Road - Queensbury,NY 12804 Michael F. Travis Offirce Phoae: (518) 761-82!! tepury KQhwW Superintendent Fax: (518) 745-4466 C51 g98 04i3 DRIVEWAY PERMITi;1� . DATE: APPLICANT NAME: J4olwn, -PN4 TELEPHONE NO.: 79�B-57ToD ADDRESS TO BE INSPECTED: RETURN ADDRESS: Applicant must show exact location and width of driveway(s)to be connected to the highway by placing stakes at the specified location. Gj� Aepodp3a> 1jj �1,y��J L//136)6 The Superintendent of Highways of the Town of Queensbury has reviewed this application. The following action has been taken: STEP 1: ( )Preliminary Approval NEED: ( )Slight Swale ( )Level with the road ( )Deep Swale Size pipe to be used(if necessary) { )12" ( )15" ( )IS- ( )24" ( )36" Preliminary inspection completed by DATE Approval by Highway Supt. Deputy Supt Upon completion,please resubmit this approved permit for a final approval. R STEP 2: ( )Final Approval O Rejected DATE: Richard A. Missita,Highway Superintendent Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: NAME: S OQiELTkt,T�R`� LOCATION: PRE PERMIT#: p QE—LO Final Survey Plot Plan Approved Denied The attached final survey has been received by the Dept.of Community Development. Upon review the survey has b AN Craig Brow ,Zoning Administrator Notes: 4K. L:\.SueHemingway\Building.Codes.lnspection.FORMS\Final Survey Zoning Administrator.doc MAP REFERENCES MAP OF A SURVEY MADE FOR SYDNEY R. + LORRAINE HOCHMAN DATEDa DECEMBER 24. 2002 BYl VAN DUSEN + 5TEVE5 MAP OF GRAY PROPERTIES. INC. SHOWING PARCEL OF LAND TO BE CONVEYED TO SILVERTHORNE AND REMAINING UNSOLD PROPERTY DATED% MARCH 27. ig80 LANDS N/F OF BY, JOHN B. VAN DUSEN BOSS MAP OF A TOPOGRAPHIC SURVEY MADE FOR THOMAS J. R055 S83°50'58„ EDsDs E1F VAN DUSEN� 5TE5 136.24' PATIO tu LANDS N/F OF s� ADK 9q4 CHARRON GABLE) }p l In IM (o w ti S8300¢`55"E T 164� 5`3, SHED 100.001 N83°50158RW 111 N h 44,874.98 sq.ft. 1.03 acres 57-()a a-, rl cV 1 i O LANDS N/F OF W \ JUDY ANN PONTIFF - 1 STORY WOOD FRAMED BUILDING BASEMENT ACCESS - C\? O ` 0 TiO�D fL riary�.rr'rauruau+cccu�rk v 1 V v 1� 200.27 I N83°50'58wW HOMER AVENUE Date: OCT-0- ER 12, 2005 D u s � 91NAUiHDRD'ED ALTQUTN111 OR ADDITION TO A SURVEY Dates ' v ��yw -• ""''�'°A"�°LAND S - IS A Map of a Survey made for Scate i -30 OG NOlAT10N OF sFDnoN T20Y,wa-oP�oN z of THE VG. rar wwc srATe mucATaR ur.• . S eves m CCPIES RROII THE ORIONAL OF THS W-mm wARRm wTN AN aBTm�AI.DF TTE uro suRVETnRs ��BE ,TTBEYA�,R DR. ERIC C4TTRELL S- 1 •CIRWATIOM wpC M HM N SM-r MT M LAW THIS StRVEY*AS PREPARED w A/xOHDANCE wTN 1►E Land Surveyors ° 'W?"W TM CM P `MADW ION& BY TIE raw loWc STATE A550f7ATTON OF PROFE5*&y tN1D SURVEYORS.SAD CERIi1CA710lIS 9ULL RUN ALLY tb W PERSON FOR MOM 1NE%*W-f 6 PREPARED.AM ON fm Bw"m m UAE OO WNW.001flB9/W& SHEET 1 OF 1 169 Haviland Road Queensbury, New York 12804 �-jWmm-11 ]'own of Queensbury, Warren New York County, (518) 792-8474 New York Lie. No. 50135 N0. DATE COTTRELL C1645 DESCRIPTION DWG. NO. 04245A P.O. 302.8-1-33 / 107-1-2.1 1 Inspection for Permit to Occup Fire Marshal's Office Request Rec'd Permit No. i Town of Queensbury 742 Bay Road !� Queensbury,NY 12804 Scheduled Inspection Date: 3/ Time: ` Phone: (518) 761-8206 Business Name: / Fax: (518) 745-4437 Location:, Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Inspection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System Fire Suppression-kitchen Fire Suppression-Gas Island G� Hood Installation 1,44 Interior Finishes Storage Compressed Gas Clearance to Sprinklers I Z- Y� Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection f�l Fire Lane (/ F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sign Emerglency Evacuation Plan Approved (If no other approvals apply,the B&C Office will issue the Certificate of Occupancy) ❑ Denied ❑ Call for Recheck Inspected _ L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Commercial Final Inspection Report Office No.: (518)761-8256 Date Ins ectio}a r eceiv d: 1-2 Queensbury Building&Code Enforcement Arrive: / Depart:` a ` . 742 Bay Road,Queensbury,NY 12804 Inspector's Ini ' C NAME: �R�A PERMIT#h LOCATION: hr� 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' 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"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if re uired Exits At Grade Or Platform 36(w)x 44" 1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Re lator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka 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 Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %2 doors > 10%> 1000 s .ft. 3/4 Hour Corridor Doors&Closers irewalls/F' eparati n,,,2 Hour, 3 Hour Complete/Fire Dam ers/'Wire Doo Ceiling o in , 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 Ramp/Handrails Continuous/12 in.Beyond(Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if re As-built Septic System Layout Required or On File ',(' Building Number or Tenant Address on Building or Drivewa Water Fountain or Cooler Building Access All Sides b 20'./.Driveable rface 20 wide Oka To Issue Tem -r�rmanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc COMMONWEALTH ELECTRICAL INSPECTION SERVICE,INC. d,, Main Office 176 Doe Run Road-Manheim,PA 17545 Ic MUNICIPAL CERTIFICATE - ELECTRICAL APPROVAL Permit No.�.......................................Cert. N 2 9 4 U 2 O Cut-in Card No..................................... Owner...... ...'....C:v. /..:G.L`�........................................................................ .. r�.%. Location-3.6... 14r......./ .......................................................... /.................... Installation Consisting of. .. ...1........7.................:....................... :...-:....,t..... 1.?o........ : <.. : .......................... . ...................................... InstalledBy.......r:2 ?Q�.................................................Lic.No................................................... The conditions following governed the issuance of this certificate,and any certificate previously issued is cancelled:- This certificate only covers the electrical equipment and installation conditions as of date. Upon the introduction of additional equipment or alterations,application shall be promptly made for inspection. Inspectors of this Company shall have the privilege of making inspections at any time, and if its rules are violated,the Company shall have the right to r voke t .s rtifi te. Date.... .~ :: .fC✓................ INSPECTOR.. .................... ................................. Member N.F.P.A.,I.A.E.1. Commercial Final Inspection Report2 Office No.: (518) 761-8256 Date Ins ection r e' ed: G' Queensbury Building&Code Enforcement Arrive: p Depa : a 742 Bay Road,Queensbury,.NY 12804 Inspector's Ini als. nZIS NAME: 1 CL PERMI #: N: C77 ' LOCATIO /,-e - DATE: ' L` COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location PlumbingVent Through Roof 6"/Roof Complete �X- 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"/Treads 11" Vestibules For Exit doors>3000 s . 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 Oka 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 Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/2 doors > 10%> 1000 s . ft. i7 'K Hour Corridor Doors&Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire ov F 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 B ks/Toilets Handicapped Bathm Han/ r in Lot Si na e < < tcwx;, z-) lc ��iE Public Toilet Roo Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ram /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 Buildin Number ena t Address on Building or Drivewa Water Fountain Cooler Building Access RK Side y 20' /Driveable Surface 20'wide Okay To Issue Tem .or Permanent C/O Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION, P.D.&T.S.,INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 1 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/14/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 80's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58384 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTH WALL,WEST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 155/ 21326 YARDAGE DELIVERED/SUBTOTAL: 11.50/ 11.50 TIME CONC. BATCHED/ARRIVED: 2.20/ 2.36 TIME PLACEMENT BEGAN/ENDED: 2.40/ 3.00 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.67 SLUMP ON ARRIVAL (INCHES): 5.50 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.50 1 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.60 UNIT WEIGHT (PCF) (SPEC: ) 141.56 CONCRETE TEMP. (F) (SPEC: 45 - 85) 82 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58384- 58389 REMARKS: 1: PLACEMENT SLUMP IS AFTER MID-RANGE WATER REDUCER ADDITION. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/15/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATELOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58384 09/21/05 7 105,000 C 3710 COARSE AGGREGATE#2: LBS. 58385 09/21/05 7 102,100 C 3610 COARSE AGGREGATE#3: LBS. 58386 10/12/05 28 FINE AGGREGATE: LBS. 58387 10/12/05 28 ADMIXTURE#1: OZS. 58388 10/12/05 28 ADMIXTURE#2: OZS. 58389 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, C TR T TECHNOLOGY TOM JOS S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 1 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/14/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 80's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58384 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTH WALL,WEST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 155/ 21326 YARDAGE DELIVERED/SUBTOTAL: 11.50/ 11.50 TIME CONC. BATCHED/ARRIVED: 2.20/ 2.36 TIME PLACEMENT BEGAN/ENDED: 2.401 3.00 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.67 SLUMP ON ARRIVAL (INCHES): 5.50 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.50 1 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.60 UNIT WEIGHT (PCF) (SPEC: ) 141.56 CONCRETE TEMP. (F) (SPEC: 45 - 85) 82 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58384- 58389 REMARKS: 1: PLACEMENT SLUMP IS AFTER MID-RANGE WATER REDUCER ADDITION. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/15/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58384 09/21/05 7 105,000 C 3710 COARSE AGGREGATE#2: LBS. 58385 09/21/05 7 102,100 C 3610 COARSE AGGREGATE#3: LBS. 58386 10/12/05 28 115,850 C 4100 FINE AGGREGATE: LBS. 58387 10/12/05 28 118,500 C 4190 ADMIXTURE#1: OZS. 58388 10/12/05 28 116,450 C 4120 ADMIXTURE#2: OZS. 58389 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONVJOS CHNOLOGY 7 (NICET) MANAGER TECHNICAL SVCS. 4 CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 2 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/19/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 80's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58480 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 155/ 21399 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 TIME CONC. BATCHED/ARRIVED: 12.44/ 12.56 TIMC P.AC GM FLIVl BEGAN/CN�G�: 1.0�/ �'JS -- CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.68 SLUMP ON ARRIVAL (INCHES): 5.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: ) 145.63 CONCRETE TEMP. (F) (SPEC: 45 - 85) 79 NUMBER OF TEST SPECIMEN CAST: -6 LAB CYLINDER CONTROL NUMBERS 58480- 58485 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/20/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATELOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58480 09/26/05 7 78,550 C 2780 COARSE AGGREGATE#2: LBS. 58481 09/26/05 7 80,250 C 2840 COARSE AGGREGATE#3: LBS. 58482 10/17/05 28 FINE AGGREGATE: LBS, 58483 10/17/05 28 ADMIXTURE#1: OZS. 58484 10/17/05 28 ADMIXTURE#2: OZS. 58485 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFU Y SUBMITTED, CON C TECHNOLOGY TOM JOSLI ,S.E.T. (NICET) MANAGER TECHNICAL SVCS. .CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 2 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/19/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 80's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58480 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WALL. DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 155/ 21399 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 TIME CONC. BATCHED/ARRIVED: 12.44/ 12.56 TIME PLACEMENT BEGAN/ENDED: 1.01 / 1.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.68 SLUMP ON ARRIVAL (INCHES): 5.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: ) 145.63 CONCRETE TEMP. (F) (SPEC: 45 - 85) 79 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58480- 58485 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C5679 C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/20/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58480 09/26/05 7 78,550 C 2780 COARSE AGGREGATE#2: LBS. 58481 09/26/05 7 80,250 C 2840 COARSE AGGREGATE#3: LBS. 58482 10/17/05 28 116,750 C 4130 FINE AGGREGATE: LBS. 58483 10/17/05 28 117,500 C 4160 ADMIXTURE#1: OZS. 58484 10/17/05 28 117,050 C 4140 ADMIXTURE#2: OZS. 58485 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. T CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 3 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/21/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 70's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58540 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:EAST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 171/ 21457 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 TIME CONC. BATCHED/ARRIVED: 12.35/ 12.48 TIME PLACEMENT BEGAN/ENDED: 12.54/ 1.08 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.55 SLUMP ON ARRIVAL (INCHES): 4.50 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.60 UNIT WEIGHT (PCF) (SPEC: ) 141.56 CONCRETE TEMP. (F) (SPEC: 45 - 85) 78 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58540- 58545 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/22/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58540 09/28/05 7 70,150 C 2480 COARSE AGGREGATE#2: LBS. 58541 09/28/05 7 72,600 C 2570 COARSE AGGREGATE#3: LBS. 58542 10/19/05 28 FINE AGGREGATE: LBS. 58543 10/19/05 28 ADMIXTURE#1: OZS. 58544 10/19/05 28 ADMIXTURE#2: OZS. 58545 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. - CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 3 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/21/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 70's:CLEAR PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58540 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:EAST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 171/ 21457 YARDAGE DELIVERED/SUBTOTAL: 9.001 9.00 TIME CONC. BATCHED/ARRIVED: 12.35/ 12.48 TIME PLACEMENT BEGAN/ENDED: 12.54/ 1.08 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.55 SLUMP ON ARRIVAL (INCHES): 4.50 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.60 UNIT WEIGHT (PCF) (SPEC: ) 141.56 CONCRETE TEMP. (F) (SPEC: 45 - 85) 78 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58540- 58545 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/22/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58540 09/28/05 7 70,150 C 2480 COARSE AGGREGATE#2: LBS. 58541 09/28/05 7 72,600 C 2570 COARSE AGGREGATE#3: LBS. 58542 10/19/05 28 110,750 C 3920 FINE AGGREGATE: LBS. 58543 10/19/05 28 111,500 C 3940 ADMIXTURE#1: OZS. 58544 10/19/05 28 109,050 C 3860 ADMIXTURE#2: OZS. 58545 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLI�SEfi- ) MANAGER TECHNICAL SVCS. TR T ONS UC ION TECHNOLOGY INSPECTION&TESTING DIVISION, P.D.&T.S.,INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax:(518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 4 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/27/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 50's:P.CLOUDY PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58782 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:CRAWL SPACE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 205/ 21628 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 6.15/ 6.45 TIME PLACEMENT BEGAN/ENDED: 7.00/ 7.17 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.03 SLUMP ON ARRIVAL (INCHES): 4.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.20 UNIT WEIGHT (PCF) (SPEC: ) 142.07 CONCRETE TEMP. (F) (SPEC: 45 - 85) 74 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58782- 58787 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/28/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58782 10/04/05 7 101,950 C 3610 COARSE AGGREGATE#2: LBS 58783 10/04/05 7 103,700 C 3670 COARSE AGGREGATE#3: LBS. 58784 10/25/05 28 FINE AGGREGATE: LBS. 58785 10/25/05 28 ADMIXTURE#1: OZS. 58786 10/25/05 28 ADMIXTURE#2: OZS. 58787 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phony: (518)399-1848 Fax: (518)399-1913 CLIENT: VALENTE HOMES,INC. REPORT NUMBER: 4 :PAGE#: 1 50 COUNTRY CLUB ROAD PREPARATION DATE: 09/27/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1117.001 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.DANIEL VALENTE AMBIENT WEATHER: 50's:P.CLOUDY PROJEC COTRELL DENTAL OFFICE:QUEENSBURY,NY. OUR FILE LOCATION: 58782 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:CRAWL SPACE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 205/ 21628 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 6.15/ 6.45 TIME PLACEMENT BEGAN/ENDED: 7.00/ 7.17 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.03 SLUMP ON ARRIVAL (INCHES): 4.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.20 UNIT WEIGHT (PCF) (SPEC: ) 142.07 CONCRETE TEMP. (F) (SPEC: 45 - 85) 74 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58782- 58787 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE CORP. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 09/28/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58782 10/04/05 7 101,950 C 3610 COARSE AGGREGATE#2: LBS. 58783 10/04/05 7 103,700 C 3670 COARSE AGGREGATE#3: LBS. 58784 10/25/05 28 129,750 C 4590 FINE AGGREGATE: LBS. 58785 10/25/05 28 132,100 C 4670 ADMIXTURE#1: OZS. 58786 10/25/05 28 130,600 C 4620 ADMIXTURE#2: OZS. 58787 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONST CHNOLOGY IN,� . .T. (NICET) MANAGER TECHNICAL SVCS. Town of Queensbury lire Marshal low 742 Bay Road Queensbury,NY 12304 761-8205/761-SM fax 745-4437 Factory Built Gas Fireplae /Stove Inspection Reyort Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instruccch' usean specifications contained in the installation Manual accompanying the appliance.No deviation from the manuf r' instructions or specifications is allowed. Permit# V"v Schedule Inspection Z� Time 12�; p')anytime inspector ��S NameY �r/'" Address Jl�f' /�7 v Rough In Deal Appliance Manufacturer. / Model## Direct Vent Factory Built ChimneyxFlue Size Double Wall Triple Wail Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) , Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination \ / Chimney height must be 3 feet alcove roof �( penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above DP opening Witness Operation Tank Placement(if LP) 7 While-BdUing Dept �� YeIIaw r 1 Pink-Fire Marshal Framing / Firestopping Inspection Re rt Office No. (518) 761-8256 Date Ins ection re est eiv Queensbury Building&Code Enforcement Arrive: °o part: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initial . NAME: C� � L1— PERMIT#: LOCATION: �Nn hHF—E INSPECT ON: TYPE OF STRUCTURE: Y N N/A COMMENTS Framing Attic Access 22"x 30"minimum TRIG j ��\F� '� 101J �)RVWRL Jack Studs/Headers RD T��S� {`�AI•�vFRC�. U�E�o 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 '/z 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 water 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 Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade C ME R9; 1 1 10004 MiTek Cartdey Inc. P.C. Box 1329 100 Industrial Road Sradford, ON, Canada 137 257 Phone (905)774 5-S337 Toli Free (800)268-3434 Fax(905}775-98'73 The truss drawing(s)referenced below have been prmpared by MiTek lndustrie%Inc.under arty direct suprrvis:or, based rn the paramettrs provided by Industries fumco Ltee.Lea (USA). llagvs or rheets ccv'eree by this seal, U1121454 dvu U1121454 Nly license renewal date for tie state of New Fork is APRIL 30,2008, Or NE ;" Janusr, I9,2r7�h F3a�nit.Rat�ert ' The seal on theae drawings indicate seceplarice of professional ar.ginecring responsibility solely for the trs.us comp^vents shown. 710 suuabiliq,and,use of this compor en`-for my fiWicuiur biWding is the responsibility of the building designer,per ANSIM11-1995 See. 2. r + r s l',t i j .1�9 I v J ITEK CANADA INC. 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Plbr4 Pkitc-2 on eac-A Free of truss of ench edge rif lixas. 0 A joint sand embed fi.,Jyr,ijivi,;cmd tisane at joli4l L Fl- lDcufmNs oire reWladed bsr AkNflff i • a0i'sol'A CHORDS 1his syrr%bal indccdes(he 5 1 & Design M-unes Itissas%ill b-FkMablprolecld f k 17 Fecyked d4pction of sluts in y a ir co !'_tie crivironma-M bx rvri�fxd willt%A 14SV TPI 1, 1 -j CID Plate llacWba de4c&cWailable in Milek ZQ/21) UvA-,s uthmwke ix-lefi.maisilme c;Onhwl of krT-lN-'f laftwae z1f kopon request shciili not ki*x;ecd 1 M at line of Fo*ricrhon, J01 NU AREGFREMILY HUMSEREL)AMENED CLOCKWISE 0D AROUND WE T905S STARING At ME JONT FAM"T ID 8. Urie,%s exp#ess E,noted,11his.Liesign is not appgaoble for PLATS SIZE THE MT. use,with fim-relardan'l a!presevvaftwrr healed Imbeir. 4X4h CHORDS AND WMA Kr rDMMjm BY END JctW 9. Ccinber s a mn-strum-cl cvrdJaW lot,and i I he ee lirs]dimension s We widlhvests, monsblty of qut% Ganerul practice s to ccamlyet for decpJ Irit3d defiecffori- t1irriension is the lew-I h porcdal 10 slots. 110-Plafe type-see.(iitwilorkin cind bc-ubmi dirriensions tATERALARACJNG COWN ECTOR PLATE COO A PFROVALS shok-.,n indicale rrAiirriwn plailb)g requhe"rils. 11.Lumberus9d shcA be of 07,e species and sim.and ,10-1 ladicc0ed by sym boll shown cmd(orfi 95-43.76-21)-1.91W. 8432 r'D ir cd respects.equal 19 or belter ffian llha[ by I ex4 ir,11-iL-braci-ig wichoo of the cs clvtpof. Use 7.1 or Sirnkwtaf Lwmhq ff im5rQIed. Icto 4922-52.43,S363.3907 12,lop chords mull be sheal hed car p6qWs pmvidad of spur-ing shown ort design- W 9M7,973D,96046�551 T�9432A BEARING 13.goftom rhard,;mquirc,lalen3l brckciig a] TO 111.spmirQ. or Lessvrhers Dings , nv ceikV is irtslafW-ct o rlkns rfthem%ise-noted_kiar-alle,Imwbrj jsupporklc--��w- k-oizwxybuf rcu tier lA[V.-n-beorAg%r)ccv;. C&D 0a MAW 15-Do YZI Cut r-4 offer Ians?rcvriber of plaia Wiltwul prlba t fy.Lrisfuli m d k-<v-Jl vuafiialk,ijn -,S vidi, J W to's IT81M Male Contie-r-iod W truss Coriskur-ri-ot-, Dsa-f:"C': Deskgn Mmelcxd fol, I C5l 1: l:WJ1cfiv*[on-Qoner4 5 ufely Inguivi-i-olion. cJ -WViM, Gvide it's Gr-zW Vruc fi ,e r- for Hmdij',q. D: f'ornecled wr),.--� rapsses- NGT Ea-milneerimuj Rdecerw�Sheer:M fl-7473 0 MIM MT&k" Town of Queensbury Fire Marshal '. 742 Bay Road Queensbury,NY 12804 761-8205/761-8206fax 745-4437 " V Facton-Built Gas Fireplace/Stove Inspection Resort Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or s ' cations is allowd. I.L 'C Permit# �� Schedule Inspection I ( ' Time am pm anytime Inspector —�-f—S Name dalress_ �S a' Rough vFinal__ Appliance Manufacturer_,j\_fir 4,_ C_�' c^�1'`'t�t cw Model#_C 4 3� Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated nJ r' Ly� _ Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) X Firestop(s) Vertical Chase >( Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination , Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve , Combustion Air X Hearth Extension (if any) mA•1 cL Mantel Height above f/p opening Witness Operation Tank Placement(if LP) X wlue-BdIdl g Dept. YellowOwk our Pink-Fim NUr AW Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspe tion request received: _ Queensbury Building & Code Enforcement Arrive: m_�Depart: , a .� 742 Bay Road, Queensbury, NY 12804 Inspectors Initial' NAME: PERMIT #: D LOCATION: INSPECT ON: I I C — t j TYPE OF STRUCTURE: Y N N/A ,—L� Rough Plumbing Nail Plates Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/ chan a of direction Pressure Test Drain / Vent Air/ Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air / HeadAL 5 .S.I for 15 minutes ___ _ ._.._ �� nsulation Residential CheckQ Commercial Check ; E ' 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: LAPam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Framing / Firestopping Inspection Report / Office No. (518)761-8256 Date Ins ecti que i 1 L� � Queensbury Building&Code Enforcement Arrive: a e pm 742 Bay Road,Queensbury,NY 12804 Inspector's Ini is . NAME: PERMIT#: ( (c3q LOCATION: INSPECT ON: c TYPE OF STRUCTURE: CA.ec fief Y /a Framing COMMENTS � Attic Access 22"x 30"minimum c� Jack Studs/Headers �`-'T vz ry \ Bracing/Bridging Joist hangers ±f' D�— 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. L Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 YZ 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 water 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 Yz 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 Framing / Firestopping Inspection rR7ort/ —'f Office No. (518) 761-8256 Date In pect�io(,n�reques; ive ! Queensbury Building&Code Enforcement Arrive: rt: p 742 Bay Road, Queensbury,NY 12804 Inspector's Initi f t` f: NAME: � PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCT Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum Jack Studs/Headers / Bracing/Bridging Joist hangers v� Jack Posts/Main Beams, �f 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 YZ 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 water shield 24 inches from wall Fire separation 1,2, 3 hour Fire 12, 3,4 hour irestopping 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 Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reque r 'v . Queensbury Building & Code Enforcement Arrive: ! art: p� 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: IT #: CC)5 LOCATION: t-\F_FL AQ E INSPECT ON: —1 —\EL--U(p TYPE OF STRUCTURE: Y N N/A Rough Plumbing J Nail Plates Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum `t,--) A� Cleanout every 100 feet/ change of direction Pressure Test c� Drain / Vent Air / Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air / Head 50 P.S.I for 15 minutes 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: LAPam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 f Rough Plumbing / Insulation Ins ection Report Office No. (518) 761-8256 Date Inspection request^�6c� ed: Queensbury Building & Code Enforcement Arrive:1�a pm part:; o b am pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: �� a .C- PE IT #. a� (C�4 f'M LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/A Rou h Plumbing / it Plates F Plum in ent / vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet change of direction �— Pressure Test ,�_�� Drain / Vent Air ' ead ,'-3'-P.S. r 10 ft. above highest connection for 15 minutes r e`Test i Water Supply Piping Air/ Head ,��G 50 P.S.I for 15 minutes 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: LAPam Whiting\Building&Codes\Inspection FormslRough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection requ rec ' d: Queensbury Building & Code Enforcement Arrive: = q a D art: �: a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initia NAME: PE IT #: � LOCATION: INSPECT ON: 3-�� TYPE OF RUCTURE: Y N N/A u h Plumbing / Nail Plates ✓ Plumbing Vent Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet change of direction Pressure Test LC-AV-70a-1-- Drain / Vento�� Air/ Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I for 15 minutes xz 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: LAPam Whiting\Building&CodesUnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r es ecei ed: Queensbury Building&Code Enforcement Arrive: epart: a pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initia s: NAME: PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCT Y N N/A COMMENTS V15raming -7 Attic Access 22"x 30"minimum Jack Studs 1 Headers L Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly J 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more NF ADS Headroom 6 ft. 8 in. Nam , Notc /Hole Bearing Walls _ -FRO ��;�� Metal Strapping for Notches Top Plate �EEQ T Qua 1 %z w 16 gauge 8) 16D nails each side F�CC�Q � Av Draft stopping 1,000 sq. ft. floor trusses R Rt=PA\ 9--, 0 fJ 1Jo� � To vERCt�L Anchor Bolts 6 ft. or less on center EtA[ Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4 hour ) 'Ea-E CT Firestopping Penetration seated 16 inch insulation in cavity min. Garage Fire Separation House side %inch or 5/8 inch Type X Garage side 5/8 inch Type XL'SQ Ceiling/wall Windows Habitable Space/Bedrooms _' D t�� a R A� 24 in.(H) F a 20 in. (W) 5.7 sf above/below grade R— Z7 TO Z.g 5.0 sf grade �� Framing/Firestopping Inspection Report 1! Office No. (518) 761-8256 Date Inspection re est e i d: Queensbury Building&Code Enforcement Arrive: m/p part: ar)/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Init' Is- NAME: r, L Q PERMIT#: LOCATION: <_i LQ "Dmfatpfix)e s3o1= INSPECT ON: V2D TYPE OF STRUCTURE: Y N /A Framing COMMENTS Attic Access 22"x 30"minimum QEC CEy+J E� E►J(� �E �j -1 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 '/s(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 water 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 DE.C-15-?-005 10:04 From: To:518 745 4437 P.1/1 VISION ENGINEERING, II.0 4 Glens Falls Technical Pork, Box 43 Phone: (518)792-9264 Glens Falls,NY 12801 Fox: (518)792-9282 December 15, 2005 D E C I Mike Maney Concepts and Designs RE: Cottrell Dentist Office - Everts Road Queensbury As requested a structural inspection has been performed for the above referenced project. Based on visual observations conducted on December 15, 2005 it was verified that the hold-down anchors, lateral load connectors, and anchor rods specified on the construction documents have been installed for the eight shear wall locations. Additionally shear wall panel nailing was periodically checked and appears to be in accordance with specified requirements. Thank you and please do not hesitate to call if you have any questions or if you require any additional information or services. ncerely Daniel yan, P.E. N[ fr,: Town of Queensbury I Post-&Fax Note 7671 Date N Pitof u � 'r From To i�r `f Phone# Phone k Professional Seal Quality ■ Experience ■ Service ■ Teamwork Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/p D part: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: F. NAME: A!) � 1 � PERMIT#: LOCATION: c, c INSPECT ON: t TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum 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 A 1 '/z w 16 gauge 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses chor Bolts 6 ft.or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour �� /�. I- s • Fire wall 2, 3,4 hour Firestopping Q/(4, -� Penetration sealed l Y� 1 16 inch insulation in cavity min. _ Garage Fire Separation C h t-t House side '/z 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 Framing/ Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: --am/ D part: pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials -1w NAME: ' C PERMIT#: LOCATION: 3 INSPECT ON: - TYPE OF STRUCTURE: / r Y N N/A COMMENTS Framing Attic Access 22"x 30"minimum 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 '/i w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor lts 6 ft. or less on center ,.kC and water 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 % 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 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/p epart: in /r 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: �. NAME: ( T // PERMIT#: Q 1- Y LOCATION: INSPECT ON: 777 D S TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum 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 '/z w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses / �^ Anchor Bolts 6 ft. or less on center f'ce and water s 1d 4 n e om wall Fire separation 4, 2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side t/z 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 Foundation Inspection Report Office No. (518) 761-8256 Date Inspectionrrereiv Queensbury Building&Code Enforcement Arrive: Depart: a 742 Bay Rd., Queensbury, NY 12804 Inspector's Initi NAME: CC�T�R�LOCATION: __�`� 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 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 the b1Y fo mil poly for wet areas u=derslab Backlill Approval i Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Extei for R- _ Rough Grade 6 inch drop within 10 ft. L:�SueHem ngway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Z z Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re c est c rve Queensbury Building&Code Enforcement Arrive: a pm Depart: - pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initial NAME: F IT#: 0� LOCATION: _ _ SPELT ON: TYPE OF STRUCTU __ �. 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 ttsbQ ��D Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 412 inch width 6 ' ches above footing 6 mil of for wet areas under slab ackfill Approval umbing Under Slab l I PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report -"--_= Office No. (518) 761-8256 Date Inspection re est cei ed: Queensbury Building&Code Enforcement Arrive: pm Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: C _ ( � ( - aMIT#: 3 LOCATION: �� -- R _ INSPECT ON: -- —3 TYPE OF STRUCTURE: Comments 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/Watetpro f o mg Drain Daylight r Sum r OV, 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:\SucHcmingway\BuiIding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 1 oaa Pt� Foundation Inspection Report Office No. (518) 761-8256 Date Inspectio equest c e Queensbury Building & Code Enforcement Arrive: am/p Depart: p 742 Bay Rd., Queensbury, NY 12804 Inspector's Inl la I NAME: cc PERMIT#: 2_oC,T-�Q LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab • 5k Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement I 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. I.�SueHemingway\Building.Codes.Inspection.FORMS\roundation Inspection Repoit.doc January 28,2003 (i)--.a TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5902 518-761-8201 August 23,2005 Dan Valente Valente Homes -� 50 Country Club Road f 4. Queensbury,NY 12804 Dear Dan: The following items need to be addressed on the Cottrell Dental office plans before a building permit can be issued. From all indications,it appears that a six foot crawl space will be required to have a sprinkler system installed, due to the fact that it is over 1500 square feet,and it seems to meet the requirements for a sprinkler system. We will need a statement on the plans that states shop drawings will be submitted prior to installation for NFPA 13 sprinkler system. /V, 2. At all entrance doors to the building,truss identification signs will need to be installed in compliance with the Building Code. The Fire Marshal's office can provide the information and the architect must sh�w this information on the plans as well as location on the plans. r lz y, , �` ' What appears to be a gas storage area for nitrous oxide needs to be in a 1 Hour rated room and vented to the exterior per the Fire Code. jwWe need to have mechanical plans showing the amount of fresh air that will be brought into the building to provide air exchanges within the building, + according to the Mechanical Code. s if you maintain the crawl space as it is currently shown, a second exit will need to be installed from the crawl space to the exterior of the building. yr l 7, R All pocket doors must have a minimum clear opening of 32 inches. There is j, no information on the plans to show this. Also, hardware for the pocket doors must be handicapped accessible. The stairs leading to the crawl space must have a seven inch rise and eleven inch tread and be closed risers. Handrails going to the stairs to the basement as well as the stairs to the second floor must also meet this requirement. Handrails that extend 12 inches beyond the top and bottom step,and return into the wall and must be on both sides of the stairwells. The stairs must also be provided with solid walls or guards on the open sides of the stairwells. The stairwell to the basement must have six foot eight inch headroom clearance. There is no dimension on the plan to show that this will comply. "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" SETTLED 1763 The information supplied by Ed LaPointe does not meet the requirements for submission for structural loads for this building. We need calculations showing that the components of the building have been designed to meet the Building Code,and must be provided with the calculations to show that. We need to know the types of finishes that will be provided on the interior of the building. All spaces in the building must meet a Class B or C rating. All exits must be a Class A rating and all carpeting must be Class One carpeting. The sink in the break room area must be handicapped accessible. The beverage bar in the reception area must have a counter height of no more than 34 inches. Door 1-2 must have 18 inches on the latch side of the door for handicapped approach. �ZThere is nothing on the plans that indicates that all exits will go to grade and to the parking lot at grade. r13p A drinking fountain or some type of water cooler must be provided for this occupancy. The Comcheck energy evaluation program shows no information on the second floor office as being included in the computations for the Energy Code requirements. O15. ote on the plans that the crawl space will be above the mottling elevation to avoid flood proof requirements for the foundation. ] i Attached is a list of the information that must be added to the plans to satisfy the Fire Marshal. Once the above issues have been satisfied and re-submitted to this Department for approval, a building permit will be issued. Thank you for your attention in this matter. Sincerely, TOWN OF QUEENSBURY t David Hatin,Director Building and Code Enforcement DHlmg x 4 - FAX TRANSMITTAL VISION Engineering and Construction,LLC 10 Kimberly Lane Queensbury,NY 12804 P/F(518)792-9264 DATE: September 12, 2005 PROJECT: Cottrell Dentist Office TO: Dave Hatin RE: Lateral Load Cates CO: Town of Queensbury FAX#: 518-745-4437 PAGES: 21 (INCLUDING TRANSMITTAL) REMARKS: Dave here are the calculations needed for the above referenced project. Attached are three sheets (details) needed to be stapled to the sets of plans. Please call me with any questions. Sent By: Daniel W. Ryan, P.E. Plan ■ Desi:n t Build "Let's start plurrnhr g your-project today!" I 'd eSS =BO 00 al das ..1' _.. ,... ... .v."...........-,.--w.+•_.,,....,.....,�.......�...�- ...�...+.._ -n._._.�..........r....-��....�..._n..�.�.�.w.+..,..........k ffi.�ASutisuTZ�FCJ'msw'( t wr' 4 L 4 R _ ;2 s x 31 M,.,. __. . R x t�z ?_......... .... ......... --------- ` IO t + � _3 �,..+ .,�.:.:� .. -f..x't:. �' `;L � �'{ l"'.:...,3' ..r...-.t f o.we 1-, ess wo 00 al des 5/8" ROOF SHEATHING TYP. NAILING 10d 6" OC AT PANEL EDGES, 12" OC IN FIELD ROOF TRUSS GABLE END WALL i SIMPSON H2.5 TRUSS BRACING TRUSS CLIPS AT BY MANUF. EACH TRUSS i SIMPSON A35 CLIP ANGLE AT 2'-0" O.C. FIRST FLOOR FIRST FLOOR SOLID BLOCKING AT 4'-0- OC EDGE NAIL SHEATHING EDGE NAIL SHEATHING AT TREATED PLATE—,-_, AT TREATED PLATE BASEMENT BASEMENT L- EXTERIOR BEARING WALL GABLE END WALL LATERAL LOAD CONNECTOR DETAILS NTs YA�.L E •d ASS =80 00 ZT daS SHEAR WALL TYP. NAIUNc IOd NAILS AT 3" OC FOR PANEL EDGES, 12' OC IN FIELD DOUBLE TOP PLATE BUILT—UP CORNER COLUMN FIRST FLOOR (3-2X6 MINIMUM) SIMPSON HD6A HOLD—DOWN ANCHOR WITH (2) 718 0 BOLTS TO BUILT-UP STUD SOLID BLOCKING BE7WEEN CORNER COLUMNS AND FOUNDATION PLATE it 7/8 0 THREADED ROD DRILL AND EPDXY INTO CONCRETE FOUNDATION WALL MIN. 6" EMBEDMENT FOUNDATION WALL - SHEAR WALL PLAN VIEW DETAIL AT HOLD-DOWN ANGHOR/SHEAR WALL NTS NOTE: HOLD—DOWNS SHOULD BE INSTALLED AT EACH END OF DESIGNATED SHEAR WALLS. �`. j � f ''`:i dl d e9S :80 00 al alas VISION ENGINEERING, i_LC P.O. Box 2154 Phone:(518)792-92641, Glens Falls,NY 12801 LATERAL LOAD CALCULATION COVER PAGE September 11, 2005 Calculations By: Daniel W. Ryan, P.E. Project: Cottrell Dentist Office Location: Queensbury, NY 12804 Client: Mike Maney Description: Project is light framed single story commercial office building. Design based on Building Code of New York State, latest edition. The following parameters were used in the design: Floor Live Load: 50 psf(office) Floor Dead Load: 14 psf Roof Snow Load: 50 psf(horizontal projection) Roof Dead Load: 15 psf Wind Load: Basic Wind Speed = 90 mph Exposure B Mean Roof Height= 30 ft. Seismic Load: Use Group i Site Class D (by default no geotechnical report) Seismic Design Category - C Main lateral load resisting system controlled by Wind_See attached details for lateral load resisting elements, details, and required inspections. { _ i Quality ® Experience # Service ® Teamwo.rk d S e9S =80 00 zT dag 't d ,j:� !��.3 1�"'«i"ka� 'i��L~M..:f d^. � ��7 ..tom.� t_<..•. �� y'�.`.c.-,`i°'f�"✓ �Sti�::��,+�'r'x;='*�S � d,�„Gyf f� LLL �'�r r�,,.�s f �G' (c /`t,�»•Y�8:7 T �'Y:i.Tj��r rr.'C-,t!,� y"�`,,'"", - r7�i!C�i��% �'S'�-✓!.J t��.:..7�!.�:.� �'"��_>,,r"3'f7{�'.;-"`.,'t ' � r T:'"i"- .�' .:_i/"_• f,^:r"-t,.- ;-lw'"1:.. "''t#".� 1 I.Y,rr ? .. Jy "'i t .t''�:• a� 76> �„ .v:'.g:',tf.,. ..' U'?' `:,_ �.c J.,e. j'd"',- (.`? -1.euvv ✓�.>✓; a .... fit „�!_.;_....0"`' v.S,�H„ _,. ,S s i•� j...,.r�.t�:,. _ r .,:'i.. ,tiz ��,pia. ..,.. ,�,�i r}�•�7'-.y-:� �'Q �,. 6,-7 3 kv vw��:, ire s!'��+''•;,�;^-" � .R ,syi :.� �a.�r.� '� .xr, ,� � tx yJ n� .�•,,, � .,,� �.................... a 9 -d R9S =60 00 ZT des FIGURE 1609.6(3) A Z7 V,,'i N D,AVA RD R 00 F j. v t - v---4 - L. E VVA R D R 10 0 i J i VER )CAI- iNR VV 0iiNDWARD ROOF LEEWAND ROOF .VERTICAL CIO! /77�7 -4 y FIGURE 1609.6(3) APPLICAT ION OF MAIN WINDFORCE-RESISTING SYSTEM(3V WFRS) LOADS FOR SIMPLE DIAPHRAGM SUILDINGS SWILDiNG CODE OF N'F-VVY0-PK STATE 309 e9s :80 00 al des m n. 2 TABLE 1609,6,2AM i'.!AtNVVit'IDFORCt�'-RFS}STIt,J(',SYSTENMIND LOADS FOR A BUTDINOWTH ULAN ROOF HRGHT OF 30 FEET LOCATED IN EXPOSURE W MY=ADR70CAL WALL LCIP 35 24 Qo 7 5 2 0 3 'A 0 p All 9 3 03 11 4", TH -5 2 do 0 T� j to 9 17 5 q17 its 2 ran 74 A m sk, AV .7 v tp SEISMIC DESIGN CATEGORY Project: rs-7- OPP Job No. Date: Location- C Bv: Page: Zip Code: Checked By: Client: IBC 2000 Design Parameter Code Ref Value Seismic Use Group Table 1604.5 Site Class (Geotechnical Report) Ss (MCE Spectral Accel. -Short Period)`Ems. 1615.1 Si (MCE Spectral Accel. - 1 Sec. Period) 1"M fl,-Pi 1615.1 21 F, (Site Coefficient- Short Period) Table 1615.1.2 4 F,(Site Coefficient - I Sec. Period) Table 1615.1.2 ti S,., (Adjusted MCE- Short Period) 1615.1.2 Sm, (Adjusted MCE- I Sec. Period) 1615.1.2 0 4- SDs (Design Spectral Response - Short Period) 1615.1.3 SDI (Design Spectral Response - 1 See Period) 1615.1.3 Seismic Design Category (S,), Based) Table 1616.3 (1) Seismic Design Category (S,), Based) Table 1616.3 (2) Most Severe Seismic Design Category (SDC) COMMENTS: /_ I Yc A r' -d LzILS :80 00 21 daS U%Ji a 4- r tom` r?" fJ f�V y l C,�,� �7 �" ✓� f 1 j OT 'd e8S =80 00 2T daS Q G' TABLE 1617.6 `a DESIGN COEFFICIENTS AND FACTORS FOR BASIC SEISMIC-FORCE-RESISTING SYSTEMS SYSTE:',1 LIMITATIONS AND m LIMITATIONS DETAILING RESPONSE SYSTEM DEFLECTION BUILDING HEIGHT ?; BASIC SEISMIC•FORCE-RESISTING AMPLIFICATION (FT)BY SEISMIC DESIGN REFERENCE t,GODIFiCATION OVER-STRENGTH b CATEGORY-'AS DETERMINED IN o� SYSTEM SECTION COEFFICIENT,R"� FACTOR,S2 a FACTOR,C� �� o SECTION 1616.1 n&B C pd E F 1.Bearing Wall Systems A.Ordinary steel braced frames _ (14?2211 4 2 � 3tt, NL NL 160 160 160 B. Special reinforced concrete shear walls 19lo.2.4 _ 5'I 2`.2 5 NL + NL I60 160 t 160 C. Ordinary reinforced concrete shear wwalls ry 1910.23 4r/, _ 242 4 NL NL NP NP NP D.Detailed plain concrete shear walls 1910.2.2 j 21/2 2'/2 2 NL NP NP NP NP E. Ordinary plain concrete shear walls 1910.2.1 Pi, 2'i, 11;2 NL NP NP NP NP F. Special reinforced masonry shear walls 2106.1.i.5 5 23!2 31:2 NL NL t60 160 100 G.Intermediate reinforced masonry shear walls 2106.1 A.4 3'12 21/2 24$ NL. NL NP NP NP H.Ordinary reinforced masonry shear wails 2106A.1.2 2112 2112 13/4 NL 160 NP NP NP T. Detailed plain masonry shear walls 2106.1.13 2 24, 13/.. NL NP NP NP NP J. Ordinary plain masonry shear walls 2106.1.1.1 1112 2112 11/, Ni. NP NP NP NP K. Light frame walls with shear panels—wood struc• 2306.4.1/2211 b 3 4 NL NL 65 65 65 tural panels/sheet steel panels L. Light frame walls with sL•ear panels—all olher 2306A.5 2 2112 2 NL NL 35 NP NP materials M.Ordinary plain prestressed masonry shear w;alis 2106.1.1.3 1';, 242 lti,, NL NP NP NP NP N.Intermediate prestressed masonry shear walls 210611.1.6 3'/2 2 /2 3 NL 35 NP NP NP O. Special prestressed masonry shear wails 2106.1.1.8 5 2t%2 342 NL 35 35 35 35 2.Building Frame Systems A.Steel eccentrically braced frames,moment resisting' 8 2 4 \'L NL 160 160 100 connections at columns away from links (ley CB. Steel eccentrically braced frames,nonmon:ent- _ '— G f IS} 7 2 4 NL Nl. 160 160 100 resisting,connections at columns away from links C. Special steel concentrically braced frames (13� 6 2 5 NL -,L—r 160 160 100 O D. Ordinary steel concentrically braced frarnes (14} 5 2 �(� 44; — AIL NL 160 100 100 I�Tt E. Special reinforced concrete shear walls t 1910.2.4 6 242 5 NL NL 160 160 I00 V O F. Ordinary reinforced concrete shear�calts 19J0.2.3 5^ 242 4', NL NL NP P NP NP In _ m G, Detailed plain concrete shear walls 1910.2.2 3 2r/,� 2rr', NL NP NP NP NP H.Ordinary Min concrete shear walls 1910.2.i 2 2th Y NP NP NP O yp 2 I NP NP > X 1. Composite eccentrically braced frames (1q) S 2 , 4 NL NL 160 160 100 r o to ___J m (NJ m (Contilurec! Z Q U1 5* YM i t > ........ 12e 4_95 As ie,!-. ZT cl erss :ao 00 ai clias TABLE 1 RECOMMENDED SHEAR (POUNDS PER FOOL') FOR HORIZONTAL APA PANEL.DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR, LARCH OR SOUTHERN PINEM FOR WIND OR SEISMIC LOADING Blocked Diaphragms Unblocked Diaphragms Nail Spacing (in.)at Nails Spaced 6 max.at diaphragm boundaries Supported Edges(b) (all cases),at continuous panel edges parallel to load (Cases 3&4), and at all panel edges(Cases 5&6)(b) Minimum 6 _ 4 2-1/2(c) 2(c) Case 1 (No Minimum Minimum Nominal --- - unblocked Nail Nominal Width of Nail Spacing (in.)at edges or All other Penetration Panel Framing other panel edges continuous configurations Common in Framing Thickness Member (Cases 1,2,3&4) joints parallel (Cases 2,3, Panel Grade Nail Size (inches) (inch) (inches) to load) 4,5 &6) _ _--- --- 6 6 4 3 6d(") 1-1/4 5/16 2 185 250 375 420 165 125 3 210 280 420 475 185 140 APA --- STRUCTURAL 8d 1-1/2 3J8 2 270 360 530 600 240 180 graders 3 300 400 600 675 265 200 lOd(d) 1-518 15/32 3 360 480 720 820 320 240 5/16 2 170 225 335 380 150 110 3 190 250 380 430 770 125 6d fe) 1-1/4 ---_- 3/8 2 185 250 375 420 165 125 3 210 280 420 475 185 140 APA RATED -----------._.__ SHEATHING, 2 240 320 480 545 215 760 APA RATED 3/8 3 270 360 540 610 240 180 STURD-1- FLOOR 8d 7-1/2 7/16 3 285 380 570 645 255 and other 190 APA grades -�- except Species 15/32 2 270 360 530 600 240 180 Group 5 3 300 400 600 675 265 200 15/32 2 290 385 575 655 255 190 3 325 430 650 735 290 215 10d(d) 1-5/8 19/32 2 320 425 640 730 ,285 215 3 360 480 720 820 320 240 (a)For framing of other species:(1)Find specific gravity for species of)umber (d)Framing at adjoining panel edges shall be 3-in.nominal or wider,and in AFPA National Design Specification.(2)Find shear value from table above nails shalt be staggered where 10d nails having penetration into framing of for nail sizes for Structural!panels(regardless of actual grade).(3)Multiply more than 1-5/8 inches are spaced 3 inches o.c. value by 0.82 for species with specific gravity of 0.42 or greater,or 0.65 for (e)8d is recommended minimum for roofs due to negative pressures of oil other species.- high winds. (b)Space nails maximum 12 in.o.c.along intermediate framing members Notes:Design for diaphragm stresses depends on direction of continuous (6 in.o.c_when supports ore spaced 48 in.o.c.). panel joints with reference to food,not on direction of long dimension of (c)Framing of adjoining panel edges shall be 3-in.nominal or wider,and sheet_Continuous framing may be in either direction for blocked diaphragms. nails shall be staggered where nails,are spaced 2 inches o.c_or 2-1/2 inches o.c. Case 7 Case 2 Case 3 Case G Case 5 Case 6 vme rrammng �o�e erutic� twa t.ond �o�, �imc� tmw F ammy Cantinuout paixjan\- --wapnru5m wunam c�ntinUwxyanuimnts Cwcinuvut pamNNnc--1 8 EI •d e00 =60 00 21 Jas $ cast tt! We have added rl iew PI-oduct H2J5 T W Mir",th is js o.'I oti r Ism (AN hem W go W Ac K. MEN= ;qw W�n V�n yon k� 02 W 1040 yon a Twk�w My 5. D4 145- .--I A� J—� I Patt„ Us RAW H2 A W xq H6 Atuil,7aIL, J40 wfM addmmm!cwnwwn pmodmm Chmk wo woup/. DFA? SKTI AWS, wo B"I" 0 s Up UpWt 1, 3 ib"k Hi r'n to Y, 1 7 I 4a 1414 Sam, m0 a awn TOO 00 AV Tv lit ins L. 1 vy 1-OKW VON" w"�n on w"y 0=0 za K HU M=AW WE 3m In so MGM A nm=M m%Ww=W V6 AM mw t"Ic ur';2d ir"Imin. 0.Y!Lamm Wvaj�.;No A wo Lazz lxrmo 0 T Pnn _an nO Q T 4acz -r s 1,/ �x� / //'\� //•mil e� � � •,r�� 'jai/ �•.1.:.'a'J 3 lnstaitatiun NZ lststrliat;ar. RZ.5 krstalfalion H2_5A insta 9ation 43 lastK,tt�Vor, !Nails 1mv affi fog p xesl (i OBI"fita bo&f,,kr p1119sj rma,;;in.^11pper tDP pialej 10 Tot; Plate {i2.5 44 3E:Std t;d JR licr 3tsfaiia€.;,rt H5A installalm (set`;30trcTA 3,page 142; ;Afairs i "ap r_.top n°aL (Rain;,rTO Wfl+,,-p 7laln "Nal"S ir..c SO,;t Im 91.71u) iiat,(3i7 r 3f j _ic nit."t zt ng `4c�'Ma Lrsli`t= H2 Sl t t Sill .,..J ...... rather to..o€bie tg info tata, tors pules S nJlop pia'es -8tf mm s9vti rn /,/ / � -I;{ 1 tAStZtt,atlCi4 n ona! x to do;floe positive trgle t�s 2x ea#fer Corlm"Os lit di{kxk �l o ._.._ ✓. j f ti' 1 �f v.� ♦��w .. - „�•i e-,_�� t�:; ,..... _ 3 - ...�:.. .c,1 a 3 i jX 14 ` ,. J ii1'fli1E';;is1 e'r� `'t �"5 lns alit :rm '.3 AfSt .(..t;.,:, ;,t' !n t to"tn rite q i't'tZ Similar) r- What is tt e uplift toast? 2. i,"lhat is the p+araliel-lo-piate Icad i-urricane Tie fPStalf4t x`?tts i��iii:2v$ .. _ 3. What,is the r7Ei(3endici>137-t,`}-P3a'e tIIBe;? 11EfiC'c$17E LuEf jog 1z38o3} What is the species e ood used lot tte rifterand,the l p plats? r it rt ..t L... $ 'rC.S 1 r 3 J 1.10 ?Z;hurik�dne tS ie`}a:&T<in both lop plates or.tle tipper,C-ll r3,ai#.�; 'zy? F 1 & Whit ioad o7 loads will tine hurricane tie be taking? � t Oesagn Utlri'ftiA lowable Uplift Design L3terat Para,"Tei to Pfae Aowob e Lateral.Pa72ti@ to N<.tC 4 Design Lateral p CpEndiT.ti 2,tII N�ae Lateral t pendflruf:T Io N ai.e t t } i aerc� J tr act When a S wjie 1x y 21 1,11 s Y 7. Seler.t:a3€r ulne tie based'on pettorr arse,pplication. €€sta;lcr:cmt and 1, .,rn..,...r,2x tr.:ss. afj^,.„e..,,❑:S to ,.,:; ease of irrstaii?"ic , sT •d e20 =60 00 ZI daS LTP4/A34/A35 FRAM1NGANCH09S The LT P4 Lateral Tie Plate transfers shear forces for too -- ptate-to-rim joist or blocking connections.Nail holes are spaced ° 1 , '1'7 j to prevent wood splitting for single and double top plate ; -�� • 23± � applications-May be installed over plywood sheathing. • ° I 1161; 1P7 The A35 anchor's exclusive bending slot allows instant, ° AA 6 Ia accurate field bends for all two-and three-way ties-Balanced, ( completely reversible design permits the A35 to secure a great • ° - i A e i� ° ! r�I variety of connections- MATERIAL:LTP4-20 gauge;all others-18 gauge A35F i l FINISH:Galvanized.Some products available in stainless steel _q or Z MAX;see Corrosion-Resistance,page 5. INSTALLATION:-Use all specified fasteners.See General Notes. „ o / •A34--Use 8-8dx1'h°nails. m`�� ° } A35 and A35F-Use 12-8dxf/Y nails- ® ( A34 °A ��. _r •A35-Use 9-8dxf'h'nails for connection types At,E,Ct. m � a 4'/V A35 .— un:Mc—• 1,74-Use 12-8dx1 I/-nails. m o CODES:BOCA,ICBO,SBCCI NER-413 and NER-432;Dade Co- FL 97-0107.05;City of L.A,RR 25119, RR 25293. o s A35 i -�— Doug-Fir- Spruce•Pine-Fu I So.Pine LTP4 Installed Model 1 Type of Direction Allowable Loads Allowable Loads �. over 1" No ;Connection of Load _- --, i Floor ! Roof Floor Root ) ! foamboard (100) (125) (100) ( (125) �Ff I See note 5. F, 345 365 295 1. 315 — 1 Fa 280 280_... 240 ( 240 � i 2� i A E 260 320 225 .j-275 G 170 17C i45 145 --- _._ A 260 320 225 275 F2 A35 ( 3 C- 260 ( 315 225 270 A34 I D 150 } 160 130 130 1 Fr 450T450 515 Fa 645 445 555 ._._ 5 — G 500 ! 500 430 430 Al Beam to Posts i A35F 51 J 265 r 265 230 _`~�� A and B Legs f H 440 440 380.__j. 380 + ��` f Outside - i G 515 645 445 j 555 LTP4 t=J F J 15 5 -1_ 645 445 j 555 i ) H 575 i 645 445 �_SSSr . 1.Allowable loads are for one anchor.When anchors are installed on each side of the joist,the minimum joist thickness is 3' A35 2.Root loads are 125>of floor loads unless}invited by other criteria. Floor loads may be adjusted for other load durations according to the fl- - Ceiling code,provided they do not exceed those in the roof column. Joists 3-Some illustrations show connections that could cause cross-grain to Beam tension or bending of the wood during loading it not reinforced sufficiently, I A2 In this case,mechanical reinforcement should be considered. 4.G direction only:A35F and LTP4 can be installed over 3h'plywood with 8dxf'/z.'nails and achieve.72 of the listed toad,or over 1/'and ( f� achieve.64 of the listed load.8d commons will achieve 100%load. ` p 5.A35 installed over 1-foamboard has a load of 170 lbs(100)and 215 lbs(125)in an F,direction of load. . _ __ ❑3 A35 y Joists to Seams } A35F I i Installation 4 {9 LTP4 Installed over !=1 Plywood Sheathing -.. i Studs to Joists to Plate with Plate with B Leg A Leg Outside Inside 126 b° Chimney Framing 91 •d etr0 =60 00 ZT JaS ,��'�"�-T S��'�yt''.',�Y r... ,t� "✓� ., C-s f l f�rj l 'rt �. "„�'�J' <.. �_ � �_ {Y' K-- %1`S !C./ .. _ YJL �.. r-t t.1.+..,C..R,.t .,. `.: �? .' , _... ,'.ti r _;�%.' r�'i�ti.f7!n.l a�.�*'✓t'xi-e .-.. .., p�� ',.. � 1 �J.;��'.� X �' r.,_, ..`?.. l _.S.,l-" w.. �°'�r t�';�,'� '� �.... �'.�-�''" :�"+�. a�°. . '.Ta✓' ,f"..;,..,=Me.< ..,�..: .,,,, �.� fir%„�'-*�. '`�pr✓� `"�' GT 'd eS0 =60 00 ZT des TABLE 2 RECOMMENDED SHEAR(POUNDS PER FOOT) FOR APA PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS-FIR,LARCH,OR SOUTHERN PINEfa) FOR WIND OR SEISMIC LOADING(b) Panels Applied Over Panels Applied Direct to Framing 1/2"or 5/8"Gypsum Sheathing Minimum Minimum __----...--- Nominal Nail Nail Size Nail Spacing at Nail Size Nail Spacing at Panel Penetration (common or Panel Edges(in.) (common or Panel Edges (in.) Panel Grade Thickness in Framing galvanized — galvanized -'- - --- (in.) (in.) box) 6 4 3 ' 2(e) box) 6 4 3 2(e) 5/16 1-1/4 6d 200 300 390 510 8d 200 300 390 510 APA 3/8 230(d) 360(d) 460(d) 610(d) STRUCTURAL 1 7/16 1-1/2 8d 255(d) 395(d) 505(d) 670(d) 1 Od(f) 280 430 550 730 grades 15/32 280 430 550 730 15/32 1-5/8 100) 340 510 665 870 — — — — — . ...-.. _ --..... — 5/16 or 1/4(c) 180 270 350 450 180 270 350 450 APA RATED 3J8 1-1/4 6d 200 300 390 510 dd 200 300 390 510 SHEATHING;APA 3/8 _._220(d) 320(d) 4---.._ 10(d) 530(d) RATED SIDING(y) and other APA 7/16 1-1/2 8d 240(d) 350(d) 450id) 585(d) 100) 260 380 490 640 grades except 15/32 160 380 490 640 species Group 5 15/32 310 460 �600 770 — - — — — _ 1-5/8 1 Will _ — 19/32 340 510 665 870 — — - — — APA RATED Nail Size Nail Size SIDING 303(0) (galvanized (galvanized and other APA casing) casing) grades except 5/161c) 1-1/4 6d 140 210 275 360 8d 140 210 275 360 species Group 5 3/8 1-1/2 8d 160 240 310 410 1 Od(f) 160 240 310 410 (a)For framing of other species.(1)Find specific:gravity for speeics of lumber (d)Shear,may be increased to values shown for 15/32-inch sheothing with in the AFPA National Design Specification.(2)(o)For common or galvanized same nailing provided(1)studs ore spaced a maximum of 16 inches o.c.,or box nails,find shear value from table above for nail size for STRUCTURAL 1 (2)if panels arc applied with long dimension across studs. panels(regardless of actual grode).(b)For galvanized ca� '6-nails,lake shear (a)Framing of adjoining panel edges shall be 3-inch nominal or wider,and value directly from table above.(3)Multiply this value by 6.82 for species with nails shall be staggered where nails are spaced 2 inches o.c. specific gravity of 0.42 or greater,or 0.65 for all other species. (f)Framing at adjoining panel edges shall be 3-inch nominal or wider;and r:`(b)A4 pone)edges booked with 2-inch nominal or wider framing.Install pan- nails shall be staggered where 10d nails having penetration into framing of els either horizontally or vertically.Space ears rnoximuae 6 inches:o.c_along ,more than 1-5/8 inches are spaced 3 inches o.c. intermediate Framing members for 3/8-inch and 7/16-inch panels installed on studs spaced 24 inches o_c.For other conditions and panel thicknesses, (g)Values apply to all-veneer plywood APA RATED SIDING panels only.Other space soils maximum 12 inches o.c,on intermediate supports. APA RATED SIDING panels may also qualify on a proprietary basis.APA (d 3/8-inch or APA RATED SIDING 16 oc is minimum recommended when RATED SIDING 16 a(:plywood may be 11/32 inch,3/8 inch or thicker. Thickness at point of nailing on panel edges governs shear values. applied direct to framing as exterior siding. Typical Layout for Shear Walls Load Framing Blocking Framinry + I Shear wail boundary Foundation resistoncc 9 81 -d eS0 =60 00 aI dog H DAI H D 11OLDOMMS Or- Holdowns are used to transfer tension loads between floors,to tic purlins to masonry or concrete,etc.Use RDAs and HDs for overturn U' l requirements and other applications to transfer tension toads.All HDAs �I I and the HO15 are self-jigging,ensuring code-required minimum 7 bolt t ss diameter spacing from the end of the wood member to the center of the �' w .......... first bolt hole. E� G ri+ f-F 3 HOW HD8A,H010A and I iD14A's seat design allows greater installation adjustability.An overall width of 31/•'for the HD6A,H08A and 1� i aP HD1DA,and.3rF�`for the HD14A provides an easy fit in a standard 4x waft. ,,� ( H8 -�� HDA SPECIAL FEATURES: •Single piece non-welded design results in higher capacity, —�- •Load Transfer Plate eliminates the need for a seat washer. threaded studs •Fewer inspection problems. ;° r Rods Jj MATERIAL:See table �i HD5A FINISH:H02A,SA,6A,8A.10A—galvanized.HD8A may be ordered HDG; \ (HD2A similar) F1oonit check with factory.HD14A,HD15,HD20A—Simpson gray paint w INSTALLATION:•Use all specified fasteners.See General Notes. i\ U.S.Patent 4,665,672 •For an improved connection,use a steel nylon locking nut or a Canada Patent 1,253,481 ': thread adhesive on the anchor bolt. _ 1.,AP •Bolt holes shall be a minimum of'/:n'to a maximum of%re" f/ larger than the bolt diameter(per 1997 NOS,section 8.1.2.1_). HD1 OA •Standard washers are required between the base plate and anchor (HD6A,HD8A nut(HD1S only),and on stud bolt nuts against the wood.The HD14A and , Load Transfer Plate is an integral part of the HDA Holdown and HD20A similar) AICTCC no washer is required.See page 34 for BPILBP Bearing Plates. rr,wt>;x+ Typical HD5A •See SSTB Anchor Bolts,Simpson's Anchoring Systems and Additionalxi 1 Tie between Floors Anchorage,Designs for anchorage options.The design engineer may specify any alternate anchorage calculated to resist the tension load To achieve table loads,the for a specific job. minimum boll end distance is •Locate on wood member to maintain a mulinlum distance of .: seven bolt diameters.This seven bolt diameters,distance is automatically maintained when end h distance is designed into i holdowns.Bolt end distance of wood member is flush with the bottom of the hofdown. w may be increased,provided the •7o tie doable 2x members together,the designer must determine ` ;1 f. anchor nut is not ever-torqued, the fasteners required to bind members to act as one unit t sb� which could split the stud. without splitfing. o ( Oeftection values may be higher. � -, �,i •For holdowns installed on the mudsill,anchor bolt nuts should be finger-tight plus'A to%.-turn with a wrench, with consideration given to possible future wood Typical HDiS y shrinkage_Care should be taken to not over-torque `` Holdown w� Installation the nut,which may lead to premature anchor bolt failure. -Stud boils should be snugly tightened(1997 NOS,section 8.1.2.4 CODES:BOCA,ICBO,SBCCI NER-393,NER-469;City of L.A.RR 24818, Typical HD5A RR 25158 and RR 25293.HD6A and HD14A are not NER listed. Holdown k. installation with �_ •�� SSTB anchor bolt. Typical HD5A \ a Washers are not reciuired Purlin Anchor at the base. Installation i Material Dimensions I Fasteners f Allowable Loadste (133) 1 Hoidown'z ! model j I Stud i Avg � tenglh of Boit 2•�.< —._i ion No. I.BasejRodyl H8, 1 S8 H 8 ! SD I CL I Anchor I Bolts Ult I mtlertica€Woad Member 1 at Highest Ga t;a ( I I 0 a^>< F _ _--- _-. _. _ Allowable i t my_Dia j 1,Y2 2 . 2/ i._ 3 3� 5y, Design Loadf _ !HD2A 7 12 45<s 2y 2% i 8 ' 2'/,c ! y F t%s ;H 2 % '121501 1555 2055 2565 2775, 2'TTS 2760 { 0-058 t -� _ -- t HD5A ; 3 s 0 f 5 jq o 3/ 9� ' 3Y, i Y +'+ 2 rs ur/ 2 i 1 20767 1870 1 2485 j 3095 1 3705 4010 3980 I 0.067 H06A y 7 6y" 1 3j/ 3y 11y,'; 3", i /c 12X, ; '/e r 2 127333 l 2275 L 2980 1 3685 j 4405 ar 510 5516 0_041�! I — r HD8A l 7 6le 3y 3y, 114/s 3% X6 2Xs i 3 j Y. 28667 3220 1 4350 1 5415 i 6465 7460 i 7910 I o.111 _ l 1 r -'r-. t I _ HD10A� Js t 7 6X� 3y, 3y t 8Yc 1 3/in ! /s ZYc I % 4 % 28667 3945 j 5540 1 6935�8310 ' 9540 i 9800 0.269 ~ 3 r— I. — r., i H014A /., 3 7.... 4 ! 3y 20% ; 3/ l X 2X, 1 4 1 `38167 — i — 1 11080 i 1�380 i 0.215_ 1 _ _ i HD20A1 0 ! 3 ! 7 4 4/ i 20 y,,14Y /a i 2X I }Y. 4 i 1 51333 i -1 _ _ — + 110801 13,380 I 0.750 + 1. . r -- r t._HD15 ys'_ �..-1 1 _ / i y y/,, �'° 2y 1j 5 .; 1 155333 - — .— i ._ i _ 1505 i 0.082 ...� �.t -- 3. _ t 1.Allowable loads have been increased 33%for 5.HB is the required minimum distance from the and of 10.Full tension loath,apply when H05A is used with earthquake or wind loading with no fu they increase the stud to the center of the first stud boll hole.End a 51d ant:hor bolt. allowed:reduce where other loads govern- distance may be increased as necessary for installation. 1,See pgs 6,1 for testing and other important information. 2.HM5 requires a minimum 6x6 nominal post. S,The designer must specify anchor bolt type,length 12,Deflection at I hghe^;t Allowable Design Load: 3.Use a minimum 46 nominal post for the HD14A and embedment.Sec SSTB Anchor Bolts and the deflection of a holdown measured between the and the HD20A. Additional Anchor Lic,tgns anchor bott and the strl p portion of the hntdown when. 4.The wood member must be sized for the load-caaying 7.See page 32 for anchor bolt retrofit. loaded to the highest allowable load fisted in the catalog capacity at the critical net section,reducing the gross 8.Lag bolts will not develop fbe tilted loads. tattle.This movement is strictly due to the holdown section area for holes or other removed woad as 9.Holdowns installed raised off the mudsill may have deformation under a static load test conducted on a specified in the code. larger deflection values.Use the PHI)or HDO for steel jig. 24 raised applications. 6T 'd e90 =60 00 21 alaS NAILS Strong-Tie nails and structural fasteners have been developed as the TO ORDER:Display Packages—available for N8D and optimum fasteners for connector products.Special lengths afford economy N10D nails.To order,specify: of purchase and installation,and depth compatibility with framing members. N80 MSTR CTN-25 display packs of 150 N8 nails. ' Nail specifications include head size,thickness,steel and shank design, N8D5 MST CTN-6 display packs of 600 N8D nails and point configuration to ensure conformity to published values_ N10D MSTR CTN-25 display packs of 150 N10 nails. For pneumatic nail use,see frtstructfons to the Installer,page 7. N1OD5 MSTR CTN--6 display packs of 600 N10 nails COMPARABLE SIZES;SSN8-N8;SS8D z 8d common; 501b Bulk Boxes—available for N8,N10 and N16 nails. SSN10=N10;SS10D=1 Od common;SS16D=16d common , „ „ Spiral SS16D sinker Spiral SS10D N54A N16 SS8D Spiral p Spiral N20AN N20A N10 N8 SSN8 SSN10 a IT -- if rn rn n I P rn ra 711 Ti - rn TIT rn r. rn 111 Yf n rs _ rn r; ziI I li Ii + 1 N8D box N10D box Doug Fit-Larch/So.Pine Spruce-Pine-fir j Metric + !fasteners --- Allowable Loads' Allowable Loads' _. __._. Model Description Equivalent i Finish'` per ht Lig Gauge -l-3 Gauge Light Gauge 13 Gauge (mm) I N10-I _ ... r _ �. _i 1 CYYT Shearr Shear Shear Shear : i Gauge Gau e i (1�) g.-{ (i00} i Nail info - I ( j ' 9 HOG 15200 86 1 14 ' 105 74 i 16 90 - _ _ � on N8 and S58D (8d)0.131 x 2/z'Smooth shank 1 3 3 x 63.5 -�- 14 105 74 I ]6 o i N 8d 10/, a x 1/"Smooth shank 3 3 x 38 1 `_—SS � 15200 86 � ( � 90 � N10 Wait ± _.__..,t -- _ha _ _.... SS- -9400_.... 92 20 T 131 80 + 18 112 heads _ _ cb i N10 (10d)9 ga x 1/."Smooth Shank�3.8 x 3$.1 fiDG 11900 92 14 112 79 l 16 97 j SSN10 i (10d)0 148 x 1 Smooth shank 1 3.8 x 38 1 SS a 1?200 92 114 12 79 ]6 i 9-7 j- _ l SS10D (10d)0.148x 3 Smooth shank ; 3.8 x 76 2 ! SS ( 6700 112 18 158 96 20 136 I Ni6 (16d)8 ga x 1'/i Smooth shank 14.1 x_63 BRIGHT' 6300 134 188 187 115 20 j 163 i SS161D ' (160)0,162 x 3rh"Smooth shank 4.1 x 88.9 ; SS r 4400 On all 13g 18 187` 115 } 20 1 163 i stainless _.. -- f N N20AN (20d)0.192 x 2r/er Annular ring ! 4.9 x 54 0 1 BRIGHT1 5500 145 14 174 125 18 152 steel nail — _ ry N20A f (20d) 192 x 1�/< Annu#ar rrng i 4.9 x 44 5 HRI&HT 6300 119. 14 j 14p 103 8 122 f heads - - _ 1 3 { N54A 6' 250 x?'h Annular ring 1 6.4 x 63 5 t'BRIGHT! 167 I 14 188 145 I 18 , 164 . 10d common ; (10d}0148 x 3'Smooth shank 1 3.8 x 76.2 i BRIGHT 6700 112 18 158 96 1 20 136 Mail S Pcifications 16d sinker` 1 0 148 x 31/a Smooth shank — 3.8 x 82.6 1 GV ' S100 1't2 18 1 96 20 f f 136 I _ -_ _. _ I� rn 112d common` 0.148 x.... Smooch shank 13.8 x 82 6;BRIGHT 6100 112 18 ii'158 96 ! 20--l 13_ Nail Type^ �9e (Dl Diameter i t 16d common j 0.162 x 3 h Smooth shank 14_1 x 88.9 BRIGHT 4400 134 t 18 187 115 20 1 163 (8d)Com+r:on N7r1 `10l qa 0 731 -- f Spiral (8d)0 110 x 21/ Spiral shank ' 2.8 x 63 5 BRIGHT - 98 - - 80 {10d Common Nail 9 a 0.148 I - ! ) 9a 3 Spiral (10d)0.132 x 3 Spiral shank 3.4 x 76.2 BRIGHT 1 - 112 - 96 ' ! i(16d Common Nail i 8 j 0.162 ' 3 'Spiral (16d)0.152 x 3/>'Spiral shank i 3.9 x 88.9 I BRIGHT 1 - 134 - - 110 1_. - _J IL Sicker Nall._ I 9 ga 0 148 i - - - - ... ... 1,Allowable loads are based on the 1997 NDS.Adjustments are made 4.Metric equivalents are listed Diameter x length- for use with metal side plates,1 es ::45 ksi.Lords under light 5,A 16d sinker,12d common and a 100 common haw the gauge are for gauges listed through 22 gauge.Allowable loads for same load value as an SS100.A 16d common has the gauges not indicated must be calculated according to the code. same load value as an S5160. Contact the factory for more details. 6.The 10d common,12d common,16d common,16d sinker and N 16,N20A,N20AN and N54A fasteners may be ordered galvanized; spiral nails are for reference only_Simpson does not sett specify EG;for example N16EG. these nails.All other nails are available through Simpson,3.HDG= hot-dip galvanized; SS=stainless steel,Bright no finish; 9 GV=Green vinyl. Iz 'Cl e80 =60 00 ZT daS H/G61 STRE11rGTtIzT S -e l�pvxflr .i Tension Loads for Threaded Rod Anchors in Concrete Stemwall odW 417 { Tension Load 4 Tension Load ! Based on Bond Strength f Based on Steele Rod =Brill Bit! Embed StemwaU iMin.E et Min.End. 1'c>=2000 psi 13.8 MPa 1 d9 # P ( ) Strength A307 j Dia. ` Dia. ' Depth } Width ? Dist. 9 Dist. Concrete ( (SAE 1018) 1 g f f in. f in. ; m. in. in. f in. Ultimate Std.Dev 'Allowable! Allowable mm- L _imm) i -mm-�s..(mm�,rITN _lbs. kN ! lbs.LkN)t Ihs. ItN)I tbs.(0) ----- 1 ; 5/8 3/4 10 6 1 3/4 5 23,000 i 2,821 <. 5,750 5,875 1 (2540) 152.A 44.5 127.0 ! 102_.3 12.5 l I' ' (26.1 15 ? 8 % 1 3/4. 5 ;r 33,600.; 2,248 81400. ' 11,500 ° I 2) {(381.0) ; (203.2) (,44.5 }(127.0)? (149.5) ; (10.0) 4 (51.2) -j V 1, Allowable load must be the lesser of the bond or steel strength. ° 2. Allowable loads may be increased by 33 h%for short-term loading due to wind or seismic forces. 3. The allowable loads listed under allowable bond in the table are based on a safety factor of 4.0. 4, Refer to Temperature Sensitivity Chart for allowable bond strength reduction for temperature. Edge and end distances 5. Anchors can be used to resist tension forces in ceiling or wall installations when special consideration is given to for threaded rod in lire-exposure conditions. concrete foundation stemwall corner installation. Tension and Shear Loads for Threaded Rod Anchors in Grout Filled CMU Values for 6"or 8"Light,Medium or Normal Allowable anchor placement i ; Weight Grout Filled CMU in grout filled CMU shown by Red Dia, Drill Bit i Embed Min. Min. shaded area. I i 1 Tension Load ':, Shear Load r--- Dia. Depth i Edge Dist.r End Dist s + d in. in. ' in. in. in. Ultimate l Allowable Ultimate Allowable 1�m- ' - _mm__ �mm1-.._.i�'_»m� Ibs ikN�j lbs. N i ibs.(kN i td_ _ Anchor Installed in a Single Face Shell - `_112 y, 5 4 j 4 5/8 6,392 z 1,600 i 6,220 i 1,555 --518 1M(127 001 6 117.5 y 284 1) (27.7) (6.9) 5/8 3/4 5 4 4 5/8 i 7,769 1,940 I 9,844 ; 2,460 ( / (15.9) 1?7 0) :-(101.6) (117.5) (34 6) % (8.6 k (43.8) y l3/4 5 4 • • t Face Shell Installation% i ,718 ! (1270) (101:6Z i.._�17.5�y i 8.6 ' �_- 1 (10.9 Anchor Installed in Mortar'r Joint ) Tests were performed with the rod in the t = s center of the face shell and in the"T'joint, 1/2 5/8 5 • 8 7,769 1,940 } 5,172 1,295 to provide data indicating the anchor can '. (203.2) (34.6) (8.6) t (23.0) (5 8) he placed anywhere within the wall with 5/8 3/4 5 • 8 7,769 1,940 9,400 2,350 consistent results.Minimum end and edge (15.9 (127.0) v -203.2)� (34 6) (8.6) ) (41.8) (10.5) distances apply. 3/4 7/8 5 �• �J: 8 • s 1,940 ; • 2,350 1/2 wan width 19.1 127 0 3, (203.2 8.6) ! (10.5) Anchor Installed in Grouted Cell Opening 5/8 5 € 3 3 1/2 12,573 t 3,140 - 7 . 9,530 2,380 3/4 i f(169� -�_a J127 0) (76.2) i (88.9) (55 9) (14.0) (42.4j 10.6 -• 314 7/8 5 3-�-3 1/2 • 3,140 • 2,380 r O. o �-•-a• 19.7 1270 (76.2 88.9) 14.0 i06 �- 7/8 1 f 12 2 3 3 718 ) 8,908 2,225 j • • 22.2) _�. (3l4. 50.8 i (98.4) = (39.6) (9.9) 3,-- N See Notes below. Placement in Cell Opening Tension and Shear Loads for Threaded Rod Anchors in Hollow CMU i �7 Values for 6!•or r.Light,Medium..or Normal I # i Weight Hollow CMU �1 Rod Dia. Drill Bit ; Embed `' Min. ; Min. _ ? } f 1 Tension Load Shear Load a�, t Dia. ! Depth Edge Dist.) End Dist. i # -'1 4 - ( " in. in. ? in. ? in. in. Ultimata ) Allowable Ultimate Allowable '( �. y ; mm ` mm F mm mm Ibs, kN lbs. kN ; ) i �( ) L ) _. _.�__..�.__.�..� � _� {_.�� ( ) a Ihs.�kN lbs. kN Anchor Installed in a Single Face Shell w/Screen Tube l �, r---- - - 5/8 7/8 3 1/2 4 y. 4 5/$ 881 220 2,712 675 (15.9) i i (88.9) 101.6 _ 117-5�€ (3 9) ( 1-0- �- �12-.i).-}--(3,0) 3/4 1 3 112 4 4 5/8 • 220 • 7 675 a __ 19_1�.__?-_ _ C889)_� 101.6) 117.5�. _� __(1�0) _ .r _�30 . t.Values for 6 and 8 inch wide Grade N.Type 11,light weight,medium weight and normal weight concrete masonry units conforming to ASTM C90 and UBC Standard 21-4.if the masonry units are grouted,they are to be fully grouted with coarse grout conforming to ASTM C476 with a minimum compressive strength of 2000 psi.Mortar and grout shall comply with section 2104 of the UBC_ 2.Embedment depth is measured from the outside face of the concrete masonry unit for installations through a face shell Placement in Hollow CMU 3.Refer to Temperature Sensitivity Chart for allowable bond strength reduction for temperature(tension only), 4.Anchors can be used to resist tension forces in ceiling or wall installations when special consideration is given to fire-exposure conditions. 5.Minimum edge and end distances are to the free edge of the wall,not individual blocks. 27 oa -d eLD :60 00 ZT daS /r,,f_;,�� ,f• Fx"_� .,. i`.-i d".�s -"-.� 4��t.7`Vi—' ..:.. stt>.,,, F � �'``t'`. r'• .. � .. 1.;'^ �-.--z .3 - .. r a H � �-w ,.::'�,{' -3 -�'.. -•,,_ '.:.- 'a^ emu^ �'' +'-,' � ..f n,..�. N r'+ r°�e .s 1 p t s , r • r t { zz 'd e60 =60 00 21 deS (21 -A TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5902 518-761-8201 September 13,2005 Dan Valente Valente Homes 50 Country Club Road Queensbury,NY 12804 Dear Dan: The following items need to be addressed in writing to this office in order for a building permit to be issued 1. The Bilco entrance will be provided with a ship's ladder compliant with the New York State Uniform Building Code. 2. That the crawl space will be provided with a footing drain and sump hole and sump pump which will pump to a daylight drainage area to meet the flood proof requirements. 3. Contracts for compaction and concrete testing, as well as structural inspection of the framing once the building is framed. 4. When the HVAC system is designed,any units that have fans over 2,000 cfm will be provided with smoke detectors on the inlet side of the unit and fan shutdown tied in to an alarm system within the building that will shut the fans down upon activation of the fire alarm system. If no fire alarm system is to be installed in the building, then the units will be provided with audio and visual devices alerting the occupants that the fan units have shut down and the smoke detectors have activated. Once the above items have been submitted in writing to this office we will be able to issue a building permit for construction of this office. Thank you for your attention in this matter. Sincerely, TOWN OF QUEENSBURY (� � DaJd, ire Building and Code Enfor ement DH/mg "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" SETTLED 1763 (:3 TOWN OF QUEENSBURY 7/42 Bay Road, Queensbury, NY. 12804-5902 Memorandum To: Dave Hain, file 2005 634 From: MJ Palmer Date: Sept. 13,2005 Re: Cottrell Dental Review of current submittals, indicates the following: 1) Fire ext. locations to be discussed 2) Need data on HVAC systems, fan shutdown may be required. Michael J Palmer, Fire Marshal 742 Bay Road Queensbury, NY 12804 518.761.8206• firemarshal@queenshurl .net TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 MEMORANDUM To: Dave Hatin, Fite 05-634 From: MJ Palmer Date: 8/19/2005 1 have completed the plan review for Cottrell dental, and make the following comments: 1) Add (2) exit signs as shown floor 1 2) Fire extinguisher locations to be discussed 3) Add HIS on building exterior for smoke detector activation 4) Add emergency light stairway from floor 1 /2 5) Truss ID signage required 6) Install Exit/Emergency combo in basement. Light to illuminate basement and stairway from B/1 7) Basement requires sprinkler protection per FC903.2.10.1 and 903.2.10.1.3 8) Fireplace will require separate inspections 9) Supply information on HVAC systems. Shutdown may be required. 10) FM to review site plans for Fire Department access TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT Sep 14 00 07: 25a p. 1 VISION ENGINEERING AND CONSTRUCTION, I.LC P.O. Box 2154 Phone:(518)792-9264 Glens Fulls,NY 12801 September 14, 2005 Dave Hatin/John O'Brien N � .i ?�10� '�`�•. �1,-17J Town of Queensbury S 742 Bay Road Queensbury, NY 12804 RE: Cottrell Dentist Office As requested this letter is to confirm that VISION Engineering will be performing an on site framing inspection for the above referenced project.The inspection will be made at the completion of rough carpentry and will verify construction is in general conformance with approved documents. Special attention will be given to lateral load specifications and details. An inspection report will be forwarded to you when the inspection is completed. Thank you and please do not hesitate to call if you have any questions or if you require any additional information. Sincerely, Daniel Ry , P.E. Ir cu 41 11CPL�Ob� �C� FSS�ONp� Professional Seal Quality 0 Experience ■ Service ■ Teamwork en�a� ' �re11D guildicu ��lons hCa�cu�a�rons �eSg y � OFEo 1 1 �r t i 100 St r aF- fib'A Y r, Ill N© 0 4i AROF S `0 r Member Calculations Report 1 - Curtis Lumber 460 Big Bay Road Queensbury,NY 12804 518-792-8601 518-792-8603 Level Name: 1ST FLOOR DECK Status: Plotted Application: Floor Non-Residential: No Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04.38 PM Object: Drop Beam# 13 ' General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:34'8" Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) -12665 17662 Passed Shear(lbs.) -6606 9476 Passed Live Load Deflection(") .12" .29" Passed Total Load Deflection(") .2" .43" Passed Reaction(lbs.) 15352 15352 Passed Bearings' Bearing Location Input Length Required Length 1 Wall#45 34'8" 5 1/2" 5 1/2" 2 Column By Others#17 26' 3 1/2" 3 13/16" 3 Column By Others#18 17'4" 3 1/2" 3 1/2" 4 Column By Others#19 8'8" 3 1/2" 3 7/8" 5 Column By Others#20 0 1 3/4" 1 3/4" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 34'4" 2744 3065 5809 0 2(Ibs.) 26' 7406 7626 15031 0 . 3(lbs.) 17'4" 6225 7441 13666 0 4(ibs.) 8'8" 7562 7787 15349 0 5(lbs.) 1/4" 2619 2919 5538 0 Loads: Load Location Live Dead Type Distributed(plf) 0 to 30'2 1/2" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 3012 1/2"to 34'8" 752.1 to 752.1 752.1 to 752.1 Floor Object: Drop Beam# 14 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:43'4" Deflection Criteria: Standard,Live Load L/360,Total Load U240 ' Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) -8419 17662 Passed See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 1 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:38 PM Shear(lbs.) 4425 9476 Passed ' Live Load Deflection(") .08" .29" Passed Total Load Deflection(") .14" .43" Passed Reaction(lbs.) 10251 13781 Passed Bearings: Bearing Location Input Length Required Length 1 Wall#47 0 5 1/2" 5 1/2" 2 Column By Others#29 43'4" 1 3/4" 1 3/4" 3 Column By Others 430 34'8" 3 1/2" 3 1/2" 4 Column By Others#31 26' 3 1/2" 3 1/2" 5 Column By Others#32 17'4" 3 1/2" 3 1/2" 6 Column By Others#33 818.1 3 1/2" 3 1/2" Reactions: Assu ned Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 4" 1792 2149 3941 0 ' 2(lbs.) 43'3 3/4" 1650 2093 3743 0 3(lbs.) 34'8" 4704 5543 10247 0 4(lbs.) 26' 4158 5231 9388 0 5(lbs.) 17'4" 4243 5188 9431 0 6(lbs.) 8'8" 4762 5301 10063 0 Loads: Load Location Live Dead Type Distributed(plf) 41'8"to 43'4" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 41'8"to 43'4" -35.7 to-35.7 0 to 0 Floor Distributed(plf) 41'to 41'8" 269.5 to 269.5 232.6 to 232.6 Floor Distributed(plf) 41'to 41'8" -36.9 to-36.9 0 to 0 Floor Distributed(plf) 37'to 41' 269.5 to 269.5 232.6 to 232.6 Floor Distributed(plf) 37'to 41' -36.9 to-36.9 0 to 0 Floor ' Distributed(plf) 36'4"to 37' 269.5 to 269.5 232.6 to 232.6 Floor Distributed(plf) 36'4"to 37' -36.9 to-36.9 0 to 0 Floor Distributed(plf) 28'to 36 4" 269.2 to 269.2 233.5 to 233.5 Floor ' Distributed(plf) 28'to 36'4" -35.7 to-35.7 0 to 0 Floor Distributed(plf) 27'6 1/2"to 28' 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 27'6 1/2"to 28' -35.7 to-35.7 0 to 0 Floor ' Distributed(plf) 8'to 27'6 1/2" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 8'to 276 1/2" -35.7 to-35.7 0 to 0 Floor Distributed(plf) 0 to 8' 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 0 to 8' 35.7 to-35.7 0 to 0 Floor Distributed(plf) 41'8"to 43'4" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 41'8"to 43'4" 35.7 to 35.7 0 to 0 Floor Distributed(plf) 41'to 41'8" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 41'to 411811 -35.7 to-35.7 0 to 0 Floor Distributed(plf) 37'to 41' 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 37'to 41' -35.7 to-35.7 0 to 0 Floor ' Distributed(plf) 36'4"to 37' 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 361411 to 37' -35.7 to-35.7 0 to 0 Floor Distributed(plf) 28'to 36 4" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 28'to 36'4" -35.7 to-35.7 0 to 0 Floor Distributed(plf) 27'6 1/2"to 28' 257.9 to 257.9 249.1 to 249.1 Floor Distributed(plf) 27'6 1/2"to 28' -36.1 to-36.1 0 to 0 Floor Distributed(plf) 8'to 27'6 1/2" 257 to 257 250.2 to 250.2 Floor iSee Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 2 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:P 3S PM Distributed(plf) 8'to 27'6 1/2" -35.4 to-35.4 0 to 0 Floor ' Distributed(plf) 0 to 8' 257 to 257 250.2 to 250.2 Floor Distributed(plf) 0 to 8' -35.4 to-35A 0 to 0 Floor Obiect: Drop Beam # 15 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:43'4" Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):4.8 Design Value Control Value Result ' Moment(Ft-lbs) -12534 17662 Passed Shear(lbs.) 6590 9476 Passed Live Load Deflection(") .12" .29 Passed Total Load Deflection(") .2" .43" Passed ' Reaction(lbs.) 15262 15262 Passed Bearings: Bearing Location Input Length Required Length 1 Wall447 0 51/2" 51/2" 2 Column By Others#37 43'4" 1 3/4" 1 3/4" 3 Column By Others#38 34'8" 3 1/2" 3 7/8" 4 Column By Others#39 26' 3 1/2" 3 1/2" 5 Column By Others#40 17'4" 3 1/2" 3 1/2" 6 Column By Others#41 8'8" 3 1/2" 3 9/16" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift ' 1 (lbs.) 4" 2582 2888 5470 0 2(lbs.) 43'3 3/4" 2626 2919 5545 0 3(lbs.) 34'8" 7522 7736 15258 0 ' 4(lbs.) 26' 6147 7114 13261 0 5(lbs.) 17'4" 6090 6971 13061 0 6(lbs.) 8'8" 6871 7121 13991 0 ' Loads: Load Location Live Dead Type Distributed(plf) 41'8"to 43'4" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 4l'to 41'8" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 37'to 41' 752.1 to 752.1 752.1 to 752.1" Floor Distributed(plf) 36'4"to 37' 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 28'to 36'4" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 27'6 1/2"to 28' 708.7 to 708.7 705.4 to 705.4 Floor Distributed(plf) 27'6 1/2"to 28' -3.3 to-3.3 0 to 0 Floor Distributed(plf) 8'to 27'6 1/2" 707.1 to 707.1 703.5 to 703.5 Floor Distributed(plf) 8'to 27'6 1/2" -3.6 to-3.6 0 to 0 Floor Distributed(plf) 0 to 8' 707.1 to 707.1 703.5 to 703.5 Floor Distributed(plf) 0 to 8' -3.6 to-3.6 0 to 0 Floor ' Object: Drojj Beam# 16 General: ' 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:28'_ Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):4.8 Design Value Control Value Result ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 3 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:35 PM Moment(Ft-Ibs) -12786 17662 Passed 1 Shear(Ibs.) 5996 9476 Passed Live Load Deflection(") 2' .38" Passed Total Load Deflection(") .36" .57" Passed ' Reaction(Ibs.) 47230 47230 Passed Bearings: Bearing Location Input Length Required Length 1 Wall#47 0 5 1/2" 5 1/2" 2 Wall#50 28' 5 1/2" 5 1/2" 3 Column By Others#42 9'4" 3 1/2" 3 1/2" 4 Column By Others#43 16'4" 3 1/2" 1' Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 4" 1919 2484 4404 0 2(lbs.) 27 8" 2240 2855 5095 0 3(lbs.) 9'4" 3963 6122 10085 0 4(lbs.) 16'4" 16901 30325 47226 0 Loads Load Location Live Dead Type Distributed(plf) 2T 6 1/2"to 28' 284 to 284 229.5 to 229.5 Floor Distributed(plf) 2T 6 1/2"to 28' -54.4 to-54.4 0 too Floor ' Distributed(plf) 8'to 2T 6 1/2" 561.5 to 561.5 453.5 to 453.5 Floor Distributed(plf) 8'to 27'6 1/2" -108 to-108 0 to 0 Floor Distributed(plf) 0 to 8' 561.5 to 561.5 453.5 to 453.5 Floor Distributed(plf) 0 to 8' -108 to-108 0 too Floor Concentrated(lbs.) 16'2" 23719 11979 Roof Concentrated(Ibs.) 16'2" 205 0 Floor Object: Drop Beam#94 ' General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:43'4" Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):4.8 Design Value Control Value Result ' Moment(Ft-lbs) -12558 17662 Passed Shear(lbs.) 6619 9476 Passed Live Load Deflection(") .12" .29" Passed Total Load Deflection(") .2" .43" Passed Reaction(lbs.) 15287 15287 Passed Bearings: Bearing Location Input Length Required Length 1 Wall#47 0 5 1/2" 5 1/2" 2 Column By Others#20 43'4" 1 3/4" 1 3/4" 3 Column By Others#21 34'8" 3 1/2" 3 7/8" 4 Column By Others#22 26' 3 1/2" 3 1/2" 5 Column By Others#23 IT 4" 3 1/2" 3 9/16" 6 Column By Others#24 8'8" 3 1/2" 3 13/16" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 4 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:38 PM 1 (lbs.) 4" 2758 3071 5829 0 ' 2(lbs.) 43'3 3/4" 2639 2935 5575 0 3(lbs.) 34'8" 7523 7761 15284 0 4(lbs.) 26' 6449 7421 13870 0 5(lbs.) 17'4" 6522 7414 13936 0 6(lbs.) 8'8" 7331 7576 14907 0 Loads- Load Location Live Dead Type Distributed(plf) 4 P 8"to 43'4" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 4F to 4P 8" 756.9 to 756.9 756.9 to 756.9 Floor Distributed(plf) 37'to 41' 756.9 to 756.9 756.9 to 756.9 Floor Distributed(plf) 36 4"to 37' 756.9 to 756.9 756.9 to 756.9 Floor Distributed(plf) 28'to 36'4" 752.1 to 752.1 752.1 to 752.1 Floor 1 Distributed(plf) 27'6 1/2"to 28' 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 8'to 27'6 1/2" 752.1 to 752.1 752.1 to 752.1 Floor Distributed(plf) 0 to 8' 752.1 to 752.1 752.1 to 752.1 Floor Obiect: Drop Beam#95 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:3 Length:34'8" Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) -8987 17662 Passed Shear(lbs.) 4884 9476 Passed Live Load Deflection(") .08" .28" Passed Total Load Deflection(") .14" .42" Passed Reaction(lbs.) 10845 13781 Passed BearinEs: ' Bearing Location Input Length Required Length 1 Wall#45 34'8" 5 1/2" 5 1/2" 2 Column By Others#26 26' 3 1/2" 3 1/2" 3 Column By Others#27 ITT' 3 1/2" 3 1/2" 4 Column By Others#28 8'8" 3 1/2" 3 1/2" 5 Column By Others#29 0 1 3/4" 1 3/4" ' Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 34'4" 1876 2228 4105 0 2(lbs.) 26' 5048 5794 10841 0 3(lbs.) 17'4" 3826 5327 9154 0 4(lbs.) 8'8" 4770 5575 10345 0 5(lbs.) 1/4" 1641 2090 3731 0 Loads: Load Location Live Dead Type Distributed(plf) 30'2 1/2"to 3T 8" 201.8 to 201.8 201.8 to 201.8 Floor Distributed(pif) 0 to 30'2 1/2" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 0 to 30'2 1/2" -35.7 to-35.7 0 to 0 Floor ' Distributed(plf) 30'2 1/2"to 34'8" 269.2 to 269.2 233.5 to 233.5 Floor Distributed(plf) 30'2 1/2"to 34'8" -35.7 to-35.7 0 to 0 Floor Distributed(plf) 0 to 30'2 1/2" 269.2 to 269.2 233.5 to 233.5 Floor ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 5 VALENTE-COTTRELL.JOB Design Date:9/7/200--9:30:57 AM Report Date:9/7/2005 5:04:3C PM Distributed(plf) 0 to 30'2 1/2" -35.7 to-35.7 0 to 0 Floor a Concentrated(tbs.) 30'2 1/2" 614 625 Floor Concentrated(tbs.) 30'2 1/2" -59 0 Floor Object: Drop Beam#96 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies: 3 Length: 30'2 1/2" Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) -12513 17662 Passed Shear(tbs.) -6588 9476 Passed Live Load Deflection(") .11" .29" Passed Total Load Deflection(") .2" .43" Passed Reaction(tbs.) 15247 15247 Passed Bearings: Bearing Location Input Length Required Length 1 Column By Others#34 26' 3 1/2" 3 1/2" 2 Column By Others#35 17'4" 3 1/2" 3 9/16" 3 Column By Others#36 8'8" 3 1/2" 3 7/8" ' 4 Column By Others#37 0 1 3/4" 1 3/4" 5 Column By Others#58 30' 1/2" 3 1/2" 3 1/2" Reactions Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (tbs.) 26' 5688 6082 11770 0 ' 2(tbs.) 17'4" 6608 7298 13907 0 3(tbs.) 8'8" 7466 7778 15244 0 4(tbs.) 1/4" 2635 2910 5545 0 ' 5(tbs.) 30' 1/4" 2434 3226 5660 0 Loads: Load Location Live Dead Type Distributed(pit) 0 to 30'2 1/2" 752.1 to 752.1 752.1 to 752.1 Floor Concentrated(tbs.) 30'2 1/2" 1441 1691 Floor Object: Flush Beam#54 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:2 Length:24'6" Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) -4204 11775 Passed Shear(tbs.) 1736 6318 Passed Live Load Deflection(") .11" .41" Passed Total Load Deflection(") .2" .61" Passed Reaction(tbs.) 4998 7700 Passed Bearings: Bearing Location Input Length Required Length ' 1 Drop Beam#95 24'6" 1 3/4" 1 3/4" 2 Drop Beam#96 I T 3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 5 1/2" rSee Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 6 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5.04.3E PM Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'S 3/4" 625 614 1239 0 2(lbs.) 12'3" 1691 1441 3132 0 3(lbs.) 4" 1896 3123 5019 0 Loads: Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 162 Roof ' Concentrated(lbs.) 2 3/4" 2548 1185 Roof Distributed(plf) 0 to 41511 100 to 100 100 to 100 Floor Distributed(plf) 4'5"to 16 5" 50 to 50 50 to 50 Floor Distributed(plf) 16'S"to 24'6" 100 to 100 100 to 100 Floor ' Concentrated(lbs.) 16'S" 410 439 Floor Concentrated(lbs.) 4'5" 205 234 Floor Obiect: Flush Beam#55 General: 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies:2 Length:4'5 1/2" Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) 866 11775 Passed Shear(lbs.) -517 6318 Passed Live Load Deflection(") 0 .14" Passed Total Load Deflection(") .01" .21" Passed ' Reaction(lbs.) 839 839 Passed earin s• Bearing Location Input Length Required Length ' I Flush Beam#54 0 0 1 1/2" 2 Wall#45 4'S 1/2" 5 1/2" 5 1/2" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 0 439 410 849 0 2(lbs.) 4' 1 1/2" 532 476 1008 0 Loads: ' Load Location Live Dead Type Distributed(plf) 0 to 4'S 1/2" 198.7 to 198.7 198.7 to 198.7 Floor Concentrated Obs.) 4' 0 22 Floor Hangers: Bearing#1 Face Mount..................THF35925 ' Nailing Pattern Information Member Nails................2- 1 Od Common Face Nails.................. 12- 10d x 1-1/2 Geometry Information Skew........................0' Slope.......................0° No Web Stiffeners Required ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 7 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5.04.3E PM Support.....................LVL ' Hanger Note: (1)Indicates non-stocked hanger Object: Flush Beam#56 General: 1 3/4"x 9 1/2" L9E Microllam LVL Plies: 2 Length:4'5 1/2" Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):4.8 Design Value Control Value Result Moment(Ft-lbs) 442 11775 Passed Shear(tbs.) -238 6318 Passed Live Load Deflection(") 0 .14" Passed Total Load Deflection(") 0 .21" Passed Reaction(tbs.) 429 429 Passed Bearings Bearing Location Input Length Required Length 1 Flush Beam#54 4'5 1/2" 0 1 1/2" 2 Wall#45 0 5 1/2" 5 1/2" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift 1(tbs.) 4'5 1/2" 234 205 438 0 2(tbs.) 4" 294 238 531 0 Loads: Load Location Live Dead Type Distributed(plf) 0 to 4'5 1/2" 99.2 to 99.2 99.2 to 99.2 Floor Concentrated(tbs.) 5 1/2" 0 22 Floor ' Hangers: Bearing# 1 Face Mount..................THF35925 Nailing Pattern Information Member Nails................2- 10d Common Face Nails.................. 12- 10d x 1-1/2 Geometry Information Skew........................00 Slope.......................00 No Web Stiffeners Required ' Support.....................LVL Hanger Note: (1)Indicates non-stocked hanger Object: Flush Beam#76 General: 1 3/4"x 9 1/2" 1.7E TimberStrand LSL Plies:3 Length:5'4" Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):5.3 Design Value Control Value Result ' Moment(Ft-ibs) 5535 20104 Passed Shear(tbs.) -2962 15295 Passed Live-Load Deflection(") .03" .14" Passed ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 8 VALENTE-COTTRELLJOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5.04.38 PM Total Load Deflection(") A4" .2 1" Passed Reaction(tbs.) 6841 16800 Passed Bearings: Bearing Location Input Length Required Length 1 Wall#46 0 8" 8" 2 Wall#72 0 8" 8" 3 Wall#74 5'4" 8" 8" 4 Wall#75 5'4" 8" 8" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift I (tbs.) 4" 1272 2146 3418 0 2(tbs.) 4" 1272 2146 3418 0 3(tbs.) 5' 1272 2146 3418 0 4(tbs.) 5' 1272 2146 3418 0 Loads: ' Load Location Live Dead Type Distributed(plf) 0 to 8" 0 to 0 81 to 81 Roof Distributed(plf) 8"to 4'8" 0 to 0 81 to 81 Roof Distributed(plf) 4'8"to 5'4" 0 to 0 81 to 81 Roof Distributed(plf) 0 to 8" 1274 to 1274 592.4 to 592.4 Roof Distributed(plf) 8"to 4'8" 1274 to 1274 592.4 to 592.4 Roof Distributed(plf) 4'8"to 5'4" 1274 to 1274 592.4 to 592.4 Roof Distributed(plf) 0 to 8" 263.4 to 263.4 224.6 to 224.6 Floor Distributed(plf) 0 to 8" -38.8 to-38.8 0 to 0 Floor Distributed(plf) 8"to 4'8" 263.4 to 263.4 224.6 to 224.6 Floor Distributed(plf) 8"to 4'8" -38.8 to-38.8 0 to 0 Floor Distributer!(plf) 4'8"to 5'4" 263.4 to 263.4 224.6 to 224.6 Floor Distributed(plf) 4'8"to 5'4" -38.8 to-38.8 0 to 0 Floor Obiect: Flush Beam#97 General: 1 1 3/4"x 9 1/2" 1.9E Microllam LVL Plies: 1 Length: 12' Deflection Criteria: Standard,Live Load L/360,Total Load L/240 Member Weight per ply(plf):4.8 ' Design Value Control Value Result Moment(Ft-lbs) -8 5299 Passed Shear(tbs.) -7 2843 Passed Live Load Deflection(") 0 .13" Passed Total Load Deflection(") 0 .2" Passed Reaction(tbs.) 8 8 Passed ' Bearings: Bearing Location Input Length Required Length 1 Flush Beam#55 0 0 1 1/2" 2 Flush Beam#56 12' 0 1 1/2" 3 Wall#45 0 12' 12' Reactions: ' Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift I(tbs.) 0 22 0 22 0 ' 2(tbs.) 12' 22 0 22 0 See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert6.40 (#691)A Page 9 VALENTE-COTMELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7i2005 5:04:35 PD4 3(lb3.) 2'to 72' 0 0 0 0 �-- 3(lbs.) 6'to 120' 0 0 0 0 Loads: ' Load Location Live Dead Type Hangers: Bearing# 1 Face Mount..................THF17925 Nailing Pattern Information Member Nails................2- 10d x 1-1/2 ' Face Nails.................. 8- IOd x 1-1/2 Geometry Infonnation Skew........................0- Slope,........_*...*..._0° No Web Stiffeners Required Support.....................LVL Hanger Note: (1)Indicates non-stocked hanger Bearing#2 Face Mount..................THF17925 Nailing Pattern Infonnation Member Nails................2- 10d x 1-1/2 Face Nails..................8- 10d x 1-1/2 Geometry Information Skew........................0° Slope.......................0° No Web Stiffeners Required Support.....................LVL Hanger Note: (1)Indicates non-stocked hanger ' Obiect: Flush Beam#85 General: ' 1 3/4"x 9 1/2" 1.7E TimberStrand LSL Plies:3 Length:4'5" Deflection Criteria: Standard,Live Load L/360,Total Load U240 Member Weight per ply(plf):5.3 Design Value Control Value Result ' Moment(Ft-lbs) 14194 20104 Passed Shear(lbs.) 11047 15295 Passed Live Load Deflection(") .06" .14" Passed ' Total Load Deflection(") A" .2" Passed Reaction(lbs.) 35906 35906 Passed Bearings: Bearing Location Input Length Required Length 1 Drop Beam#16 0 1 3/4" 1'5 1/8" 2 Wall#48 4'5" 5 1/2" 5 1/2" Reactions: Assumed Member Weight(plf): 14 Location Dead Load Live Load Total Load Uplift I(lbs.) 1/4" 11979 23924 35902 0 2(lbs.) 4' V 3017 5252 8269 0 Loads: See Tms Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 10 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5.04:38 PM Load Location Live Dead Type Concentrated(tbs.) T 2 1/4" 0 162 Roof Distributed(plf) 5"to 4'5" 0 to 0 81 to 81 Roof Distributed(plf) 5"to 4'5" 1133.3 to I t33.3 527 to 527 Roof Concentrated(Ibs.) 5" 24201 11898 Roof Distributed(plf) 0 to 4'5" 100 to 100 100 to 100 Floor Notes: Design Methodology: ASD IMPORTANT! The analysis presented above is output from software developed by Trus Joist(TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application,input design loads and stated dimensions have been provided by others,have not been checked for conformance with the design drawings of the ' building,and have not been reviewed by TJ Engineering. 1 See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpect 6.40 '"91)A Page I 1 VALENTE-COTMELL.JOB Member Calculations Report Curtis Lumber 460 Big Bay Road Queensbury,NY 12804 518-792-8601 ' 518-792-8603 Level Name: 1ST FLOOR DECK Status: Plotted Application: Floor Non-Residential: No Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM Object: Joist Area#89 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:4'5" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) 263 3175 Passed Shear(lbs.) -253 1330 Passed Live Load Deflection(") 0 .1" Passed Total Load Deflection(") .01" .2" Passed Reaction(lbs.) 265 265 Passed TJ-Pro Rating 71 40 Passed Bearings: Bearing Location Input Length Net Length 1 Flush Beam#56 4'4 1/8" 0 1 3/4" 2 Wall#50 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 4'4 1/8" 132 132 265 0 2(lbs.) 4 1/2" 1055 1856 2911 0 Loads: Roof Load Duration Factor.115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 4'4 1/8" 66.7 to 66.7 66.7 to 66.7 Floor Hangers: ' Bearing#I Face Mount..................THF23925 Nailing Pattern Information Member Nails................2-l0d x 1-1/2 Face Nails.................. 12- 10d x 1-1/2 Geometry Information Skew........................00 Slope.......................0° No Web Stiffeners Required Support.....................LVL ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 1 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PNI Hanger Note: (1)Indicates non-stocked hanger Notes: ' Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area#90 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length: 8' 1" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) 1053 3175 Passed Shear(lbs.) 530 1330 Passed Live Load Deflection(") .04" .2" Passed Total Load Deflection(") .08" A" Passed Reaction(lbs.) 530 530 Passed TJ-Pro Rating 62 40 Passed Bearings' ' Bearing Location Input Length Net Length 1 Flush Beam#55 0 0 1 3/4" 2 Drop Beam#95 8' 1/8" 1 3/4" 1 3/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 0 265 265 530 0 2(lbs.) 7' 11 3/8" 269 269 538 0 Loads: Load Location Live Dead Type Distributed(plf) 0 to 8' 1/8" 66.7 to 66.7 66.7 to 66.7 Floor Hangers: Bearing# I Face Mount..................THF23925 Nailing Pattern Information Member Nails_.......*,*,,*2- 10d x 1-1/2 Face Nails.................. 12- 10d x 1-1/2 Geometry Information Skew........................00 Slope................... ° No Web Stiffeners Required Support..................... LVL Hanger Note: (1)Indicates non-stocked hanger Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area#91 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" ' See Trus Joist Framer's Pocket Guide for Product Trademark Information Ti-Xpert 6.40 (#691)A Page 2 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AA1 _ Report Date:9/7/2005 5:04:20 PM Deflection Criteria: Standard,Live Load L/480,Total Load L/240 ' - Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings• • Bearing Location Input Length Net Length 1 Drop Beam#13 12'3" 3 1/2" 3 1/2" 2 Drop Beam#95 24'6" 1 3/4" 1 3/4" 3 Wall#46 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 12'3" 1003 1003 2005 0 2(lbs.) 24'5 1/4" 311 359 670 0 3(lbs.) 4 1/2" 1217 2071 3288 0 ' Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area#92 General: ' 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value. Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed ' Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: Bearing Location input Length Net Length I Drop Beam#14 24'6" 1.3/4" 1 3/4" 2 Drop Beam#94 IT 3" 3 1/2" 3 1/2" 3 Wall#46 0 5 1/2" 4 1/4" ' Reactions: Location Dead Load Live Load Total Load Uplift 1(lbs.) 24'5 1/4" 311 359 670 0 2(lbs.) 12'3" 1003 1003 2005 0 See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 3 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM _a_ Report Date:9/7/2005 .Q::2G I r' 3(lbs.) 4 1/2" 1217 2071 3288 0 -""-- ' Loads• Roof Load Duration Factor:1 15% ' Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Obiect: Joist Area#93 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 ' Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2444 3175 Passed Shear(lbs.) 914 1463 Passed ' Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 651 651 Passed TJ-Pro Rating 47 40 Passed Bearings' Bearing Location Input Length Net Length 1 Flush Beam#76 0 0 1 3/4" 2 Drop Beam#14 24'3 3/8" 1 3/4" 1 3/4" 3 Drop Beam#94 12'3/8" 3 1/2" 3 1/2" 4 Wall#46 0 5 1/2" 5 1/2" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 0 299 351 651 0 2(lbs.) 24'2 5/8" 310 359 669 0 3(lbs.) 12'3/8" 1009 1009 2018 0 4(lbs.) 0 0 0 0 0 Loads: Load Location Live Dead Type Distributed(plf) 0 to 24'3 3/8" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object:Joist Area# 100 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2444 3175 Passed See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 4 VALENTE-COTrRELL.JOB Design Date:9/7/2005 9:30: 7 AM Report Date:9/7/2005 5:04:20 PM Shear(lbs.) 914 1463 Passed =� Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 651 651 Passed ' TJ-Pro Rating 47 40 Passed Bearings: Bearing Location Input Length Net Length 1 Flush Beam#76 0 0 1 3/4" 2 Drop Beam#14 24'3 3/8" 1 3/4" 1 3/4" 3 Drop Beam#94 12'3/8" 3 1/2" 3 1/2" ' Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 0 299 351 651 0 ' 2(lbs.) 24'2 5/8" 310 359 669 0 3(lbs.) 12'3/8" 1009 1009 2018 0 Loads: ' Load Location Live Dead Type Distributed(plf) 0 to 24'3 3/8" 66.7 to 66.7 66.7 to 66.7 Floor Hangers: Bearing# 1 Face Mount..................THF23925 Nailing Pattern Information Member Nails................2- 10d x 1-1/2 Face Nails.................. 12- 10d x 1-1/2 Geometry Information ' Skew........................0° Slope.......................0° No Web Stiffeners Required Support.....................LSL Hanger Note: (1)Indicates non-stocked hanger ' Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required ' Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area# 101 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" Deflection Criteria: Standard,Live Load U480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2444 3175 Passed Shear(lbs.) 914 1463 Passed Live Load Deflection(") .13" .3". Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 651 651 Passed TJ-Pro Rating 47 40 Passed ' Bearings: Bearing Location Input Length Net Length ' 1 Flush Beam 176 0 0 1 3/4" See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 5 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 3:04:20 PM 2 Drop Beam#14 24'3 3/8" 1 3/4" 1 3/4" � 3 Drop Beam 994 12'3/8" 3 1/2" 3 1/2" 4 Wall#75 0 5 1/2" 5 1/2" ' Reactions: Location Dead Load Live Load Total Load Uplift 1 (tbs.) 0 299 351 651 0 2(tbs.) 24'2 5/8" 310 359 669 0 3(tbs.) 12'3/8" 1009 1009 2018 0 4(tbs.) 0 0 0 0 0 ' Loads: Load Location Live Dead Type Distributed(plf) 0 to 2413 3/8" 66.7 to 66.7 66.7 to 66.7 Floor Hangers: Bearing#4 Face Mount..................THF23925 Nailing Pattern Information Member Nails................2- 10d x 1-1/2 Face Nails.................. 12- 1 Od x 1-1/2 Geometry Infonmation ' Skew........................00 Slope.......................0 No Web Stiffeners Required Support.....................LSL Hanger Note: (1)Indicates non-stocked hanger Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Raring) Object:Joist Area# 102 General: 9 1/2"TH 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(tbs.) 912 1463 Passed ' Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(tbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed ' Bearings: Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 12'3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" ' Reactions: Location Dead Load Live Load Total Load Uplift 1 (tbs.) 24'5 1/4" 311 359 670 0 ' 2(tbs.) IT 3" 1003 1003 2005 0 See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A . Page 6 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM 3(tbs.) 4 1/2" 12177 2071 3288 0 ' Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Obiect: Joist Area# 103 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 ' Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(tbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(tbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings' ' Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1-3/4" 2 Drop Beam#94 I T 3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (tbs.) 24'5 1/4" 311 359 670 0 ' 2(tbs.) IT 3" 1003 1003 2005 0 3(tbs.) 4 1/2" 1222 2081 3304 0 Loads: ' Roof Load Duration Factor:I IS% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 1710 795 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor ' Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) ' Object: Joist Area# 104 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load U480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 7 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM Moment(Ft-lbs) -2414 3175 Passed ' Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" 3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: ' Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 IT 3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions• Location Dead Load Live Load Total Load Uplift ' 1 (lbs.) 24'5 1/4" 311 359 670 0 2(lbs.) 12'3" 1003 1003 2005 0 3(lbs.) 4 1/2" 1222 2081 3304 0 ' Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1710 795 Roof Distributed(plf) 0 to 24'6" 66.7 to 66-7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"' Panels(24"Span Rating)Obiect: Joist Area# 105 Problem 1 of 5 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 ' Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed ' Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings Bearing Location Input Length Net Length ' 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 i2'3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'5 1/4" 311 359 670 0 2(lbs.) I T 3" 1003 1003 2005 0 3(lbs-) 4 1/2" 429 378 806 0 Loads: ' See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6,40 (#691)A Page 8 VALENTE-COTTRELLJOB Design Date:9/7/2005 9.30:57 AM Report Date:9/7/2005 5:0::20 PM Roof Load Duration Factor:115% , Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 6 1 Roof ' Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking: 23/32"Panels(24" Span Rating) Object: Joist Area# 105 Problem 2 of 5 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed ' Shear(tbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(tbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings' ' Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 12'3" 3 1/2" 3 1/2" ' 3 Wall#75 0 5 1/2" 4 1/4" Reactions Location Dead Load Live Load Total Load Uplift ' I (tbs.) 24'5 1/4" 311 359 670 0 2(tbs.) IT 3" 1003 1003 2005 0 3(tbs.) 4 1/2" 446 447 893 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type ' Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs'.) 2 3/4" 75 18 Roof Distributed(plf) 0 to 241611 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required Direct Applied Ceiling is Not Required ' Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area# 105 Problem 3 of 5 General: ' 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load U480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed ' Live Load Deflection(") .13" .3" Passed See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 9 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM Total Load Deflection(") .22" .61" Passed ' Reaction(tbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed ' Bearings: Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 IT 3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (tbs.) 24'5 1/4" 311 359 670 0 2(tbs.) IT 3" 1003 1003 2005 0 ' 3(tbs.) 4 1/2" 463 516 979 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 144 35 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor ' Notes: Glued and nailed decking is required. ' Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area#105 Problem 4 of 5 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 1 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(tbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(tbs.) 2005 2410 Passed ' TJ-Pro Rating 47 40 Passed Bearings: Bearing Location Input Length Net Length ' 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 IT 3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (tbs.) 24'5 1/4" 311 359 670 0 ' 2(tbs.) IT 3" 1003 1003 2005 ' 0 3(lbs.) 4 1/2" 480 586 1065 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof ' See Trus Joist Frame's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 10 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:2 1 PM Concentrated(lbs.) 2 3/4" 214 52 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: ' Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32" Panels(24" Span Rating) Object: Joist Area# 105 Problem 5 of 5 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" ' Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf): 2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings' ' Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#94 IT 3" 3 1/2" 3 1/2" 3 Wall#75 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'5 1/4" 311- 359 670 0 2(lbs.) 12'3" 1003 1003 2005 0 3(lbs.) 4 1/2" 494 644 1137 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 272 67 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor ' Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required ' Floor Decking:23/32"Panels(24"Span Rating) Object:Joist Area# 106 General: ' 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs') -2414 3175 Passed Shear(lbs.) 912 1463 Passed ' Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed ' See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 11 VALENTE-COTTRELLJOB Design Date:9/7/200-5 9:30:57 AM Report Date:9/7/2005 5:04:20 PM Bearings: Bearing Location Input Length Net Length 1 Drop Beam#13 12'3" 3 1/2" 3 1/2" 2 Drop Beam#95 24'6" 1 3/4" 1 3/4" 3 Wall#46 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift I (lbs.) IT 3" 1003 1003 2005 0 2(lbs.) 24'5 1/4" 311 359 670 0 3(lbs.) 4 1/2" 1217 2071 3288 0 Loads: Roof Load Duration Factor:115% ' Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. ' Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Obiect:Joist Area# 107 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 ' Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: ' Bearing Location Input Length Net Length 1 Drop Beam#95 24'6" 1-3/4" 1 3/4" 2 Drop Beam#96 I T 3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 4 1/4" ' Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'5 1/4" 311 359 670 0 ' 2(lbs.) 12-311 1003 1003 2005 0 3(lbs.) 4 1/2" 1217 2071 3288 0 Loads: Roof Load Duration Factor 115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof ' Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24,6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 12 VALENTE-COTTRELL.JOB ' Design Date:9/7/2005 9:30:57 A114 Report Date:9/7/2005 5:04:26 P61 ' Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area# 108 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed ' Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: 1 • Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#15 I T 3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (Ibs.) 24'5 1/4" 311 359 670 0 2(lbs.) IT 3" 1003 1003 2005 0 3(lbs.) 4 1/2" 1217 2071 3288 0 ' Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor ' Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required ' Floor Decking:23/32"Panels(24"Span Rating) Object:Joist Area#109 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 ' Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed earin s. Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" . 1 3/4" See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-XpeR 6.40 (#691)A Page 13 VALENTE-COTTRELL.JOB ' Design Date:9/7/2003 9:30:57 AM Report Date:9/7/2005 5:04:20 PM 2 Drop Beam#15 12'3" 3 1/2" 3 1/2" ' 3 Wall#50 0 5 1/2" 4 1/4" Reactions: ' Location Dead Load Live Load Total Load Uplift 1 (tbs.) 24'5 1/4" 311 359 670 0 2(tbs.) 12'3" 1003 1003 2005 0 3(tbs.) 4 1/2" 1217 2071 3288 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 1699 790 Roof ' Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Obiect: Joist Area# 110 ' General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 ' Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(tbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(tbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: Bearing Location Input Length Net Length ' 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#15 IT 3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 4 1/4" ' Reactions: Location Dead Load Live Load Total Load Uplift 1(tbs.) 24'5 1/4" 311 359 670 0 ' 2(tbs.) IT 3" 1003 1003 2005 0 3(tbs.) 4 1/2" 1217 2071 3288 0 ' Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(tbs.) 2 3/4" 0 108 Roof Concentrated(tbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. .Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) iSee Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 14 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM 1 Object: Joist Area# 111 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:24'6" ' Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: Bearing Location Input Length Net Length 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#15 12'3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'5 1/4" 311 359 670 0 2(lbs.) IT 3" 1003 1003 2005 0 1 3(lbs.) 4 1/2" 1217 2071 3288 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 241611 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object. Joist Area# 112 ' General: 9 1/2"TA 230 joist Spacing: 16" Plies: 1 Length:24'6" Deflection Criteria Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2414 3175 Passed Shear(lbs.) 912 1463 Passed Live Load Deflection(") .13" .3" Passed Total Load Deflection(") .22" ..61" Passed Reaction(lbs.) 2005 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: Bearing Location Input Length Net Length ' 1 Drop Beam#14 24'6" 1 3/4" 1 3/4" 2 Drop Beam#15 I T 3" 3 1/2" 3 1/2" 3 Wall#50 0 5 1/2" 4 1/4" iSee Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 15 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:Za:PM Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 24'5 1/4" 311 359 670 0 2(lbs.) IT 3" 1003 1003 2005 0 3(lbs.) 4 1/2" 1217 2071 3288 0 Loads: Roof Load Duration Factor:1 15% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof ' Concentrated(lbs.) 2 3/4" 1699 790 Roof Distributed(plf) 0 to 24'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: ' Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Object: Joist Area# 113 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: I Length:28'6" ' Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result ' Moment(Ft-lbs) -2178 3175 Passed Shear(lbs.) 894 1463 Passed Live Load Deflection O .12" .3 Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 1885 2410 Passed TJ-Pro Rating 47 40 Passed Bearings: . Bearing Location Input Length Net Length 1 Drop Beam#14 28'6" 1 3/4" 1 3/4" 2 Drop Beam#15 16'3" 3 1/2" 3 1/2" ' 3 Drop Beam#16 4'5" 3 1/2" 3 1/2" 4 Wail#48 0 5 1/2" 4 1/4" 5 Wall#50 4'2 3/4" 5 1/2" 5 1/2" Reactions: . Location Dead Load Live Load Total Load Uplift 1(lbs.) 28'5 1/4" 332 344 676 0 2(lbs.) 16'3" 940 945 1885 0 3(lbs.) 4'5" 306 379 685 0 4(lbs.) 4 1/2" 0 347 347 0 ' 5(lbs.) 4'2 3/4" 306 379 685 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Distributed(plf) 0 to 28'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required ' Floor Decking:23/32"Panels(24"Span Rating) See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 16 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM 1 Obiect: Joist Area# 114 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:28'6" ' Deflection Criteria: Standard,Live Load L/480,Total Load L/240 Member Weight per ply(plf): 2.7 Design Value Control Value Result ' Moment(Ft-lbs) -2168 3175 Passed Shear(lbs.) 893 1463 Passed Live Load Deflection(") .12" .3" Passed Total Load Deflection(") .22" .61" Passed Reaction(lbs.) 1881 2410 Passed TJ-Pro Rating 47 40 Passed Bearings' Bearing Location Input Length Net Length 1 Drop Beam#14 28'6" 1 3/4" 1 3/4" ' 2 Drop Beam#15 16'3" 3 1/2" 3 1/2" 3 Drop Beam#16 4'5" 3 1/2" 3 1/2" 4 Wall#48 0 5 1/2" 4 1/4" Reactions: Location Dead Load Live Load Total Load Uplift 1 (lbs.) 28'5 1/4" 334 343 676 0 2(lbs.) 16'3" 938 943 1881 0 3(lbs.) 4'5" 605 749 1353 0 4(lbs.) 4 1/2" 0 357 357 0 Loads: Roof Load Duration Factor:115% Load Location Live Dead Type ' Concentrated(lbs.) 2 3/4" 0 108 Roof Distributed(plf) 0 to 28'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Notes: Design Methodology. ASD IMPORTANT! The analysis presented above is output from software developed by Trus Joist(TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application,input design loads and stated dimensions have been provided by others,have not been checked for conformance with the design drawings of the building,and have not been reviewed by TJ Engineering_ See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 {#691)A Page 17 VALENTE-COTTRELL.JOB Member Calculations Report Curtis Lumber 460 Big Bay Road Queensbury,NY 12804 518-792-8601 ' 518-792-8603 Level Name: 1ST FLOOR DECK Status: Plotted Application: Floor Non-Residential: No Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM ' Obiect: Joist Area# 115 General: 9 1/2"TJI 230 joist Spacing: 16" Plies: 1 Length:28'6" Deflection Criteria: Standard,Live Load L/480,Total Load U240 Member Weight per ply(plf):2.7 Design Value Control Value Result Moment(Ft-lbs) -2168 3175 Passed Shear(lbs.) 893 1463 Passed Live Load Deflection(") .12" .3" Passed Total Load Deflection(") .22" .61 Passed Reaction(lbs.) 1881 2410 Passed TJ-Pro Rating 47 40 Passed Bearings• . Bearing Location Input Length Net Length 1 Drop Beam#14 28'6" 1 3/4" 1 3/4" 2 Drop Beam#15 16'3" 3 1/2" 3 1/2" 3 Drop Beam#16 4'5" 3 1/2" 3 1/2" 4 Wall#48 0 5 1/2" 4 1/4" Reactions: ' Location Dead Load Live Load Total Load Uplift I (lbs.) 28'5 1/4" 334 343 676 0 2(lbs.) 16'3" 938 943 1881 0 3(lbs.) 4'5" 605 749 1353 0 4(lbs.) 4 1/2" 0 357 357 0 Loads Roof Load Duration Factor:115% Load Location Live Dead Type Concentrated(lbs.) 2 3/4" 0 108 Roof Distributed(plf) 0 to 28'6" 66.7 to 66.7 66.7 to 66.7 Floor Notes: Glued and nailed decking is required. Direct Applied Ceiling is Not Required Floor Decking:23/32"Panels(24"Span Rating) Notes: Design Methodology: ASD See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.40 (#691)A Page 1 VALENTE-COTTRELL.JOB Design Date:9/7/2005 9:30:57 AM Report Date:9/7/2005 5:04:20 PM IMPORTANT! The analysis presented above is output from software developed by Trus Joist(TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application,input design loads and stated dimensions have been provided by others,have not been checked for confonnance with the design drawings of the building,and have not been reviewed by TJ Engineering. 1 r ' 1 r r r 1 r - r r r r r r - r ' See Trus Joist Framer's Pocket Guide for Product Trademark Information ' TJ-Xpert 6.40 (#691)A Page 2 VALENTE-COTTRELL.JOB Roof Truss Design Calculations mm ,a mm M M 78-b-0 R23 it R22 ----------------- R21 - ---------- R?4 U. LO 0) R15 it , -41 ------- R1 1 171 T-TT I R'61 1 1 R5 R2 R5 9 --- ---L] 9 R4 Q 8-0-0 50-0-0 F4 12-0-0 W28-0-0 TRUSSES HAVE BEEN DESIGNED BASED ON TRUSS DESIGNERS Roof Loading Account: QUEENSBURY E INTERPRETATION OF THE CONSTRUCTION DESIGN DOCUMENTS TIC Live: 20.00 psf Job: L7343 OR INFORMATION RECEIVED FROM CURTIS LUMBER SALES TIC Dead: 10.00 psf Designer: LUCAS AHL REPRESENTATIVE.CUSTOMER IS TO REVIEW AND APPROVE ALL - TRUSSES. BC Live: 10.00 psf Checker: NONE ASSIGNE BC Dead: 10.00 psf Date: 09-01-05 TIC Stress Inc: 15.00 BC Stress Inc: 16.00 LJ r- L.All=CIMIJ with pulf-SLAM71rtal M51011 www.OffactuivTom Spacing:variable Job:L7343 Mark: R1 Quantity: 1*4P Type: 6.6 Span: 280000 P1-H1: 7 Left OH: 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXII-AN REACTIONS: Common Girder NOTES: ON JOINTS EXCEPT: TOP 0.54 2x 6 SPF-02 O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads (plf) Trusses Manufactured by: JT PLATE SIZE X Y BTM 0.55 2x 8 SP-SS TC Cont. 0 28- 0- 0 LBS IN-SX IN-SX TC 107.6@ A to 107.6@ B SARATOGA LUMBER TRADERS V 3.00x 8.00 0.25 -0.43 WEIS 0.85 2x 4 SPF-()2 BC Cont. 0 28- 0- 0 A 7119 5- 8 2- 2 TC 107.6@ B to 107.6@ C Analysis Conforms To: J 4.00x 6.00 0.25 -0.43 EXCEPTIONS: Q 40440 3- 8 3- 1 BC 1774.7@ A to 1774.7@ Q ANSI/TPI 95 6 02 R 5.00x 8.00 -0.43 -0.25 W3R 2x 4 SP-MS C 19983 5- 8 5-14 BC 1774.7@ Q to 1774.7@ C Girder Common K 7.00x 8.00 0.43 -0.25 W10 SAME AS W3R Point Loads (lbs) Loading BC S2 6.00x 6.00 0.13 0.22 W7 2x 8 SP-SS UPLIFT FOUND AT BEARINGS BC 8264.4D LL@ M Span 49- 0- 0 L 3.00x 6.00 -0.25 -0,43 W9 SAME AS W7 BRG UPLIFT BRG UPLIFT BC 5509.6D DL@ M 4 COMPLETE TRUSSES REQUIRED. C 5.00x12.00 -1.72 0.96 W6 2x 6 SPF-M2 LBS LBS Fasten together in staggered D 4.00x 9.00 CNTR -0.71 A 535 Q 1405 pattern. (1/2" bolts -OR- E 5.00x 8.00 -0.50 CNTR TC Fb=1.15 Fc=1.10 Ft=1.10 C 432 SDS6 screws -OR- 16d nails $ 7.00x10.00 -0.50 CNTR BC Fb=1.10 Fc=1.10 Ft-1.10 as each layer is applied.) Q 10.00x14.00 CNTR 1.38 LL Defl -0.1611 in M -S3 L/999 ----Spacing (In)---- G 5.00x 5.00 CNTR 0.50 TL Defl -0.2411 in M -S3 L/781 Rows Nails Screws Bolts S 6.00x 6.00 CNTR -1.53 Shear // Grain in G -Q 0.80 TC 2 12 24 24 T 3.00x 6.00 CNTR -1.58 BC 2 3 5.5 7.5 WB 1 4 4 No bolts in 2x4s or smaller. Plus clusters of nails where HO 8-10 6x6= HO 8-10 Plusown use 1/2 In (ASTM-A307) B HH 2-4 Sx8\\T1U � 2-4 thru bolts at each panel R 7x8// point and on each side of K splices in 2x6 or larger 4x6, chords only. 7 F-4x6-i J T2U Sx16- OH Loading S1 N 6x6 Soffit psf 2.0 3x8�i Provide connection to bearing S2 for 312 Lba Horiz Reaction 9-5-11 V W1 3x6,1 Run vertical thru bottom chord 8-10-10 3x6-,i W2R L Joint Q U W9 W 0 W6 Prevent truss rotation at all yP3 bearing locations.1 TCI. W7 W8 yam, Use properly rated hangers for W14 loads framing into girder 4x6= W15 5xl2= truss. A W13 C Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main • Wind-Force Resistance System. T 81 S G F E B2L D B2R Wind Speed: 90 mph 3x611 6x611 5x5= 7x1011 5x811 L:8264.44x911 Mean Roof Height: 25-0 :5509.6 Exposure Category: C Occupancy Factor : 1.00 W:508 W:308 M W:508 Building Type: Enclosed R:7119 R:40440 20G-RHS-10xl4i1 R:19983 Zone location: Exterior U: 535 U:1404 U: 431 TC Dead Load 6.0 psf S3 BC Dead Load 6.0 psf Q 6x6= G Roof Snow Load per ASCE 7-98 1Ox14- a Ground Snow Load = 70.0 psf 0 Rain Load = 0.0 psf TC 1 3-7-10 6-6-10 9-5-11 i1-8-4 14-0-0 16-9-5 19-9-12 22-10-14 26-0-0 _ _ _ _ _11 _ _ _ _ _ _ _ _ _ _ _ _ Importance Factor 1.0 Thermal Factor 1.0 1d 28-0-0 6J Exposure Factor 0.9 Balanced Load Factor 0.6 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Unbalanced Load Factor 1.7 Unbalanced Loads Checked Load Factors = 1.67 and 0.00 Max coirp. force 26945 Lbs Quality Control Factor 1.25 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbingi Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 368.9 LEIS Scale: 0.18811 = 1' ROBBINS LOCK connector plates(20 ga.gale.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no responsibility for the ercctiun of trusses,field bracing or shall be applied on both fact r of truss at each Joint.Center the plates..less shown permanent truss bracing.Refer to HIE-91 as published by the Truss Plate Institute, Standard Loading(Snow) Designer: LUCAS AHL othernise by circles(o)or dimensions.Unless otherwise Indicated by a"v",all sluts in $83 D'Onofrlo Drive,Suite 200,Madison,Wisconsin 53719.Penuns enacting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates ran parallel with the chords or huriwntally at the peak and/or heel.No louse are cautioned tu seek professional advice concerning proper erection bracing to TC Dead 10 of Reviewer: knots or wafts In plate contact ams.Spike only where shown.Overall spans assume' prevent toppling anti"dumMu ea P ing".Care should be taken to prevent damage during q"bearings at each end,unless indicated uthervise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom churls shall be BC Live 10 psf Designed: perfumed on equipment which produces snug fining Mate anti plates.This design adequately braced In the absence of sheathing or rigid telling,respectively.111,the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilized on this drawing meet Lumber and Its Fastenings"(AFPA),"Design SpeciDcat ins for Light Metal Plate or exceed the actual dead lends imposed by the stmeture and the Ike loads impusad Total 73.8 psf Rev Date: Connected Wuud Trusses"(TPU,and HUD Design Criteria for Trussed Rafters. by the local building rode or historical climate records. Lumber SI 1.15 Run Date! 0 9/0.'./05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR Spacing 20 i Di IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAD.TO REVIEW THIS DRAWING,& � g 4. n. Drawing: VF.RIWV THATnATA INr'i.11DINn n1M a.i-nR roNropm Tn AR('H of A N I RPV C b Fe n TRt RR I.A Vfn ITR Robbins Engineering,Inc./Online Plusn'0 1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:32 AM Page 1 PDF created with pdfFactory trial version www.pdffactorv.com r = M M M M M M M M M M = M M Job:L7343 Mark: R2 Quantity: 1 Type: TR Span: 280000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.16 2x 4 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.05 2x 4 SP-#1 BTM CHORD - CONTINUOUS LEIS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 WBS 0.37 2x 4 SPF-#2 lx4 CONTINUOUS LATERAL BRACING * 583 N/A N/A 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 26.90 1.00 LG1 0.10 2x 4 SPF-#2 ATTACHED WITH (2) 8d NAILS *CONTINUOUS BETWEEN A -C 3. WIII) IOADS - ANSI/ASCE 7-98 A 2.00x 4.00 49.67 1.00 LG2 0.10 2x 4 SPF-#2 EACH MEMBER WHERE INDICATED TRUSS IS DESIGNED AS A B COOK 4.00 CNTR 2.20 BY ®. UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM C 5.00x 5.00 5.11 2.42 REPETITIVE MEMBER INCREASES: BRG UPLIFT ERG UPLIFT FOR EXTERIOR ZONE LOCATION C 2.00x 4.00 26.90 1.00 FB 15.0% FT 0.0% FC 0.0% LEIS LES WIND SPEED - 90 MPH C 2.00x 4.00 49.67 1.00 A -C 96 MEAN ROOF HEIGHT - 251 N 5.00x 6.00 CNTR 3.00 EXPOSURE CATEGORY - C DL+LL DEFL = 0,0111 IN Y-B OCCUPANCY FACTOR - 1.00 LL DEFL = 0.0011 < ERG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 999 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROMM SNOW LOAD = 70.0 PSF RAIN LOAD NOT REQID IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 Ito 8-10 Y d8x4--_ Z HO 8-10 5. UNBALANCED IOADS LD CCHECKED 67) HR 4-9 2x411 2x411 3x61 HH 4-g (UNBLN Ia FAC = 1.67, 0.00). 3x6, L 0 82 6. ANCHOR TRUSS FOR A TOTAL S1 2:9= 2x411 HORIZONTAL LOAD OF 344 L.BS. J .Q ' 7 F- 2x411 2x411 H 3 2x411 2x411 9-3-6 F 5 5 U 8-10-10 2x411 2x G:3411 D 3 6 W 2x4ii TCL TCL 2x4,- 2x4i 1 4 4 2x4� 5x5:W 5x5- 2 A I,G1 C lei 8 E GBCL I K M N P R TBCL V X. 2x411 2x411 2x411 2x411 2x411 5x6- 2x411 2x411 2x411 2x4l i 2x411 0 0 a F SPL v O o TC 14-0-0 28-0-0 i 28-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Ina./Online Pluses APPROX. TRUSS WEIGHT: 244.7 LBS Scale: 0.1881, = 11 ROBBINS LOCK conneetor plater(20 ga,gale.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no responsiblity for the section of trusses,field bracing or shall be applied on both faces of trust at each Joint.Center the plates unless shown permanent truss bracing.Refertu HID-91 as publishai by the Tmss Plate Institute, Loadcase #1 Designer: LUCAS AHL titherwlae by dreks(o)or dimensions.Vniess otherwise indicated by a"v",all sluts In 583 D•Onofriu Drive,Suite 200,Madison,Wisconsin 53719.Persons emcting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates ran pamlkl with the chords or horlamtally at the peak and/or hmi.No loose am cautioned to seek pmfessional advice concerning proper erection bracing to knots or wanes in plate contact area.Spike only where shows.Overall spans assume prevent toppling and"dominuing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer 411 hearings at each cut[,unless Indksled otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom choral,shall be BC Live 10 psf Designed: performed on equipment which produces snug fining Joints and plaits.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: " was prePared In accordance with"Nationa]Design Specifications for Stress-Grade rtepunslbilln of tither!toii-rtdn that the design loads utilized on this drawing meet Lamber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or eaeed the actual dead kinds Imposed by the structure and the Ike loads Imposed Total 73.8 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate miu nis. Lumber $I 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. $ acing 24.0 in. Drawing: IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& p g VERIFY THAT nATA INr't,ImMG r1rM R I.na DG f nN alraM T!1 I.C.PLAN,sP Fr'C x,Fen TnIiCC l.I VIi11T.0 Robbins Engineering,Inc./Online Must"®19984005 Version 17.7.009 Engineering Review Drawing 9/l/2005 10:58:33 AM Pagel ~ PDF created "lith pdfFactory trial version www.pdffactory.com M M M M M M 111111111111111i' r M M M M M � Job:L7343 Mark: R3 Quantity: 1 Type: TR Span: 280000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM,REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.89 2x 4 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.84 2x 4 SP-M1 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS • 6,00x 6.00 5.11 2.05 WETS 0.49 2x 4 SPF-N2 A 2619 5- 8 3- 1 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 23.86 1.00 LG1 0.91 2x 4 SPF-M2 C 2607 5- 8 3- 1 3. WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 43.59 1.00 142 0.90 2x 4 SPF-M2 TRUSS IS DESIGNED AS A S1 4.00x 6.00 CNTR 0.00 UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM B 5.00x 5.00 CNTR 2.20 REPETITIVE MEMBER INCREASES: BRG UPLIFT BRG UPLIFT FOR EXTERIOR ZONE LOCATION C 2.00x 4.00 23.86 1.00 FB 15.0% FT 0.0% FC 0.0% LBS LBS WIND SPEED - 90 MPH C 2.00x 4.00 43.59 1.00 A 237 C 235 MEAN ROOF HEIGHT - 251 C 6.00x 6.00 5.11 2.05 EXPOSURE CATEGORY - C D 4.00x 4.00 1.75 1.75 DL+LL DEFL = 0.5911 IN S1-H OCCUPANCY FACTOR - 1.00 E 4.00x 4.00 2.25 1.75 LL DEFL se 0.2611 < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) se 567 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD - 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW LOAD - 70.0 PSF RAIN LOAD NOT REQID IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 5x5-HO 8-10 BAL,UNHAL LD FAC=0.63,1.67) - HH 4-9 B HO 810 (HH 4-9 5. UNBALANCED LOADS CHECKED H I (UNDLSI LD PAC = 1.67, 0.00). TCU TCU 6, PREVENT TRUSS ROTATION AT ALL BEARING LOCATIONS. 4x6G 3x6J 7. ANCHOR TRUSS FOR A TOTAL 7 81 S2 HORIZONTAL LOAD OF 342 LBS. 2x4\\ 2x4/i 9-3-6 F Wl G 8-10-10 W1 2x4 TCL TC 2x4% W2 2x4-- 2x4 6x6j;g W2 6x6= A C L(31 BCL E 53 D BCL 4x4= 3x6= 4x4- W:508 W:508 cR:2619 R:26Q5 !�7: 236 U: 2.4 0 TC 1 7-0-0 1 14-0-0 21-0-0 1 28-0-0 28-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins En ineerin Inc./Online Plus" APPROX. TRUSS WEIGHT: 189.6 LBS Scale: 0.1881, = 11 ROBSINS LOCK connector Plata.(21)go.gam qw;l-ASTIR A452 SS finuk,40) Robbins Enµ,C11,ba.r as rap.usibldty few the ereetio .t traaaeA,Rald braking m, shall be appllad wn both faeea of tw.m at aoeh Joint.Canor the plants unless shown permanent truss bracing,later to H11141 as publiahud by the Truss Plate Institute, Loadease 41 Dood1gner: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise indicated by a"v",all slots In $53 D'OnoMo Ddve,Suite 200,Madison,Wisconsin 57719.Persons erecting trusses TC Live 43.8 pelf Checker: NONE ASSIGNED plates ran parallel with the chunb or hodmataily at the peak and/or heel.No I...e are cautioned Ia seek professional advice concerning properemethm bmeing to ka.n ur wanes in plate contact area Splice only he.shown.Overall spans sasume prevent toppling and"dominating".Can should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"hearings at each end,unless Indicated otherwise.Cultiag and fabee.ton shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 pSf Designed: performed tin equdpmenl which produces snug Ruing).into and plates.This design adequately braced In the.bsence of sheathing or rigid calling,respectively.It is the BC Dead 10 pSf Rev No: was prepared in accunlance with"National Design SpeeBkatluns for Stress-Grade responsibility of other to ascertain that the design loads utilized on this drawing mewl Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the lit r loads imposed Total 73.8 pSf Rev Date: Connected Want Tmsses"ITPI and HVD Design Cdterin for Tressed Rafter. b the local building code or historical climate mconis. )' tm y g Lumber 82 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. I IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,h Spacing 24.0 in. Drawing: gy, WRIFV THAT IIATA INf I./rniNl:nm X 111A nV rnNpnR%t Tn Aprw PLAN/.Ca Fre A FAR TUITAs I.avnt]TQ Robbins Engineering,Inc./Online Plus-®1996-2005 Version 17.7.009 Engineering Re iew Drawing 9/1/2005 10:56:34 AM Page 1 PDF created with pdfFactory trial version www.pdffactoi-y.com M M = M = M = M M ! = M M M M M = M r Job:L7343 Mark: R4 Quantity: 1 Type: TR Span: 120000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LEVER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.14 2x 4 SPF-M2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIEE X Y 87M 0.03 2x 4 SPF-82 BTM CHORD - CONTINUOUS LES IN-SX iv-SX SARATOGA LUMBER TRADERS A 5.0Ox 5.00 5.11 2.42 WES 0.07 2x 4 SPF-M2 * 435 N/A N/A 2. EMPIRICAL ANALOG IS USED. A 3.00x 4.00 13.01 1.50 LG1 0.04 2x 4 SPF-M2 *CONTINUOUS BETWEEN A -C 3. WIND LOADS - ANSI/ASCE 7-98 B 4.00x 4.00 CM 2.20 L42 0.02 2x 4 SPF-M2 TRUSS IS DESIGNED AS A C 5.00x 5.00 5.11 2.42 UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM C 3.00x 4.00 13.01 1.50 REPETITIVE MEMBER INCREASES: ERG UPLIFT ERG UPLIFT FOR EXTERIOR ZONE LOCATION FB 15.0% FT 0.0% FC 0.0% LBS LES WIND SPEED - 90 MPH A -C 91 MEAN ROOF HEIGHT - 25, EXPOSURE CATEGORY - C DL+LL DEFL - 0.0011 IN F-B OCCUPANCY FACTOR - 1.00 LL DEFL < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 999 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW LOAD = 70.0 PSF RAIN LOAD NOT REQrD IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 80 8-10 4x4_ 80 5-10 (SAL,UNBAL LD FAC=0.6 3,1.6 7) 8H 4-9 B HE 4-9 5. UNBALANCED LOADS CHECXED TC 6. AN HOR TRUSS CFOR IA6TOTAL 0) 2x4II 2x4II HORIZONTAL LOAD OF 169 LES. ITF I 7 4-7-6 3x4, S 3x4,- D K 4-2-10 3x4o TC 3x4.- 5xx5L 3 S S 5C5= LG1 E G 8 El J L 2x4I I 2 x 411 2 x 41 I 2 x 4 I I 2 x 4 I I TC 1-4-0 6-0-0 12-0-0' 1-4-0 SC 12-0-0 12-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Ina./Online Plus" APPROX. TRUSS WEIGHT: 85.0 LES Scale: 0,37511 1' a BOBBINS LUCK connector plates(20 ga.gad.steed•ASTM Ati53 SS Crude 40) e plate Robbins Eng.Cu.bean no rcspunaibliry�for the erection of tmues,Red bracing or shall be applied on both faces of truss at each Joint.Center th $unless shown permanent truss bracing.Refer to HIS-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(o)or dimenekn t.Unless otherwise Indicated by n"v".all sluts In 583 D'OnuMu Drive,Suite 20e,Madison,Wisconsin 53719.Persons cmcting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates run parallel with the chords or horizontally at the peak and/or heel.No loose are cautioned to neck professional advice cinimming proper erector bracing to ro knots or wanes in plate contact ams.Splice only where shown.Overall spans assume prevent toppling and"dominodeg".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"beatings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,atomg,,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting Joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the SC Dead 10 psf Rev No: y�` was Prepared lit accordance with"National Design Specifications fur Stress-Crude responsibility of other to ascertain(hat design loads utilittA on this drawing meal t,a Lumber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or escced the actual dead loads imposed by the structure unit the It,c lauds imposed Total 73.8 psf Rev Date: Connected Wood Trusses"(TPD,and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 08/31/05 l! FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, Plate SI 1.15 Version: 17.7.009 s IT 19 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS PAR.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing: VFRWV THAT nATA INCIAMINO nIM A i nA De roNFnRM Tra Aurm P1,e N 1APFCq A FA n TFI Me VAVn1TTC Robbins Engineering,Inc./Online Pluslm Q 1996.200S Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:34 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R5 Quantity: 2 Type: TR Span: 120000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.28 2x 4 SPF-#2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.45 2x 4 SPF-#2 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 WEIS 0.11 2x 4 SPF-#2 A 1271 5- 8 2- 0 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 14.86 1.00 LG1 0.28 2x 4 SPF-#2 C 1259 5- 8 2- 0 3. WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 25.59 1.00 L42 0.27 2x 4 SPF-#2 TRUSS IS DESIGNED AS A E 4.00x 4.00 CNTR 2.20 UPLIFT FOUND AT HEARINGS MAIN WIND-FORCE RES SYSTEM C 5.00x 5.00 5.11 2.42 REPETITIVE MEMBER INCREASES: BRG UPLIFT ERG UPLIFT FOR EXTERIOR ZONE LOCATION C 2.00x 4.00 14.86 1.00 FS 15.0% FT 0.0% FC 0.06 LBS LBS WIND SPEED - 90 MPH C 2.00x 4.00 25.59 1.00 A 144 C 142 MEAN ROOF HEIGHT - 251 EXPOSURE CATeGORY - C DL+LL DEFL = 0.0611 IN G-B OCCUPANCY FACTOR - 1.00 LL DEFL = 0.0311 < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 999 TC DEAD LOAD - 6.0 PSF BC DEAD LOAD - 6.0 PSF 4. ROOF SNOW TOAD PER ASCE 7-98 GROUND SNOW LOAD = 70.0 PSF RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 4x4= EXPOSURE FACTOR: 0.90 HO 8-10 B HO 8-10 (BAL,UNBAL LD FAC=0.63,1.67) HE 4-9 HE 4-9 5. UNBALANCED LOADS CHECKED (UNBLN LD FAC - 1.67, 0.00). 6. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 166 LBS. 7 2x4,- 2x4% G E 4-7-6 TC W1 TC 4-2-10 2x45, 2x4.- 2x4 W2 2x4.z�- 5x5= 5x5= A W2 C LG1 E B1 US= W:508 W:508 R:1271 R:1259 U: 143 U: 142 TC 1-4-0 2-11-2 6-0-0 9-0-14 I 12-0-0 1-4-0 EC - - 1 - - 12-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inn,/Online Plus- APPROX. TRUSS WEIGHT: 84.9 LBS Scale: 0.37511 11 BOBBINS LOCK wmnector plates(2U gp.gph.ticel-ASTM Aa53 SS Cnde�U) Robbins Eng.Co.bean no respunsiblity for the erection of Imams,fkid bating or shall be applied on both face.of tan at each Joint.Center the plates unless shown permanent tone bating.Refer to HI"I as published by the Truss Plate Inatlmte, LOadcase #1 Designer: LUCAS A-HL .theorise by circles(a)or dimensions.Unless otherwise Imdkuted by a"v",all sluts in 583 D'Onofrio Brim Smile 211a,Madkon,Wisconsin 53719.Persons erecting trusses TC Live 43,8 psf Checker: NONE ASSIGNED plates an paalkl with the chords or hariwnUdly at the peak and/or heel.No louse are cautioned to mlt professional advice concerning paper mecllim bating to knots or wanes in plate contact area.Spilce only where shown.Overall spans assume prevent toppling and"tWminoing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: J"b-dngs it each end,unless Indksled oth-hoc,Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords.hall be EC Live 10 psf Designed: ' perfumed on equipment which produces snug fitting join"and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It Is the BC Dead 10 psf Rev NO: re a prepared In acroManee with"National Design SpecBkatiuns for Stress-Cade responsibility of others to ascertain that the design loads uNBsed on this drawing meet Lumber and Its Fastening."(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the live loads imposed Total 73.6 psf Rev Date! Pry"' Cnnneced Wond Taesea"ITPI),and HUD Design Cdtcda for Taseed Holden, by the local building rode or historitul climate teemsls• Lumber SZ 1.15 Run Date: 08/31/0 5 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY IL BUILDING DESIGN TO ERECTION CONTRACTOR Spacing 24.0 in. Drawing: � IT IS THE RESPONSIBILITY TIATACITl OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& P 4 g VFRIFV TNAT rATA 11Vf I,IIr Mr IIIM X,i./lA ilC t'rNFtIRM T/1 ARI'N Di.d N/CDF!'C.e FAR TRIICC I.d VtII ITC Robbins Engineering,Inc./Online PIusT.Q 1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:35 AM Page 1 PDF created with pdfFactory trial version www.i)dffactory.com Job:L7343 Mark: R6 Quantity: 1 Type: TR Span: 80000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.14 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE 812E X Y BTM 0.02 2x 4 SPF42 BTM CHORD - CONTINUOUS L86 I4-8X IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 WEIS 0.05 2x 4 SPF-M2 * 430 N/A N/A 2. EMPIRICAL ANALOG IS USED. A 3.00x 4.00 13.01 1.50 LG1 0.03 2x 4 SPF42 *CONTINUOUS BETWEEN A -C 3. WIND LOADS - ANSI/ASCE 7-98 B 3.00x 4,00 2.20 CNTR LG2 0.01 2x 4 SPF-M2 TRUSS IS DESIGNED AS A C 5.00x 5.00 5.11 2.42 UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM C 3.00x 4.00 13.01 1.50 REPETITIVE MEMBER INCREASES: BRG UPLIFT BRG UPLIFT FOR EXTERIOR ZONE LOCATION FB 15.0% FT 0.0% FC 0.0% LBS LBS WIND SPEED - 90 MPH A -C 99 MEAN ROOF HEIGHT - 251 EXPOSURE CATEGORY - C DL+LL DEFL = 0,0011 IN D-B OCCUPANCY FACTOR - 1.00 LL DEFL < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) 999 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW LOAD = 70.0 PSF RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 3x411 EXPOSURE FACTOR: 0.90 HO 8-10 HO 8-10 (BAL,UNBAL LD FAC=0.63,1.67) HH 4-9 B HH 4-9 5. UNBALANCED LOADS CHECKED (UNBLN LD FAC = 1.67, 0.00). 6. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 124 LBS. 7 3x4i 3x4,1 D G 3-5-6 TC TC 3-0-10 3x4i S. 9x4,�- Sx5- ;S1 GS15x5= A C LG1 09 E F B1 H 2x40 2x411 2x411 TC 1-4-0 4-0-0 8-0-0 1-4-0 _J -o- e-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SY14BOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus'" APPROX. TRUSS WEIGHT: 57.0 LBS Scale: 0.50011 11 ROBBINS LOCK connectur plutes(20 go.gaN,steel-ASTM A653 SS Grmle 41i) Robbins Eng.Co.bears nu respanaiUlily Por the erection id trusses,field bracing or shall be applied on buth fates of tmss al eoeh,lolnt.Cemer the plates unless shown permanent truss brating.Refer to HIS-91 as published by the Truss Pime Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(a)or dimension.Unless otherwise Indicated by a"v",all slot.In 483 D'Onofrk,Drive,Suite 200,Madison,WI......1.53719.Persons ereedrs trues.. TC Live 43.8 psf Checker: NONE ASSIGNED plane ran parallel with the chords or Isothermally at the peak and I or bee4 No louse am cautioned to seek professional advice concerning proper erection bracing to hours or wanes in plate contact area.Splice only where shown.Overall spans assume prevent toppling and"th mining".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"bearings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shell be BC Live 10 psf Designed: performed on equipment which produces snug filling joints and plates.This design adequately braced In the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Gmde responsibility of others to ascertain that the design loads utilized on this drawing meet Lumber and ha Fastenings"(AFPA),"Design Specifications for Light Metal Plate or tiered the actual dead loads Imposed by the structure and the Dee loads imposed Total 73.8 psf Rev Date: -'- --` Connected Wood Trusser"(TPI),and HUD Design Criteria for Trotted Rafter. by the local building code or historical climale meoris. Lumber SI 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17,7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. ITISTHERESPONSIBILITYOF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,m Spacing 24.0 in. Drawing: VFRtFVTH AT nATA INrivi1INrntM AtoArotrONFORM TO A lrM Vl.AN/CFFr e.F A R TrrforC I.A Vn11TR Robbins Engineering,Inc./Online Plusm®1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:35 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com = r = = = M r = = = = M = = = = = M M Job:L7343 Mark: R7 Quantity: 2 Type: TR Span: 80000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: b0Xn4UM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.36 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1, TRUSSES MANUFACTURED BY - J'P PLATE SIZE X Y BTM 0.24 2x 4 SPF-J)2 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A S.00x 5.00 S. 2.42 WBS 0.04 2x 4 SPF42 A 919 5- 8 1- 7 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 17.86 1.00 C 907 5- 8 1- 7 3. WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 31.59 1.00 REPETITIVE MEMBER INCREASES: TRUSS IS DESIGNED AS A B 3.00x 4.00 2.20 CNTR FS 15.0% FT 0.0% FC 0.0% UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM C 5.00x 5.00 5.11 2.42 BRG UPLIFT BRG UPLIFT FOR EXTERIOR ZONE LOCATION C 2.00x 4.00 17,86 1,00 LEIS Las WIND SPEED - 90 MPH C 2.00x 4.00 31.59 1.00 A 121 C 120 MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - C DL+LL DEFL = 0.0511 AT A OCCUPANCY FACTOR - 1.00 LL DEFL - 0.011' < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 999 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW WAD = 70.0 PSF RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 3x411 THERMAL FACTOR: 1.00 HO 8-10 HO 8-10 EXPOSURE FACTOR: 0.90 HH 4-9 B HH 4-9 (BAL,UNBAL LD FAC=0.63,1.67) 5. UNBALANCED LOADS CHECKED (UNBLN LD FAC = 1.67, 0.00). 6. ANCHOR TRUSS FOR A TOTAL 7 HORIZONTAL LOAD OF 114 LBS. 3-5-6 2x4G TC W1 TC 2x4: 3-0-10 2x4, 1 2x4J 5x5= 5x5= A LG1 C D III W:508 W:508 R: 919 R: 907 U: 121 U: 119 TC 1-4-0 1 4-0-0 8-0-0 1-4-0 SC 4-0-0 8- - 8-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ERG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Enginaerin , Inc./Online Plus''' APPROX. TRUSS WEIGHT: 55.0 LBS Scale: 0.500" = 1' ROBBINS LOCK connector plates(20 gm,gaiv.steel-ASTM A653 SS Grade 48) Robbins Eng.Co.bean no nrpunsiblity for the erectiun of trusses,field bracing or shall be applied on both faces of trust at each Joint Center the plates unless shown permanent truss bracing.Refer to 11I9-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circlet(u)or dimensions.Unless otherwise Indicated by a"v",all slots in 583 D'Onufriu Drive,Suite 28e,Madison,Wisconsin 53719.Persons erecting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates ma parallel with the chords or hurhuntafly at the peak and/or heel.No loose are cautioned to seek professional ad,ice concerning prupererection bracing to knots or wanes In plate contact arcs.Spike only where shown.Overall spans assume prevent toppling and"dorninoing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer 4"bearings at each end,unless indicated uthemise.Cutting and fabrication shall be (abrication,atoruge,shipping and erection.Top and bottom chonit shall be BC Live 10 psf Designed: perfumed an equipment which produces snug fitting Joints and plate..This design adequately braced In the absence of sheathing or rigid ceiling,respectively,It is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress-Grade responsibility of athers to aacerain that the design loads utilised on this drawing meet Lumber and its Fastenings"IAFPA),"Design Specifications for Light Metal Plate oresoeed the actual dead loads imposed by the structure and the live loads imposed Total 73.8 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Treated Rafters. by the focal building code or historical elimate records. Lumber SI 1.15 Run Date: 08/31/05 Plate St 1.i5 Version: 17.7.009 FILITYO THE IL THIS DESIGNER R ERECTION CONTRACTOR. Spacing 24.0 .1.n. Drawing: ITM THE AT rATA INCLTIYOF THE BUILDING DESIGNER AND aTRUSS mpFAN.TOREVIEW THIS DRAWING,& P 4 g VFa11fV THaT I1a Ta INf I.rfnlN/:rIM.4 I.n AnC f'tnNFnaM To egf'H Ve.A N/CO Ff C%Fs n Tqr ICQ I V(111'I'C Robbins Engineering,Inc./Online PlusTM®1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:38 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com M = = = = M M i = = = = r = = = M Job:L7343 Mark: R8 Quantity: 9 Type: HIPW Span: 490000 P1-Hl: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase 41 ON JOINTS EXCEPT: TOP 0.95 2x 6 SP-SS 0.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.84 2x 6 SP—SS TC Cont. 0 49— 0— 0 LBS IN—SX IN—SX Uniform Loads (plf) A 7.00x10.00 2.22 0.99 WEIS 0.77 2x 4 SPF-N2 BC Cont. 0 49- 0- 0 A 4903 5- 8 5-13 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-M2 WE 1 row CLB on I-G D 4903 5- 8 5-13 TC 108.2@ B to 108.21? C C 7.00x 8.00 CNTR -0.33 WG2 2x 4 SPF-H2 WE 1 row CLB on G-J TC 108.2@ C to 108.2@ D R 4.00x 6.00 CNTR 0.00 EXCEPTIONS: WE 1 row CLB on J-F UPLIFT FOUND AT BEARINGS BC 40@ A to 40@ -2- 0- 0 D 7.00x10.00 -2.22 0.99 T3 2x 6 SP-#2 WE 1 row CLB on F-X ERG UPLIFT BRG UPLIFT BC 80@ -2- 0- 0 to 80@ 2- 0- 0 ATTACH lx4 CLB WITH LES LBS BC 40@ 2- 0- 0 to 40@ D (2) 8d NAILS ON EACH WEB A 408 D 408 MEMBER WHERE INDICATED BY®; LL Defl -0.5311 in G -S4 L/999 TL Defl -0.8411 in G -S4 L/690 Shear // Grain in I -S1 0.60 7x8= 4x6= 7x8- HO 8-10 HO 8-10 HH 2-4 E T3 J C HH 2-4 5x6-, TCU TCU S1 5x6.1 4x6% S2 4x6,- i1-6-3 7�I W4 Lf 10-11-2 T'CL � \W4 � TCL 7x10= � W2 � 7x10= A D BCL H 83 a B114L S4 F B114R S5 E BCL W:508 2x411 5x6= 4x9= 5x6= 4x9= 5x6= 2x411 W;508 a:4903 R:49d93 Q: 407 U: Q7 0 0 TC l 9-1-2 1 17-6-0 24-6-0 31-6-0 39-10-14 49-0-0 ,a 49-0-0 ALL PLATES ARE IAC 0 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins E ineerin , Ino./Online Plussa APPROX. TRUSS WEIGHT: 444.9 LBS Scale: 0.12511 ar 11 ROBBINS LOCK connector plates(20 its.gale.steel•ABTM A653 SS Grade 611) Robbins Eng.Co.heap mr mapo"thllty for the emetiun of trusses,field bracing or shall be applied on birth tams of truss at each)slat.Center the plates salsas shown permanent trues bracing.Rehr to HID-91 as published by the Truss Plate Institur,, Loadease M 1 Designer: LUCAS AHL otbetwise by circles(o)or dimenslons.Unless otherwise Indicated by."v",all slots In $33 D'Onofdu Drive,Suite tab,Madison,Wisconsin 53119,Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates tun parallel aith the chants or hutimntally at the peak and/or heel.No loose arc cautioned to seek pmfesskmal advice concerning proper erection bracing to TC Dead 10 psf Reviewer: knots or wanes to plate contact area.Splice only where shown.Overall spans"some prevent toppling and"domiaoing".Care should b mve e taken to pat d ea P amage during q"hearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chants shall be BC Live 10 psf Designed: performed oa equipment which produces snug fitting joints and plates.This design adequately linseed in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: w"prepared in accordance with"National Design Sp"Ifeatloas for Stress-Gn le mapussibifity of"then to axetlain that the design loads udlined on this drawing meet Total 74.1 e£ Rev Date Lumber and Its Futenings"(AFPA),"Design Specifications for Light Metal Plate orexcmd the actual dead loads Imposed by the structure and the live lamb Imposed P Connected Wood Trusses"(TPI),and HUD b,sign Criteria for Trussed Raften, by the local building code or histotical climate records. Lumber SI 1.15 Run Date: 0 9/01/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIR DESIGN TO ERECTION CONTRACTOR Spacing 24.0 in. Drawing: IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,@ P 9 van nTV THAT nATs 1Nf I.IM1NG nIM.a f,n a nC r ownaM Tn A rr` pi.AN i.gpv a R FA n TotiCQ I.A VM1T.Q Robbins Engineering,Inc./Online Plusna©1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:37 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com (' M = = M = = = = = = M M M = = = Job:L7343 Mark: R8 Quantity: 9 Type: HIPW Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit psf 2.0 Provide connection to bearing for 393 Lbs Horiz Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7_98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf SC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 pef Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 1.7 Unbalanced Loads Checked Load Factors . 1.67 and 0.00 Max comp. force 7165 Lba Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus*"®1996-2005 Version 17.7.009 Engineering Review Drawing 8/1/2005 10:56:37 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com M = i M = it it = = M r = = = i = = = Job:L7343 Mark: R9 Quantity: 1 Type: HIPW Span: 490000 P1-H1: 7 Left OH: 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXI]NUM REACTIONS: Loadcase M1 ON JOINTS EXCEPT: TOP 0.95 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y STM 0.84 2x 6 SP-SS TC Cont. 0 49- 0- 0 Las IN-SX IN-SX Uniform Loads (plf) A 7.00x10.00 2.22 0.99 WEIS 0.77 2x 4 SPF-#2 BC Cont. 0 49- 0- 0 A 4676 5- 8 5- 8 TC 108.2@ A to 108.2@ B 91 6.00x 6.00 0.13 0.22 W01 2x 4 SPF-02 WS 1 row CLB on I-G D 4903 5- 8 5-13 TC 108.2@ B to 108.2@ C B 7.00x 8.00 CNTR -0.33 WG2 2x 4 SPF-A2 WB 1 row CLB on G-J TC 108.2@ C to 108.2@ D C 7.00x 8.00 CNTR -0.33 EXCEPTIONS: WB 1 row CLB on J-F UPLIFT FOUND AT BEARINGS BC 40@ A to 40@ -2- 0- 0 K 4.00x 6.00 CNTR 0.00 T3 2x 6 SP42 WB 1 row CLB on F-K ERG UPLIFT BRG UPLIFT BC 80@ -2- 0- 0 to 80@ 2- 0- 0 D 7.00x10.00 -2.22 0.99 ATTACH lx4 CLB WITH LEIS LE S BC 40@ 2- 0- 0 to 40@ D (2) 8d NAILS ON EACH WEB A 346 D 408 bZHHER WHERE INDICATED BY®. LL Defl -0.531, in G -S4 L/999 TL Defl -0.8411 in G -S4 L/690 Shear // Grain in I -S1 0.60 HO 8-SO 7x8= 4x6= 7x8- HO 8-10 HH 2-4 B T3 'T C Hill 2-4 6x6, T1U T2U 7 S1 5x6 4x6 S2 4x6,- 11-6-3 I W4 K 10-11-2 T1L W4 yn T2L 7x10= Wl W2 W1 7x10= A D BCL H S3 G B1ML S4 F BlNR S5 E BCL W:508 2x411 5x6= 4x9= 5x6= 4x9= 5x6- 2x411 W:406 R:4676 R:49B3 U: 345 U: 4$7 • o TC1 9-1-2 17-6-0 24-6-0 31-6-0 39-10-14 4!9 BC 1. 9_ - - - - - - 49-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENO. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 440.5 LBS Scale: 0.12511 1' ROBBINS LOCK connector plater(211 pa.path.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no reoponsibBy,for the erection of trusses,field bmeing or shall be applied on both faces of truss at each joint.Center the plates unless shown permanent truss bracing.Refer to H1B-91 as published by the Truss Plate Institute, Loadease #1 Designer: LUCAS AHL otberwix by circles(a)or dimensions.Unless otherwise Indicated by a"r",ali Blots in S113 D'Onuftio Wirt,Suite leg,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates ran parallel with the chords or horizontally at the peak and/or heel.No louse arc cautioned to seek pmfesshmal advice concerning proper erection bracing to knots or wanes In plate contact area.Spike only where shown.Overall spans assume prnvcm toppling and"questioning".Care should he taken to prevent damage during TC Dead 10 psf Reviewer: 4"knots at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chums shall be BC Live 10 psf Designed: performed on equipment which produces soup fitting joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specification.for Stress-Grade responsibility of others to ascertain that the design loads utilized an this drawing meet Lumber and it.Fastenings"(AFFA),"Design 3paeflkatbws for Light Metal Plate or exceed the actual dead bads imposed by the structure and the Its lunds imposed. Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Tmssed Rafters, by if..local building code or historical climate records. Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 Version: 17.7,009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& P gDrawing: VRRIF V TRAT nATA INCI.ItnING nIM A t nA rli CtINVORM TO ARCH FLAN/CFFr'Q AFAR TR11gR I.A V nI1Tg Robbins Engineering,Inc./Online Plus-®1996-2005 Version 17.7.009 Engineering Review Drawing 9/l/2005 10:56:37 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com M M r M M M r M M M M M M M M M M M M Job:L7343 Mark: R9 Quantity: 1 Type: HIPW Span: 490000 P1-H1: 7 Left OH: 0 P Right OH: 1- 4- 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit par 2.0 Provide connection to bearing for 393 Lbs Horiz Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6,0 per BC Dead Load 6.0 par Roof Snow Load per ASCE 7-98 (around Snow Load - 70.0 per Rain Load 0.0 per Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 1.7 Unbalanced Loads Checked Load Factors Q 1.67 and 0.00 Max comp. force 7165 Lbe Quality Control Factor 1.25 Robbins Engineering,Ine./Online PlusT"C 1996.2006 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:37 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com i M M M M M M M i = = = M = = M = M i Job:L7343 Mark: R10 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase #1 ON JOINTS EXCEPT: TOP 0.77 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.91 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.00x12.00 3,22 1.39 WBS 0.96 2x 4 SPF-#2 BC Cont, 0 49- 0- 0 A 6045 5- 8 7- 2 TC 108.2@ A to 108.2@ B S1 5.00x 8.00 CNTR CNTR WG1 2x 4 SPF-#2 WB 1 row CLB on M-J F 6024 5- 8 7- 2 TC 108.2@ B to 108.2@ C B 7.00x 8.00 CNTR -0.33 EXCEPTIONS: WH 1 row CLB on J-N TC 108.2@ C to 108.2@ D C 7.00x 8.00 CNTR -0.33 T4 2x 6 SPF-#2 WB 1 row CLB on N-I UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E F 8.00xl4.00 -3.50 CNTR W30 2x 4 SP-SS WB 1 row CLB on I-O BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 H 4.00x 6.00 0.40 CNTR ATTACH lx4 CLB WITH LBS LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 S4 6.00x 6.00 CNTR 0.25 (2) 8d NAILS ON EACH WEB A 408 F 346 BC 40@ 26- 6- 0 to 40@ F S3 6.00x 6.00 CNTR 0.25 MEMBER WHERE INDICATED K 4,00x 6.00 -0.24 CNTR BY ®. LL Defl -0.6511 in J -93 L/893 TL Defl -0.9611 in J -S3 L/600 Shear // Grain in B -N 0.77 7x8= 4x6= 7x8= HO 8-10 B N C HO 1-11-8 HH 2-4 T2 HH 1-6-0 T T3U 4x6 4x%I 7 5x8-,M O 4x12, IT S1 S5 11-6-3 2x4\\ P121 W22 W21 W2 4xfa\` 10-11-2 T1L W19 w2 P T3L 3x611 20G-RHS-6xl2= W20 W26 WftJ&i E A W27 D T4 W18 W28 ------------ F BiL K S2 J 811AL S3 I B1tfR S4 H Bill G ) 8x14= ig:508 4x6=20G-RH3-5x8= 5x8= 6x6= 5x8= 6x6=4x6= 4x6-�iifIGR mt6045 R666024 4: 408 Ug 346 0 0, TC 'l 6-1-11 31-9-14 -6-0 24-6-0 31-6-0 36-7 - 41-9-0 -8 - - - 4 - B I - a o 0 0 0 rn a a 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 'Robbins En ineerin Ina./Online Plusm APPROX. TRUSS WEIGHT: 479.6 LBS Scale: 0.12511 11 RO"B1NS LOCK connector plate&(10 S.gate,steal-ASTM A65J SS Grade 40) Robbins tog.Co.heart mr responsiblity for the crectlan of trusses,skid bracing or shall be applied an both faces of truss at each Joint.Center the plates unless shown permanent truss braving.Refer to HIR-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS ARL otherwise by eircke(o)or Alnrenaloae.Unless otherwise Indkated by."v",all slots In S83 D'Onotdo Drive,Suite 200,Mtrdisan,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED phnea no paraiki with the chords or horizontally at the peak and/or heel.No loose are cautioned to seek psufess cull advice concerning proper emetion bracing to knob or wanes in plate contact area.Spike only when shown.Overall spans assume prevent toppling and"dominoing".Care should be taken to prevent damage during TC Dead 10 paf Reviewer: ' 4"bearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and emolon.Top and bottom churls shall be BC Live 10 psf Designed: perfumed on equipment which produces mug fitHag Joints and plaits.This design adequately braced In the absence.(sheathing-rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: Wks prepared in accordance with"National Design Speciftcatium for Streas-Grade responsibility of others to ascertain that the design With utiiiud on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or eseced the actual deed loads ImPosW by the structure and the live loads impaled Total 74.1 psf Rev Date: Connected Wood Tnwses"(TPI),and HUD Design Criteria for Trussed Rafter. by the local building code or historical climate meorls. Lumber SI 1.15 Run Date: 09/01/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate $I 1.15 Version: 17.7.009 If IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,Ate Spacing 24.0 in. Drawing: VPDIFV THAT nATA 1Nf I.ImtNr nIM R I.nA na MNFnn bl Ttt AD"PLAN/CPrr.q R Fs n Tn1ICC I.e Vol ITC j Robbins Engineering,Inc./Online PIusTM®1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:38 AM Page 1 of 2 .•.�•J PDF created with pdfFactory trial version www.i)dffactory.com Job:L7343 Mark: R10 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit psf 2.0 Provide connection to bearing for 406 Lbe Boris Reaction Prevent truss rotation at all bearing locations, Wind Loads - ANSI /ASCE 7-98 Truss is designed as a Main Wind-Forces Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max comp. force 9261 Lbe Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus-®1996-2006 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:38 AM Page 2 of 2 PDF created with pdfFactory trial version www.r)dffactory.com Job:L7343 Mark: R11 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase N1 ON JOINTS EXCEPT: TOP 0.81 2x 6 SP-SS 0.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.91 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.00xl2.00 3.22 1.39 WEIS 0.96 2x 4 SPF-$2 BC Cont. 0 49- 0- 0 A 6045 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-M2 WB 1 row CLB on M-J F 6024 5- 8 7- 2 TC 108.2@ B to 108.2@ C C 7.00x 8.00 CNTR -0.33 EXCEPTIONS: WB 1 row CLB on J-Q TC 108.2@ C to 108.2@ D P 4.00x 6.00 0.92 -0.54 T4 2x 6 SP-M2 WB 1 row CLB on Q-I UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E E 10.00xl4.00 -3.50 CNTR W28 2x 6 SP-SS WE 1 row CLB on I-O BRG UPLIFT ERG UPLIFT BC 40@ A to 40@ 22- 6- 0 H 4.00x 6.00 0.56 CNTR ATTACH lx4 CLS WITH LES LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 S4 6.00x 6.00 CNTR 0.25 (2) 8d NAILS ON EACH WEB A 411 F 347 SC 40@ 26- 6- 0 to 40@ F 93 6.00x 6.00 CNTR 0.25 MEMBER WHERE INDICATED K 4.00x 6.00 -0.24 CNTR BY ®. LL Defl -0.6711 in J -S3 L/863 TL Defl -0.9911 in J -S3 L/584 Shear // Grain in B -Q 0.77 7x8= 4x6= 7x8= HO 8-10 HO 3-1-8 HH 2-4 B T2 Q C HH 2-8-0 <6,61- 4x6,, IT 0 7 4x12� T3 4x6S1 P2x4�� W2 W1910-11-2 L' W17 W29 W2 10xlO= 1Oxl4= 20G-RHS-6xl2zT1 W24 W25 T4 W15E A W26 g W16 F BiL W 92 J B1ML S3 I B1MR S4 H B1R G 3x611 W:508 4x6=20G-RHS-5x8= 5x8= 6x6= 5x8= 6x6=4x6= 20G-RHS-8xl4-I RGR 8:6045 R:6024 @: 410 U: 347 0 TC " 1 6-1-11 11-9-14 17-6-0 1 24-6-0 31-6-0 35-i1-8 4075-0 144-10-8 49-0-0 - - - - - - - 1-�i5�_4 149-u-u 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE 1.0=0 REFER TO ROBBINS ENO. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus'" APPROX. TRUSS WEIGHT: 493.1 LEIS Scale: 0.12511 11 ROBBINS LOCK tonnrectar plot.,(20 IS.guk,steel-ASTM A6y3 SS Grade 40) Robbins Eng.Co.bean an rc,po.siblity for the eremlon of insists,field btucing or ,hall be applied ua both faces of trust st each Joint.Center the plate,unless shown pematrent truss bracing.Refer to HIS-91 as published by the Truss Plate Institute, Loadcase $1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise Indicated by a"v",all,hots in 583 D'Onofrio Drive,Suite 200,Madison,Wisconsin 53719.Persons¢reining trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates ran parallel with the chords or horizontally at the peak mail/or heel.No louse are cautiuned to seek pmfesskrnol advice concerning proper emetkm bracing to knots orwanes in plate contact area.Splice only where shown.Overall spans assume prevent toppling and"dominoing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"hearings at each tnd,unless indicated otherwise.Cutting and fabrication.shall be fabrication,storage,shipping and erectiun.Tup and bottom chums shall be BC Live 10 psf Designed: perfumed on equipment which produces snag fitting Joints and plates.This design adequately braced in the absence of sheathing or rigid telling,respectively.D is the BC Dead 10 psf Rev No: was prepared In.reort oce with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utllind on this drawing meet Lumber stud its Fastenings"(AFPA,"Design Specifications for Light Metal Plate or exceed the actual dead ksads Imposed by the structure and the lire loads ire Total 74.1 psf Rev Date: S 1 k p g W PnmA Connected Wood Trusses"(TPt),and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 09/01/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, Plate SI 1.15 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO PEViEW THIS DRAWING,& Spacing 24.0 in. > Drawing: �.. VFRHry THAT nATA Mf I.irnmr.nim N i nenQ r nNFnou Tn enr'H CLAN I.tipp-R Fd it T.Ilei I Vrn ITC Robbins Engineering,Inc./Online Plusta m 19W2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:38 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffacto[y.com r rrr r r err err rr r �w r r r r r� tr rr r rr r Job:L7343 Mark: R11 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 s 02 OH Loading Soffit psf 2.0 Provide connection to bearing for 419 Lbs Boris Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max comp. force 9038 Lbs Quality Control Factor 1.25 Robbins Engineering,Inc./Online PIusTM Q 1995.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:38 AM Page 2 of 2 . PDF created with pdfFactory trial version www.pdffactory.com M r M m m = = ire = Mll = = m m m Job:L7343 Mark: R12 Quantity: 1 Type: SP Span: 490000 P1-Hl: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEE'NSBURY BRANCH ALL PLATES CENTERED Ci SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase #1 IN ON JOT$ EXCEPT: TOP 0.17 2x 6 SP-SS 0.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.93 2x 6 SP-89 TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.00x12.00 3.22 1.39 WBS 1.00 2x 4 SPF-#2 SC Cont. 0 49- 0- 0 A 6045 . 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8,00 CNTR -0.33 WG1 2x 4 SPF-#2 WB 1 row CLB on Q-N F 6024 5- 8 9- 7 TC 108.2@ B to 108.2@ C C 10.00x10.00 -1.66 -6.13 EXCEPTIONS: WB 1 row CLB on N-R TC 108.2@ C to 108.2@ D U 4.00x 6.00 0.83 -0.48 83 2x 6 SPF-#2 WB 1 row CLB on R-L UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E D 10.00x10.00 0.50 CNTR W28 2x 4 SP-#1 WB 1 row CLB on L-C BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 E S.00xl4.00 -3.50 CNTR W33 BAHR AS W28 WB 1 row CLS on I-U LES LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 F 7.00x 8.00 -0.50 CNTR W36 2x 4 SP-SS WE 1 row CLS on D-H A 414 F 349 BC 40@ 26- 6- 0 to 40@ J H 10.00x14.00 CNTR 2.25 WB 1 row CLB on F-E 8C 40@ 1 to 40@ H K 5.00x 5.00 -0.50 CNTR ATTACH lx4 CLB WITH LL Defl -0.7211 in N -S3 L/800 BC 40@ G to 40@ F I 10.00x10.00 CM 2.25 (2) 8d NAILS ON EACH WEB TL Defl -1.0511 in N -S3 L/550 83 6.00x 6,00 CM 0.25 MEMBER WHERE INDICATED Shear // Grain in R -C 0.80 O 4.00x 6.00 -0.21 CNTR BY ®. 7x8= 4x6= 1Ox10 HO 8-SO HO 4-3-8 HH 2-4 S T2 R C HH 3-10-0 T1U 2x41 IT 4x6', S 7 Q T3 �x12i 4x6 2x411 11-6-3 si U 10-11-2 2p4�\ W23 W24 W2 yn9 W30 1Ox10_ T 20G-RtiE8-Bx14- T4 1-0-0I W21 7 1-0-OH 20G-RHS-6xl2:Tl W22 W38 6 A O W28 B2 K F B1L O S2 N 81M S3 L B1R I 5x5_ G B3 7xS- W:508 4x6=20G-RHS-SxB= SxB= 6x6= 7x10= 1Ox10= 2x411 HCL &:6045 J eP H R:6024 Q: 414 2x411 20x14=U: 349 o In T'C111 1 6-1-11 �_ll-9-14 17-6-0 24-6-0 31-6-0 1 36-1-4 139061214210081 7 149-0-0 9C1 I 8-:LO15 7= � 31- - 36=3=�f"- 4J- - m - - 0 to In In EJ49-0-0 c EXCEPT AS SHOWN ALL PLATES ARE LOC1<20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 517.8 LBS Scale: 0.12511 = 11 ROBBINS LOCK connector plates(20 ga.gale.steel-ASTM A653 SS Crude 4e) Robbins Eng.Co.bean no responsibliq furthe erection of trusses,field bracing or shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent trues bracing.Refer to HIB-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS ARL othernisc by circles(o)or dimensions.Unless otherwise Indicated by it"0.all slots In 583 D'Onofrio Driwe,Suite 2ee,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates run parallel with the churls or horizontally'at the peak and/or heel.No loose arc cautioned to seek professional ad%Ice concerning proper erection bracing to knots ar cones in plate contact area.Splice only where showwn.0-11.puns assume prewznt toppling and"Ronal-rag".Can should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"bearings at each end,unless indicated otherwise.Coming and fabrication shall be fabrication,storage,shipping and en•etion.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug fining Joint.and plates.This design .,Nquately braced in the absence of sheathing or rigid coiling,mspecdwcly.It is the BC Dead 10 psf Rev No: " was prepared In accordance with"National Design Specifications fur Stress-Crude responsibility of others to ascertain that the design loads utllixd on this drawing meet Lumber and its Fastenings"iAFPA),"Design Specifications fur Light Metal Plate or exceed the actual dead krnds Imposed by the structure and the lice bads Imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),.nd HUD Design Criteria for Trussed Rafters. by the local building code or historical climate recoils. Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 Version: 17.7,009 i FURNISHACOPV OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. Drawing: IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAD.TO REVIEW THIS DRAWING,& p g g: VFRtFV THAT DITA INr'1.TIDING rIM A,I.n AnR('rNFnRM Tn dRr'H pI.AN/eF Fr'C.6 FeR TRIIQC i.a VnIITC Robbins Engineering,Inc./Online Pluans 0 1996-2005 Version 17.7.009 Engineering Review Drawing 9/l/2005 10:56:39 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com Job:L 34 Mark: R12 Quantity: 1 Type: 3P Span: 490000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Provide connection to bearing for 433 Lbs Horiz Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Daad'Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max warp. force 12391 Lb. Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus-a 1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:39 AM Page 2 of 2 PDF created vjith pdfFactory trial version www.pdffactory.com M M MMMM MMMMM M M >• Job:L7343 Mark: R13 Quantity: 1 Type: SP Span: 490000 P1-Hl: 7 Left OH: 1 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMIMQ REACTIONS: Loadcase M1 ON JOINTS EXCEPT: TOP 0.77 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.92 2x 6 OP-88 TC Cont. 0 49- 0- 0 LES IN-8X IN-SX Uniform Loads (plf) A 6.00xl2.00 3.22 1.39 WE S 0.97 2x 4 SPF-M2 BC Cont. 0 49- 0- 0 A 6045 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-(12 WE 1 row CLS on Q-N F 6024 5- 8 9- 7 TC 108.2@ B to 108.2@ C C I0.00x10.00 -1.66 -6.13 EXCEPTIONS: WE 1 row CLB on N-R TC 108.2@ C to 108.2@ D D 10.00x10.00 1.00 CNTR T4 2x 6 SPF-N2 WE 1 row CLB on R-L UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E E 8.00x14.00 -0,50 -1.50 B3 2x 6 SPF-02 WE 1 row CLB on L-C ERG UPLIFT ERG UPLIFT BC 40@ A to 40@ 22- 6- 0 F 7.00x 8.00 -0.50 CNTR W27 2x 4 SP-M2 WE 1 row CLB on I-D LBS LES BC 80@ 22- 6- 0 to 80@ 26- 6- 0 H 10.00x12.00 CNTR 2.25 W26 2x 4 SP-M1 WE 2 rows CL13 on D-H A 420 F 351 BC 40@ 26- 6- 0 to 40@ J I 10.00x10.00 CNTR 2.25 W34 2x 4 SP-SS WE 1 row CLB on F-E BC 40@ I to 40@ H S3 6.00x 6.00 CNTR 0,25 ATTACH lx4 CLB WITH LL Defl -0.7011 in N -S3 L/823 BC 40@ G to 40@ F 0 4.00x 6.00 -0.21 CNTR (2) 8d NAILS ON EACH WEB TL Defl -1,0211 in N -S3 L/563 MEMBER WHERE INDICATED Shear // Grain in R -C 0.80 8Y®. HO 8-10 7x8= 4x6= 1Ox10z� HO 5-5-8 HH 2-4 B T2 R C HH 5-0-0 T1U 2x41 I IT 4x6, S 7 ix Q 12� T3 1i-6-3 S1 10x10= 2x411 20G-RHS-8xl411 10-11-2 2xx4\ W21 W2 W22 W2 W27 W28 D T4T E 1-0-01 W19 1-0-OH 20G-RHS-6x12 S1 W20 W29 W1 34 A W31 W18 W26 H B2 F 81L O 82 N Elm S3 L SIR I 2x411 G B3 7x8= W:508 4x6=20G-RHS-5x8= 5x8- 6x6= 7xlO= 1Ox10= 2x411 H HGR 8:6045 J R:6024 Q: 419 2x411 1Oxl2=U: 351 TC r'1 I 6-1-11 11-9-14 17-6-0 1 24-6-0 31-6-0 1 36-1-4 0-8 40-1 45-5-4 49-0-0 849-0-0 EXCEPT AS SHOWN ALL PLATES ARE IACR'20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus'" APPROX. TRUSS WEIGHT: 519.9 LES Scale: 0.12511 = 11 ROBBINS LOCK,connector pint"(20 its.gale.steel-ASTM A613 SS Grade 40) Robbins Eng.Co.bean no reapunsiblity for the erection of trusses,field bracing or shall be applied on both faces of fuss st each jalat Center the plates nniess shows permanent truss bracing.Refer to H1BA/as published by the Truss Plate Institute, LOadcase #1 Designer: LUCAS AHL otherwise by circles w)or dho-slons.Unless otherwise iMkated by a"v",all slots in 483 D'OnofM,Drive,Suite 200,Madison,Wisconsin 53719.Persons entering trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates run parallel with the chords or horizontally at the peak and/or heel.No loose arc cautioned to seek professional advice concerning proper erection bracing to knots or wan"in plate contact area Spike only where shown.Overall spans Assume prevent toppling and"duminuing".Co.should be taken to prevent damoge during TC Dead 10 psf Reviewer: 4"bearings at each end,unless indicated otherwise,Cutting and fabrication shall be fabrication,stomp,shipping and erection.Top and bottom churls shall be BC Live 10 psf Designed: perfanned on equipment which products snug fitting joints mul plates.This design adequately braced in the absence of sheathing or rigid telling,respectively.it is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Some-Grade responsibility of others to ascertain that the design loads utilised on this droning meet Lumber and Its Fastenings"IAFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the live loads imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),And HUD Design Criteria for Trussed Rafters. by the local building code or historical climate records, Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 - Version: 17.7.009 FURNISH ACOPV OF TNGDESIGNER A D CTIONTRUSS CONTRACTOR. Spacing 24.0 in. Drawing:If i3 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& P 9 g: VFRIFv THAT nATA 1NCl.iiniNn nTm&i nAnq rnNFnRM To ARCH PI.AN/RPFCa.e PA R T iigq t.evniiTF Robbins Engineering,Inc./Online Plusto m 1996-2005 Version 17.7.0D9 Engineering Review Drawing 9I112005 10:56:40 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com M M M M M M M M M M M r M M M M = Job:L7343 Mark: R13 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit psf 2.0 Provide connection to bearing for 446 Lbs Boris Reaction Prevent truss rotation at all bearing.locations, Wind Load& - ANSI /ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max comp. force 9104 Lbs Quality Control Factor 1.25 I ...i Robbins Engineering,Inc,/Online PIusTM 01998.2006 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:58:40 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R14 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING 2%XIMUM REACTIONS: Loadease #1 ON JOINTS EXCEPT: TOP 0.85 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BT4 0.90 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.0Ox12.00 3.22 1.39 WEIS 0.98 2x 4 SPF-#2 BC Cont. 0 49- 0- 0 A 6045 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-#2 WB 1 row CLB on Q-N F 6024 5- 8 9- 7 TC 108.2@ B to 108.2@ C C 10.00x10.00 -1.66 -6,13 EXCEPTIONS: WB 1 row CLB on N-R TC 108.2@ C to 108.2@ D D 10.O0x10.00 1.00 CNTR T3 2x 6 SP-#2 WB brow CLB on R-L UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E E 6.00xl2.00 CNTR -0.50 B3 2x 6 SPF-#2 WB 1 row CLB on L-C BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 F 7.00x 8.00 -0.50 CNTR W28 2x 4 SP-#1 WS I row CLB on I-D Las LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 H 10.00x10.00 CM 2.25 W26 SAME AS W28 WS 2 rows CLB on D-H A 426 F 354 BC 40@ 26- 6- 0 to 40@ J I 10.00x10.00 CNTR 2.25 W31 2x 4 SP-#2 WB 2 rows CLB on F-E BC 40@ I to 40@ H S3 6.00x 6.00 CNTR 0.25 W34 2x 4 SP-SS ATTACH lx4 CLB WITH LL Defl -0.7011 in N -93 L/827 BC 40@ G to 40@ F 0 4.00x 6.00 -0.21 CNTR (2) 8d NAILS ON EACH WEB TL Defl -1.02" in N -S3 L/565 MEMBER WHERE INDICATED Shear // Grain in,D -T 0.80 BY cm. HO 8-10 7x8= 4x6= 10x10^ HO 6-7-8 HH 2-4 B T2 R C HH 6-2-0 T1U T3 2x41 4x6 S 7 Q 1Ox10= 2x411 20G-RHS-6x1211 74x12� D T4 T E 11-6-3 1 10-11-2 2P4 W21 W22 W2 W27 W28 W3rN131 _ W 1-0-01 W19 9 4 1-0-OH 20G-RHS-6xl2 Tl W20 117 _1 A W18 W26 ,... K B2 F B1L O S2 N 81M S3 L B1R I 2x411 G B3 7x8- W:IBOB 4x6=20G-RHS-5x8= 5xB= 6x6= 7x10= 1Ox10= 22c411 8:6045 Jco HGR 426 2x410 H R:6024 �; ra 1Ox10-U: 354 TC10 OD � 6-1-11 11-9-14 -6-011 24-6-0 -6-0 1 36-1-4 1 45-5-4 #=-00--�0I-S - 45=�- 31 0 0 0 rn of a 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG, GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plusun APPROX. TRUSS WEIGHT: 530.8 LBS Scale: 0.125" = 1' ROBBINS LOCK coaneetorplatee(241 ga.ph-.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no mol a sibitty for the erection of trusses,field bracing or shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent trues bracing.Ref rtu HIB-91 as published by the Trust Plate Institute, Loadease #1 Designer: LUCAS AHL otherwise by circles(a)or dimensions.Unless otherwise Indicated by a"v",all slots In 503 D'Onufrlo Drive,Smile 200.Madison,Wisconsin$3719.Perwns erecting trustee TC Live 44.1 psf Checker: NONE ASSIGNED plates me paralkl with the chords or horizontally at the peak and/tar beef.No louse are cautioned to seek professional advice concerning prupererectbn bracing to knots or wanes in plate contact area.Splice only where shown,overall spans assume provcn(loppling and"duminoing".Care should be taken to prevent damage dudng TC Dead 10 psf Reviewer: 4"bearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom churls shall he. BC Live 10 psf Designed: perfumed on equipment which produces snug fining Joints and plates.This design adequately heated in the absence of sheathing tar rigid ceiling,respectively.R Is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilized on this drawing meet Lumber and its Fastenings"IAFPA),"Design Specifications for Light Meal plate tar e:ceal the actual dead loads Imposed by the stracture and the the loads lmposad Total 74.1 psf Rev Date: Conne<led Wood Trunts"ITPI),and BUD Design Criteria for Trvesed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 09/01/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 iT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAR.TO REVIEW THIS DRAWING,s< spacing 24.0 in. Drawing: VFkIFV THAT naTA Tairt.irnwr nim x.in ana rnNVORM Tn An r"PLAN I GPFr'a W FAR TRI Ia.9 t,A VnuT.9 Robbins Engineering,Inc./ODline PlusTa 0 199&2005 Version,17.7.009 Engineering Review Drawing 9/1/2005 10:56:40 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com r ur r rr r r rir r� � rrr rr ■■r trr rr rr r rr rr rr Job:L7343 Mark: R14 Quantity: 1 Type: SP Span: 490000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit pef 2.0 Provide connection to bearing for 459 Lbs Horiz Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf SC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 pef Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max comp. force 9087 Lba Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plust"®1996-2005 Version 177.009 Engineering Review Drawing 9/1/2005 10:56:40 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com = = iiiiiiir ■r I= M M M it rr r rt M irr ire M r r r Job:L7343 Mark: R15 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase #1 ON JOINTS EXCEPT: TOP 0.92 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE 822E X Y HIM 0.93 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.00x12.00 3.22 1.39 WSS 0.99 2x 4 SPF-N2 BC Cont. 0 49- 0- 0 A 6045 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-M2 WB 1 row CLB on Q-N F 6024 5- 8 9- 7 TC 108.2@ B to 108.2@ C C 10.00x10.00 -1.66 -6.13 EXCEPTIONS: WB 1 row CLB on N-R TC 108.2@ C to 108.2@ D E 6.00xl2.00 CNTR -0.50 T3 2x 6 SP-J)2 WB 1 row CLB on R-L UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E F 7.00x 8.00 -0.50 CNTR T4 2x 6 SPF-M2 WB 1 row CLB on L-C BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 H 10.00x10.00 CNTR 2.25 B3 2x 6 SPF-N2 WB 1 row CLB on I-D LBS LISS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 K 7.00x 8.00 0.50 CNTR W28 2x 4 SP-SS WB 1 row CLB on K-D A 434 F 377 BC 40@ 26- 6- 0 to 40@ J I 10.00x10.00 CNTR 2.25 W26 2x 4 SP-M1 WB 2 rows CLB on U-H BC 40@ I to 40@ H S3 6.00x 6.00 CNTR 0.25 W34 SAME AS W26 WH 2 rows CLB on F-E LL Defl -0.6911 in N -S3 L/834 BC 40@ G to 40@ F O 4.00x 6.00 -0.21 C14TR ATTACH ix4 CLB WITH TL Defl -1.0111 in N -S3 L/569 (2) 8d NAILS ON EACH WEB Shear // Grain in J -I 0.90 MEMBER WHERE INDICATED BY ®. 7x8= 4x6= 1Ox10z� HO 8-10 HO 7-9-8 HH 2-4 B T2 R C 2x411 HH 7-4-0 T1U T3 S 4x6l 7x8= 7x10= 2x411 20G-RHS-6xl211 7 Q t U T4 T E 4x12�11-6-3 SlSO-li-2 2p4\\ W21 W22 W2 W27 W2 W 1-0-02 W19 W1 4 1-0-OH 20G-RHS-6xl2 Tl W20 W35 p' W26 W18 B2 F B1L O S2 N Him S3 L B1R I G B3 7x8= W:508 4x6=20G-RHS-5x8= 5x8= 6x6= 7x10= 10x10= 2x411 HGR R:6045 J 1Ox10-R:6024 U: 434 2x4 -U: 377 0 o �Pce= o ro TC 't 6-1-11 ' ll-9-14 17-6-0 24-6-0 31-6-0 36-1-4 iP� 41-2-152 1 45-5-4 149-0-01 V -SUI3�IT7=TZ ��31- - - - =3=B 1 49--u-U I 0 0 0 n Ir1 a 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 , REFER TO ROBBINS LNG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 552.0 L13S Scale: 0.12511 11 ROBBINS LOCK connector plater(20 ga.gah.steel-ASTM A653 SS Grade 4e) Robbins Eng.Co.bean nu rcspunsl6lth fur the erectWn of trutaes,held bracing or shall be applied an both faces of truss at each Joint.Center the plates unless shown permanent truss bracing.Rcfnr to H18-91 as published by the Trust Plate Institute, Loadease 81 Designer: LUCAS ARL otherwise by dmles(u)or dimensions.Unless otherwise Indicated by a"v".all slots in $93 D'Onufriu Drhe,Suite 20e,Madison,Wisconsin 53719.Persons erecting tests" TC Live 44.1 psf Checker: NONE ASSIGNED plates ran parallel with the chards or horizontally M the peak and/or heel.No lease are cautioned to seek professional ads ice concerning proper erection bracing to TC Dead 10 sf Reviewer: knots or wanes In plate contact area.Spike only where shown.Overall spans assume prevent toppling and'4kiminoing".Care should he taken to prevent damage during P 4"hearings of each end,unless indicated otherwise.Cutting and fabrication shall be fabricatim.storage,shipping and erection.Top and bottom chunk shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting Joints and plates.This design adequately heated in the absence of sheathing or rigid ceiling,respectively.It Is the BC Dead 10 psf Rev No: was prepard In accordance with"National Design Speeitkatkas for Stress-Grade responsibility of other to asmrain that the design leads utilized on this dewing meet Lumber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or eacecd the actual dead loads Imputed by the structure and the Ih'e loads imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),and HOD Design Criteria for Tressed RPRem by the local building code or hteturical ell-terecords. Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. Drat,• n IT 19 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEWTHIS DRAWING,& P 9 - g' vFniFv TWAT nATA I m.tinmr.nm A,InAnRr'nwnum Tn♦ j;PI.AN/RPFrq.6 PAR TPIMR I,AWHITR Robbins Engineering,Inc./Online Pluses 0 1998.2D05 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:41 AM Page 1 of 2 PDF created with pdfFactory trial version www.r)dffactory.com = ■iiiis r r mIM1 I1=1 rr 1M I=1 1=1 M1=1 M M M = M M Job:L7343 Mark: R15 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 OR Loading Soffit psf 2,0 Provide connection to bearing for 473 Lba Horiz Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI /ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max Comp. force 9012 Lbs Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus" ®1998.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:41 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R16 Quantity: 1 Type: SP Span: 490000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase #1 ON JOINTS EXCEPT: TOP 0.89 2x 6 SP-SS O.C. FROM TO JT REACT ACT WID REQ WIT) Total Design Loads JT PLATE SIZE X Y BTM 0.88 2x 6 SP-SS TO Cont. 0 49- 0- 0 Las IN-SX IN-SX Uniform Loads (plf) A 10.00x10.00 4.58 1.12 WBS 0.98 2x 4 SPF-#2 BC Cont. 0 49- 0- 0 A 5842 5- 8 6-14 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-#2 WB 1 row CLS on O-L F 5801 5- 8 2-11 TC 108.20 B to 108.2@ C C 7.00x 8.00 CNTR -0.33 EXCEPTION$: WB 1 row CLB on L-P TC 108.2@ C to 108.2@ D R 7.00x 8.00 -0.50 CNTR T3 2x 6 SPF-#2 WB 1 row CLB on P-J UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E E 8.00x14.00 -1.50 CNTR W17 2x 6 SPF-#2 WB 1 row CLB on J-D BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 I 7.00x 8.00 0.50 CNTR W29 2x 4 SP-#2 WE 1 row CLB on D-G LBS LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 G 1O.00xl2.00 CNTR 2.25 W27 2x 4 SP-SS WB 2 rows CLB on I-R A 441 F 403 BC 40@ 26- 6- 0 to 40@ H 33 6.00x 6.00 CNTR 0.25 W32 SAME AS W27 WB 2 rows CLS on S-E BC 40@ G to 40@ S S2 6.00x 6.00 CNTA 0.25 ATTACH ix4 CLB WITH LL Defl -0.6811 in L -S3 L/850 M 4.00x 6,00 -0.21 CNTR (2) 8d NAILS ON EACH WEB TL Defl -1.0011 in L -S3 L/576 F MEMBER WHERE INDICATED Shear // Grain in R -E 0.78 BY®. 7x8= 4x6= 7x8- 2x411 HO 6-10 HO 8-8-14 His 2-4 B T2 P C T3 Q HH 8-3-6 T1U 7x8= 7x8= 20G-RHS-8x14= IT 4x6 .D T4 R E 7 O - - --'- 4x12 i 11-6-3 Sl 2x4\\ W21 W2 W21 W30 W32 10-11-2 N W22 W2 W31 1-0-00 W19 9 W17 1-0-03 T1L W20 I_ 1Ox1011 A W18 7 I B2 S �I B1L M 92 L BIM S3 B1R G 20G-RHS-7xS11 3x6=�F I 4x6= 6x6= 4x9= 6x6= J lOxl2= 1W 584 #20G-RHS-8xl4= o� R GR 801 g: 440 g.411 U: 402 o to 6-1-11 � -14 =17-6-0 I 24-6-0 31-6-0 135533=0I1 421-1 49-0-�2 =TC 3 - -5 i a 0 0 0 L49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOMO, # ce PLATE SELECTED IN PLATE MONITOR REFER TO ROBBINS ING. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus- APPROX. TRUSS WEIGHT: 537.6 LBS Scale: 0.12511 = 11 ROBBINS LOCK connector plates(2e ga.piv.steel-ASTM A653 SS Grade JS) Robbins Eng.Cu.hears no respnmiblity for the erection of trusses,field bracing or shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent trust bracing.Refer to HID-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otbenrbe Indicated by a"v",all,lets in 533 W Onofriu Drive,Suite 20e,Madison,Wisconsin 53719.Persons crecting trusses TC Live 44.1 ps£ Checker: NONE ASSIGNED plates no parallel with the chords or hodruntally at the peak and/or hest.No loose art cautioned to seek professional ads ice concerning proper erectlen bracing to TC Dead 10 of Reviewer: hunts or wows In plate contact area.Spike only where shown.Overall spans assume prevent toppling and"do nlaoing".Can should be taken to prevent damage during P 4"hunts at each end,tutees indicated otherwriw Cutting and fabrication shall be fabrication,stump,shipping and erection.Top and bottom chords shall be BC Live 10 pef Designed: performed on equipment which produces snug fining dints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It Is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications fur Stress-Grate responsibility of others to ascertain that the design loads utilized an this drawing meet Total 74.1 8f Rev Date Lumber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the Ih a loads imposed P Connected Wood Trusses"(TPI),and HUD Design Criteria for Trmwd Rafters. by the local building code or historical climate records. Lumber SI 1.15 Rein Date: 09/01/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. Drawing: IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& P g g: VFRIPV THAT nATA INf/.1111IN!_Is M R i AIs nR CONFnRM Tn ARr s!PTA I QPTr.q X Fs n Tni 1RA I A Vn11Ta Robbins Engineering,Inc./Online PIUSTM Q 1996-2005 Version 17.7,009 Engineering Review Drawing 9/1/2005 10:56:42 AM Page 1 of 2 . PDF created with pdfFactory trial version www.r)dffactory.com W 1=1 M M 1111111111• 1111111111• M M M M = W M M M M i i1• M Job:L7343 Mark: R16 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 6 02 ON Loading Soffit psf 2.0 Provide connection to bearing for 457 Lbs Horiz Reaction Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-98 Trues is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.1 Max comp. force 8733 Lbs Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus-®1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:42 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com = = = Ml M M M = M M r M = = i M M M Job:L7343 Mark: R17 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase Al ON JOINTS EXCEPT: TOP 0.83 2x 6 SP-SS 0.C. FROM TO JT REACT ACT WID REQ WID Total Design Loads JT PLATE SIZE X Y BTM 0.95 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) A 6.00x12.00 3.22 1.39 WEIS 0.96 2x 4 SPF-M2 BC Cont. 0 49- 0- 0 A 6039 5- 8 7- 2 TC 108.2@ A to 108.2@ B 8 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-()2 WB 1 row CLB on P-M F 6039 5- 8 2-12 TC 108.2@ B to 108.2@ C C 10.00x10.00 -1.66 -6.13 EXCEPTIONS: WB 1 row CLB on M-Q TC 108.2@ C to 108.2@ D 8 5.00x 8.00 -1.00 -0.50 T3 2x 6 SP-N2 WB 1 row CLB on Q-K UPLIFT FOUND AT BEARINGS TC 108,2@ D to 106.21? E E 8,OOx14.00 -1.50 CNTR W17 2x 6 SPF-N2 WB 1 row CLB on K-C BRG UPLIFT BRIG UPLIFT BC 40@ A to 40@ 22- 6- 0 1 8.00xl4.00 3.50 CNTR W28 2x 4 SP-SS WB 1 row CLB on G-D LBS LBS BC 80@ 22- 6- 0 to 80@ 26- 6- 0 J 6.00x 6.00 0.50 CNTR W33 SAME AS W28 WB 1 row CLB on J-D A 432 F 375 BC 4013 26- 6- 0 to 40@ H G 10.00x10.00 CNTR 2.25 W26 2x 4 SP-M1 WB 1 row CLB on I-S BC 40@ G to 40@ T N 4.00x 6.00 -0.21 CNTR W31 2x 4 SP-I12 WB 1 row CLB on T-E LL Defl -0.6611 in M -K L/874 F ATTACH ix4 CLB WITH TL Defl -0.9411 in M -K L/612 (2) 8d NAILS ON EACH WEB Shear // Grain in H -G 0.95 MEMBER WHERE INDICATED BY ®. 7x8= 4x6= lOx �lO HO 8-10 8 Q C HO 7-6-14 HH 2-4 T2 HH 7-1-6 2x41 IT 4x6 T3 R 7x8.= 5x8= 20G-RHS-8x14= 7F- P D S T4 E 11-6-3 10-11-2 0 4l\\ W21 W2 W22 W231 W27 W28 1-0-OG W19 W2 W31 W30 W33 1-0-OT 20G W18 /1 -RHS-6x12- W20 W1 ii A T1 y26 J B2 I T ppqq N M Bl K G 6x6= 20G-RHS-8xl4=4x6=0F II 4x6= 5x8= 7x10= 10x10- W:508 HGR 6:6039 Bo R:6039 Q: 431 2xTI U: 375 O h TC 6- il l �iT6-0 24-6-0 33 v 3Sb 314-411Td ��45-tea .+ o a o 0 0 M of 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCIC20 REFER TO ROB8INS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 538.6 LBS Scale: 0.12511 11 ROBBINS LOCK connector plates(20 go.gale.steel-ASTM A653 SS Grade 49) Robbins Eng.Co.heart no nsponsiblity,forthe erection of trusses,field bracing or shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent truss bracing.Refer to HIB-91 as published by the Trues Ptak institute, Loadcase #1 Designer: LUCAS AHL otherwise by ckeles(o)or dimensions.Unless otherwise iMkated by a"v",all slots In 193 D'Onafdo Drive,Suite]Ire,Madison,Wisconsin 53719.Penns erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates ran paralkl with the chords or hodwinally at the peak and/or heel.No louse arc cautioned to seek professional advice concerning proper erection bracing to knots or wanes In plot.contact area.Splke only whom shows.Overall spore aI.- prevent toppling and"dondmiag".Cam should be taken to prevent damage Audng TC Dead 10 psf Reviewer: 4"beatings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed un equipment which produces snug fitting Juink and plate..This design adequately braced in the absence of sheathing or rigid ceiling,tespeetively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications fur Stress-Grade responsibility of a-lid.to atain that the design loads utilized on this drawing meet Lumber and it.Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads imposed by the structure and the III loads imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TP4,and HUD Design Criteria for Trussed Rafters, by the local building code or historical climate mco rds. Lumber SI ills Run Date: 0 9/01/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing: VFRMV THAT IIATA tNr'I.tmtNr:nrM a 1.nanC f nNFnRMTea ARr4i PLAN CPTCA&FAIL TRI IQC I.AVnt ITC Robbins Engineering.Inc./Online Plusi1e 0 1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:42 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com M = = = = M = r M M M M = M = M = M Job:L7343 Mark: R17 Quantity: 1 Type: SP Span: 490000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 a 02 OR Loading Soffit pef 2.0 Provide connection to bearing for 444 Lbs Boris Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System, Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load . 70.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max comp. force 8999 Lbs Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus-0 199r.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:42 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.com M M M i r M M M M M M M M M M M M M M Job:L7343 Mark: R18 Quantity: 1 Type: SP Span: 490000 PI-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING MAXIMUM REACTIONS: Loadcase #1 ON JOINTS EXCEPT: TOP 0.94 2x 6 SP-SS 0.C. FROM TO JT REACT ACT WID REQ WIT) Total Design Loads JT PLATE SIZE X Y BTM 0.99 2x 6 SP-SS TC Cont. 0 49- 0- 0 LBS IN-SX IN-SX Uniform Loads (plf) ' A 6.00xl2.00 3.22 1.39 WEIS 0.95 2x 4 SPF-#2 BC Cont. 0 49- 0- 0 A 6039 5- 8 7- 2 TC 108.2@ A to 108.2@ B B 7.00x 8.00 CNTR -0.33 WG1 2x 4 SPF-#2 WB 1 row CLB on O-L F 6039 5- 8 2-12 TC 108.2@ B to 108.2@ C C 7.00x 8.00 CNTR -0.33 EXCEPTIONS: WB 1 row CL8 on L-P TC 108.2@ C to 108.2@ D G 10.00x14.00 CNTR 2.25 T4 2x 6 SP-#2 WB 1 row CLB on P-J UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E S3 6.00x 6.00 CNTR 0.25 B2 2x 6 SP-#2 WB 1 row CLB on J-Q BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ 22- 6- 0 M 4.00x 6.00 -0.21 CNTR W17 2x 6 SPF-#2 WB 1 row CLB on I-D LBS LES BC 80@ 22- 6- 0 to 80@ 26- 6- 0 F W29 2x 4 SP-SS WB 2 rows CLB on S-T A 424 F 358 BC 40@ 26- 6- 0 to 40@ H W32 2x 4 SP-#1 ATTACH lx4 CLB WITH SC 40@ G to 40@ T (2) Sd NAILS ON EACH WEB LL Defl -0.671' in L -S3 L/855 MEMBER WHERE INDICATED TL Defl -0.9911 in L -S3 L/581 BY Can. Shear // Grain in B -P 0.77 7x8= 4x6= 7x8= HO 8-10 HO 6-4-14 Hill 2-4 B T2 P C HH 5-11-6 T1U 4x6 IT4x6 Q T3 2x411 7 O 8xl4= R 8xl4= 3x611 4x12�, D T4 8 E 11-6-3 S1 10-11-2 2N4\\ W21 W2 W22 W21 W2 f28 1-0-0G W19 W27 W28 W32 W17 1-0-OT 20G-RHS-6x121l W20 W3 W33 A W18 B1L M S2 L B1M S3 J B1R G 7x8=fir 4x6=20G-RHS-5x8= 5x8= 6x6= 5x8= 1Oxl4= W:508 HGt R:6039 H R:6039 424 I cq2x411 U: 358 0 20G-RHS-§xl4= a o ri TC' 6- - 1 11-9-14 -6-0 24-6-0 31-6-0 1 35-4� 39-3-0 I T-45-�� 49-0-0 1 7= m b=S�BCI i 17 31- - 0 0 to 0 .4 0 a 49-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 520.7 L13S Scale: 0.12511 a 11 ROBBINS LOCK connector plates(20 go.galy.steel-ASTM As53 SS Grade 40) Rubbing Eng.Co.bean no respohsiblity for the erection of tru..us,Deed brueing at shall be upplkd on both face.of gross mouth Joint.Center the plates unless shown permanent trues bracing.Refer to HIS-91 as published by the Trap.Plate Institute, Loadoase #1 Designer: LUCAS AHL otherwise by eirek.(u)or dimeaslon..Unless otherwise Indicated by a"v",all sluts In 5e3 D'On tfri.DHve,Suite 2110,Madison,Wisconsin$3719.P......recting trusses TC Live 44.1 psf Checker! NONE ASSIGNED plates run parallel with the chords or horizontally at the peak and/or heel.No louse an cautioned to seek professional advice concerning proper erection bracing to TC Dead 10 of Reviewer: knots or wand in plate contact area.Spike only where she..0-11 spans assume prevent toppling and"domhwing".Can should be taken to prevent damage during p 4"hearings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: perfumed on equipment which produces snug fitting joints and plates.This design adequately braced In the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in securlaneo with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilized on this drawing meet ,« Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or caceed the actual dead loads imp...d by the structure anti the lire Wads Imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. I IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAR.TO REVIEW THIS DRAWING,a Spacing 24.0 in. Drawing: i VFRIFV TRAT hATA I141'1.1 MING 111M k I..IA he r nNF.IRM TO ARCR PLAN/CPFf a R FA R Tar IGC I.AVM ITC I Robbins Engineering,Inc./Online PIUST.a 19%-2005 Version 17.7,009 Engineering Review Drawing 9/1/2005 10:56:43 AM Page 1 of 2 PDF created with pdfFactory trial version www.pdffactory.com M M M = = = = M M Job:L7343 Mark: R18 Quantity: 1 Type: SP Span: 490000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 2 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH NOTES: Trusses Manufactured by: SARATOGA LUMBER TRADERS Analysis Conforms To: ANSI/TPI 95 i 02 OH Loading Soffit pa! 2.0 Provide aonruation to bearing for 430 Lba Boris Reaction Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 6.0 psf BC Dead Load 6.0 psf Roof Snow Load per ASCE 7-98 Ground Snow Load - 70.0 pef Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 0.9 Balanced Load Factor 0.6 Unbalanced Load Factor 2.2 Max COW, force 8998 Lbs Quality Control Factor 1.25 Robbins Engineering,Inc./Online Plus-@ 1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:43 AM Page 2 of 2 PDF created with pdfFactory trial version www.pdffactory.con M M i M M M M M M M i M M M M M M M M Job:L7343 Mark: R19 Quantity: 1*3P Type: SP Span: 481108 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.91 2x 6 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.95 2x 6 8P-8a RTM CHORD - CONTINUOUS Las IN-SX IN-SX Uniform Loads (Plf) SARATOGA LUMBER TRADERS A S.00x12.00 5.56 2.46 WBS 0.97 2x 4 SPF-#2 lx4 CONTINUOUS LATERAL BRACING A 13030 5- 8 5- 2 TC 108.2@ A to 108.2@ B 2. EMPIRICAL ANALOG IS USED. Q 4.00xl2.00 4.08 2.00 WG1 2x 4 SPF-#2 ATTACHED WITH (2) 8d NAILS F 13758 5- 8 7- 3 TC 108.2@ B to 108.2@ C 3. WIND LOADS - ANSI/ASCE 7-98 D 10.00x12.00 6,00 5.50 EXCEPTIONS: EACH MEMBER WHERE INDICATED TC 108.2@ C to 108.2@ D TRUSS IS DESIGNED AS A E 6.00xl2.00 4.92 2.81 T2 2x 6 SPF-#2 BY ®, UPLIFT FOUND AT BEARINGS TC 108.2@ D to 108.2@ E MAIN WIND-FORCE RES SYSTEM G 12,00x14.00 5.75 0.00 T3 SAME AS T2 BRG UPLIFT BRG UPLIFT BC 40@ A to 40@ R FOR EXTERIOR ZONE LOCATION I 7.00x 8.00 4.50 3.50 B2 2x 6 SPF-#2 LEIS LEIS BC 334@ R to 334@ T WIND SPEED - 90 MPH F W15 2x 6 SPF-#2 A 772 F 954 BC 354@ T to 354@ U MEAN ROOF HEIGHT - 25, W28 2x 6 SP-SS BC 334@ U to 334@ H EXPOSURE CATEGORY - C W26 2x 4 SP-#2 DL+LL DEFL = 1.0611 IN T-U BC 334@ G to 334@ S OCCUPANCY FACTOR - 1.00 W31 2x 4 SP-SS LL DEFL = 0.7311 < BRG-SPAN/360 Point Loads (lbs) ENCLOSED BUILDING. DL+L.L HORZ - 0.3011 AT F BC 1093.2D LL@ R TC DEAD LOAD = 6.0 PSF REPETITIVE MEMBER INCREASES: SPAN/DEFL (DL+LL) - 555 BC 728.81) DL@ R BC DEAD LOAD - 6.0 PSF FB 15.0% FT 0.0% FC 0.0% 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW LOAD -140.0 PSF RAIN WAD NOT REQ'D IMPORTANCE FACTOR: 1.00 6x6= 5x6= 6x6= THER AL FACTOR: 1.00 HO 8-10 HO 5-4-10 EXPOSURE FACTOR: 0.90 HH 2-4 B T2 P C HH 4-11-2 (BAL,UNBAL L.D FAC=0.63,2.35) 5. UNBALANCED LOADS CHECXED <4x6l- PLATE 4x12 (UNBLN LI) FAC = 0.00, 0.00). IT 6. BUILDING DESIGNER I5 Q RESPONSIBLE FOR ADEQUATE 7 T3 DESIGN OF TRUSS TO BRG 11-11-0 4x6i 1Ox12= 6x12= CONNECTION WHICH ALLOWS 0.30 14CHES OF 11-7-14 N W20 W20 W19 D T4 E HORZ. MOVEMENT AT JOINT F 1-0-OG Tl W17 W24 W25 W27 W28 7 DAMAGE TO TRUSS. TIE-IN LOADS WN WITHOUT 1-0-03 W30 W31 8. PREVENT TRUSS ROTATION AT ALL BEARING LOCATIONS. 5x12= W1 W26 W15 9. ANCHOR TRUSS FOR A TOTAL A HORIZONTAL LOAD OF 251 LBS. B2 S 10. PROVIDE DRAINAGE TO PREVENT WATER PONDING. �q R - L Ell T U J I G 2x5= F 11. 3 COMPLETE TRUSSES REQUIRED. II 2:IcS ':72993.2 5xl2= 5xl2= 7x8= 12xl4- g FASTEN TRUSSES TOGETHER W/ W:508 H 16d NAILS AS EACH LAYER IS R:13030 H R:13758 APPLIED,STAGGERED AS FOLLOWS U: 772 4x611 U: 954 MEMBER ROWS SPACING(IN) TOP CHD 2 12.0 o M BTM CHD 2 10.5 C 4x6= WEBS 2 4.0 o PLUS CLUSTERS OF NAILS IF TC e" I B-0-0 1 12-7-14 1! 9-0 24-6-0 30-3-0 1 35:- 41-0-0 48-11-B SHOWN. Bc 8-0-U- -f,f 1�i 30=1-4 1 �-9-i�i ai-6=8�a5-6=o lob 0 0 to .+ o �+ to 48-11-8 ALL PLATES ARE IOCR'20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Scale: 0.125" 1' ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus APPROX. TRUSS WEIGHT: 529.8 LEIS ROBBINS LOCK connector plates(20 ga.gair.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no responsiblity for the erection of trusses,field bracing or shall be applied on both face.of to as at each joint.Center the plates unless shown permanent truss bracing.Ruler to HIB-91 as published by the Truss Plate Institute, Loadease #1 Designer: LUCAS AHL otherwise by circles(o)ur dlnenabm.Unless otherwise Indicated by a"v",all sluts 10 583 W Onufdu Drive,Suite 200,Madison,Wisconsin 53719.Persons emcling truss. TC Live 08.2 psf Checker: NONE ASSIGNED plates run parallel with the chords or hudmntally at the peak and/or heel.No loose are cautioned to seek pmfenkmal ad%lee concerning proper erection bracing to knots or wanes in plate contact area.Splice only where shown.Overall spans assume pmvent toppling and"dominuing".Cam should be taken to prevent damage during TC Dead 20 psf Reviewer: J"bearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 20 psf Designed: performed on equipment which produces song fitting joints and plates.This design adequately brand in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 20 psf Rev No: was prepared in accordance with"National Design Specifications for Stnas-Grade respansibilit)of others to ascertain that the design loads utillmd an this drawing meet Total 148.2 psf Rev Date: Lumber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate oreseeed the actual dead b oa ads imposed by the structure and the Iivc loads imposed Connected Wood Trusses"(TPq,and HUD Design CrIteda for Trussed Rafters. by the local building rude or historical climate men.nls. Lumber SI 1.15 Run Date: 09/01/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Span 12.0 in. Drawin II IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB,TO REVIEW THIS DRAWING,& g g: VT0IFV TRAT nATA INr'1,IMVQG nlM A I.n ANa Cf1NP0PM Tn ARM PLAN/RDFr'.a A.PAR TRilee I.A VnI1Te Robbins Engineering,Inc./Online Plus-01996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:66:43 AM Page 1 PDF created with pdfFactory trial version www.i)dffactory.com 1=1 = r Ml = = = = = = = = = = Job:L7343 Mark: R20 Quantity: 1 Type: MONO Span: 110204 P1-H1: 4.95 Left OH: 1-10-10 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Standard Loading Design Loads NOTES: ON JOINTS EXCEPT: TOP 0.64 2x 6 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Uniform Loads (paf) 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.48 2x 6 SPF-N2 BTM CHORD - CONTINUOUS Las IN-SX IN-SX TC -24.1@ A to 97.2@ B SARATOGA LUMBER TRADERS A 4.00x 4.00 4.51 3.03 WBS 0.86 2x 4 SPF-N2 A 675 6- 4 1- 1 BC 0@ A to 44.6@ C 2. EMPIRICAL ANALOG IS USED. C 1238 5- 8 1-15 Loadcaae kl 3. WIND LOADS - ANSI/ASCE 7-98 Total Design Loads TRUSS IS DESIGNED AS A UPLIFT FOUND AT BEARINGS Uniform Loads (plf) MAIN WIND-FORCE RES SYSTEM BRG UPLIFT BRG UPLIFT TC 0@ A to 242.6@ B FOR EXTERIOR ZONE LOCATION L13S Las BC 0@ A to 89.7@ C WIND SPEED - 90 MPH A 107 C 123 MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - C DL+LL DEFL = 0.1111 IN E-B OCCUPANCY FACTOR - 1.00 LL DEFL = 0.0411 < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 999 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD - 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-58 HO 5-4-0 GROUND SNOW LOAD te 70.0 PSF HH 4-10-1 RAIN LOAD NOT REQrD IMPORTANCE FACTOR: 1.00 2x511 THERMAL FACTOR: 1.00 HO 8-10 B EXPOSURE FACTOR: 0.90 88 2-11 (BALANCED FACTOR =0.63 UNBALANCED NOT REQ'D) 5. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 152 L.BS. 6. GIRDER CONDITION: 4 95 KING JACK GIRDER. TIE-1N JACKS ON TOP6BTM. 4x4-- GIRDER SETBACK 10.00 £t. E 5-10-11 T1 W3 5-4-0 W1 4x4- W2 A C Dal 4x4- 2x511 W:604 8GR R: 675 R:1238 U: 107 U: 123 TC 1-10-10 1 5-8-13 11-2-4 1i-2-4 11-2-4 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engrineering, Inc./Online Plus''r APPROX. TRUSS WEIGHT: 95.0 LBS Scale: 0.37511 1' ROBBINS LOCK eoneemor plate$(20 ga.San.ateel-ASTM A653 SS Grade 40) Robbins Zug.Co.bean oo roaponNblity for the erection of tmseee,f idd bracing ur shall be applied on both faces of truer at each Joint.Center the plates md. shown permanent truss bracing.Ittfcrtu HIR-91 as published by the Truth Plute Institute, Standard Loading(Snow) Designer: LUCAS AHL ptherwise by circles(a)or dimensions.Unless otherwise Indicated by a"0,all sluts In 583 D'Onufdu Drive,Suite 200,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates tun parallel with the chords or barlwataliy at the peak and f or heel.Nu loose an cautioned to seek professional advice momrning limper trectiun bracing to knots or wanes in plate contact area.Splice only whem shown.Overall spans assume prevent toppling and"duminuing".Can should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"hearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bosom chords shall be BC Live 10 psf Designed: performed an equipment which produces snug fitting joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It le the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress-Grade respintAblliq of.thers to ascertain that the design loads utilised on this drawing meet Lumher and Its Fastenings"(AFPA),"Design Specifications fur Light Metal Plate or tined the actual dead loads imposed by the atructum and the live loads imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(FPI),and HUD Design Crited.for Trussed Rafters. by the hroai building code or historical climate mcmxis. Lumber S I 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. Drawing: IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& p g g: Va'nnrY.N T n.T.iN1t.1111M.rIM F 1.0♦na(`l1NFl1hM T.lot.a1..I.Ao IIC R Fla TFilee 1,l VnliT.e Robbins Engineering,Inc./Online Pius-®1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:%:44 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com ar lliiiiiiilr MMMM illy m MMMMMM M M m m M • Job:L7343 Mark: R21 Quantity: 2 Type: MONO Span: 51016 pi-HI: 7 Left OR: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.93 2x 4 SPF-#2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID - 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.41 2x 4 SPF-#2 BTM CHORD .• CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 A 607 5- 8 15 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 22.86 1.00 REPETITIVE MEMBER INCREASES: C 121 5- 8 3 3, WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 41.59 1.00 FB 15,04; FT 0.0% PC 0.0% B 297 5- 8 7 TRUSS IS DESIGNED AS A $ MAIN WIND-FORCE RES SYSTEM C UPLIFT FOUND AT BEARINGS FOR EXTERIOR ZONE LOCATION BRG UPLIFT BRG UPLIFT WIND SPEED - 90 MPH LBS LBS MEAN ROOF HEIGHT - 25' A 74 B 120 EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 DL+LL DEFL = 0.28" AT A ENCLOSED BUILDING. LL DEFL = 0.09" < 13RG-SPAN/360 TC DEAD LOAD = 6.0 PSF SPAN/DEFL (DL+LL) - 256 BC DEAD LOAD - 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 HO 4-2-0 GROUND SNOW LOAD = 70.0 PSF HH 3-9-15 RAIN LOAD NOT REQ'D HO 8-10 IMPORTANCE FACTOR: 1.00 HH 4-9 B THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BALANCED FACTOR =0.63 UNBALANCED NOT REQ'D) 5. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 174 LBS. 7 For proper installation of toe-nails, refer to the 2001 3-16d toenails National Design Specification 4-6-12 T1 R:toenails (NDS) for Wood Construction 297 4-2-0 U: 119 2x4, 1 2x4� 5x5= A B1 C W:508 2-16d toenails R: 607 R: 121 U: 74 TC 1-4-0 5-10-15 $C -1 - 5 5-30-15 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 34.6 LBS Scale: 0.500" = 1' ROBBINS LOCK connector plates(20 ga.gale.steel-ASTM A653 SS Grade Jo) Robbins Eng.Co.bean no responsiblity for the erection of trusses,field bracing or s11211 be applied on both facts of truss at each joint.Center the plates unless shown permanent truss bracing,Refer to RIB-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise Indicated by a"v",all slots in 583 D'Onofdo Drive,Suite 200,Madison,Wisconsin 53719.Persons erecting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates Ran parallel with the chords or horiaomally it the peak and/or heel.No loose arc cautioned to seek pmfessional advice concerning proper erection bracing to TC Dead 10 psf Reviewer: hours or wanes in plate contact area,Splice only where shown.Overall spans assume prevent toppling and"dumiooing".Care should he taken to prevent damage(luting 4"bearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting joints and plates.This design adequately located in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utifind on this drawing meet Total 73.8 s£ Rev Date: „ Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead leads imposed by the structure nail the live loads imposed P """ Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Bailers. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17.1.009 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. DrawiI) IT 13 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAR.TO REVIEW THIS DRAWING,& P g 9 VFRWV THAT"ATA IN0.1mrNG rlrvt w 1(IARR rYINFnRM Tn AtrrM FLAN I RPFf Q,A FAR TRtICQ l.e VM ITC Robbins Engineering,Ina/Online PluaRr 0 19N-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:44 AM Page 1 - PDF created with pdfFactory trial version www.pdffactor-y.com Job:L7343 Mark: R22 Quantity: 2 Type: MONO Span: 31015 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.39 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.17 2x 4 SPF-A2 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 A 462 5- 8 12 2, EMPIRICAL ANALOG IS USED. A 2.00x 4.00 16.36 1.00 REPETITIVE MEMBER INCREASES: C 77 5- 8 2 3. WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 28.59 1.00 FB 15.0% FT 0.0% FC 0.0% B 193 5- 8 5 TRUSS IS DESIGNED AS A B MAIN WIND-FORCE RES SYSTEM C UPLIFT FOUND AT BEARINGS FOR EXTERIOR ZONE LOrATION BRG UPLIFT BRG UPLIFT WIND SPEED - 90 MPH LBS LBS MEAN ROOF HEIGHT - 251 A 70 B B3 EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 DL+LL DEFL m 0.0511 AT A ENCLOSED BUILDING. LL DEFL at 0.0211 < BRG-SPAN/360 TC DEAD LOAD = 6.0 PSF SPAN/DEFL (DL+LL) ne 961 BC DEAD LOAD - 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 HO 3-0-0 GROUND SNOW LOAD = 70.0 PSF HO 8-10 HH 2-7-15 RAIN WAD NOT REQ'D HH 4-9 B IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BALANCED FACTOR =0.63 7 UNBALANCED 5. ANCHOR TTRRUSSNFOR OT RAQTOTAL 7 X HORIZONTAL LOAD OF 127 LBS. 3-4-12 2x4i Tl For proper installation of 3-0-0 2x4% toe-nails, refer to the 2001 Sx5- l 2-1IS toenails National Design Specification A R: 193 (NDS) for Wood Construction U: 82 B1 C W:508 2-16d toenails R: 462 R: 77 U: 70 TC 1-4-0 3-10-15 10-15 3-10-15 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineerin Inc./Online Plus- APPROX. TRUSS WEIGHT: 24.4 LBS Scale: 0.500i1 1' ROBBINS LOCK conneetor plates(30 ga.prW.slcel-ASTM A653 99 Grade 40) Robbins Rug.Co.bean no respohslblity for the erection of untaAcs,field bracing or /hall be applied on both faces of truss.at each Joint.Center the plate@ unless shown permmrent truss bracing.Refer to HIB-91 as published by the Truss Plate Institute, Loadcase Sl Designer: LUCAS AHL otherwise by circles(a)or dimensions.Unless otherwise indicated by a"v',all sluts In 583 D'Om f&Drive,Suite 200,Madison,Wisconsin 53719.Persons erecting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates run parallel with the chords or horizontally at the peak and/or heel.No louse art cautioned to Beek prefessWeal Wviee concerning proper @reckon bracing to knots orwanes in plate contact arts.Splice only where shown.Overall spans assume prevent toppling and"dominoing".Care should be taken to prevent damage during TC Dead 10 pelf Reviewer: 4"bearings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom churls shall be BC Live 10 psf Designed: performed on equipment which produces emit fitting Joints and plates.Thin design adequately braced In the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilized on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plat, or exceed the actual deal)loads imposed by the structure and the lire loads imposed Total 73.8 psf Rev Date: Connected Wood Trusses"(TPI),and BUD Design Criteria for Trussed Rapers. by the local building code or historical climate reconls• Lumber SI 1.15 Run Date: 08/31/05 FURNISH A COPY OF THIS DESIGN 7O ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing: VFniFVTHATnATA mritinvNinnm Al txAni rANP-M TO ARf P,IN FAn Tn 11CC 1.e Vf111TV Robbins Engineering,Inc./Online Pluses"m 1998-2005 Version 17.7.009 Engineering Re0ew Drawing 9/l/2005 10:56:45 AM Pagel PDF created with pdfFactory trial version www.r)dffactorv.com = = = = = rid = M i M M r M M r M = r M Job:L7343 Mark: R23 Quantity: 2 Type: MONO Span: 11015 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MPXI]HUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.08 2x 4 SPF-82 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y ET14 0.03 2x 4 SPF-82 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 A 322 5- 8 8 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 16.59 1.00 REPETITIVE MEMBER INCREASES: C 34 5- 8 1 3. WIND LOADS - ANSI/ASCE 7-98 B FB 15.0% FT 0.0% FC 0.0% B 87 5- 8 2 TRUSS IS DESIGNED AS A C MAIN WIND-FORCE RES SYSTEM UPLIFT FOUND AT BEARINGS FOR EXTERIOR ZONE LOCATION BRG UPLIFT BRG UPLIFT WIND SPEED - 90 MPH LBS LBS MEAN ROOF HEIGHT - 25' A 66 B 45 EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 DL+LL DEFL = 0.0011 AT A ENCLOSED BUILDING. LL DEFL < BRG-SPAN/360 TC DEAD LOAD = 6.0 PSF HO 8-10 HO 1-10-D SPAN/DEFL (DL+LL) 999 HH 4-9 HH 1-5-15 BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 GROUND SNOW LOAD = 70.0 PSF B RAIN WAD NOT REQ'D 7 IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 IT EXPOSURE FACTOR: 0.90 T1 (BALANCED FACTOR =0.63 UNBALANCED NOT REQ'D) 2x4/ 2-2-12 SxS= For proper installation of 1-10-0 toe-nails, refer to the 2001 A LG1 National Design Specification (NDS) for Wood Construction 2-16d too is B1 R: 87 C U: 44 W:508 2-16d toenails R: 322 R: 34 U: 66 TC 1-4-0 1 1-10=13 1-10-15 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inn./Online Plus" APPROX. TRUSS WEIGHT: 14.0 LBS Scale: 0.7501, 1' ROBBINS LOCK connector plates(20 ga,galy,steel-ASTM A633 SS Grade 40) Robbins lug.Co.heart no responsiblity for the erection of trusses,field bracing or Hall be applied on bath faces of trust at each Joint.Center the plates unless shown permanent tines bracing.Refer to 1111"I ae published by the Truss Plate Institute, LOadcasa N 1 Designer; LUCAS AHL othenrhe by elre1 (.)or dituensians.Unleu utherwhe Indicated by a"v",all slot.in 383 D'OwfrW Belie,Suite 200,Madison,Wisconsin 53719.Persons erecting truss., TC Live 43.8 psf Checker: NONE ASSIGNED plates ran parallel With the ch.nis or laid umally at the peak and I or heel,No loose are cautioned to seek ptufrssionai advice concerning proper erection bracing to knots or dames In plate contact area.Spike only when thown.Overall spans assume prevent toppling and"dominuing".Case should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"beatings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: per1wr ned an equipment which produces using filling joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It Is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress-Grade responsibility of.then to unouln that the design load,utili d on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the mmeture and the live loads impuscd Total 73.8 psf Rev Date: Connected Wood Trustee"(TPI),and RUb Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 08/31/05 FVRNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,@ Spacing 24.0 in, Drawing: VF RIICVTW,TnaTA MVI.71niNr.niM. t,nAngrANFnnMTn A Pr PLAN/RVFCRRF A R"I I-I,A VAT MR Robbins Engineering,Inn./Online Plusta©1996-2OD5 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:45 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com r r M M M r = M r it M M M it = r = Job:L7343 Mark: R24 Quantity: 17 Type: MONO Span: 80000 P1-H1: 7 Left OH: 1- 4- 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIM@i REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.42 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y ST14 0.59 2x 4 SPF-N2 STM CHORD - CONTINUOUS LBS IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 WEIS 0.24 2x 4 SPF-S2 A 752 5- 8 1- 3 2. EMPIRICAL ANALOG IS USED. A 2.00x 4.00 17.86 1.00 LG1 0.09 2x 4 SPF-#2 C 584 5- 8 15 3. WIND LOADS - ANSI/ASCE 7-98 A 2.00x 4.00 31.59 1.00 TRUSS IS DESIGNED AS A REPETITIVE MEMBER INCREASES: UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM FB 15.0% FT 0.0% FC 0.0% BRG UPLIFT BRG UPLIFT FOR EXTERIOR ZONE LOCATION Las LBS WIND SPEED - 90 MPH A 112 C 104 MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - C DL+LL DEFL - 0.2111 IN A-C OCCUPANCY FACTOR - 1.00 LL DEFL - 0.101, < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 464 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 HO 5-4-10 GROUND SNOW LOAD = 70.0 PSF HH 5-0-9 RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1,00 no 8-10 2x411 THERMAL FACTOR: 1.00 HE 4-9 B EXPOSURE FACTOR: 0.90 (BALANCED FACTOR =0.63 UNBALANCED NOT REQID) 5. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 272 LBS. 7 2x4,1 E 5-9-6 5-4-30 T1 W1 2x4'i 2x4% 5x5= L W3 A C B1 3x4= W:508 HGR R: 752 R: 584 U: Ill U: 104 TC 1-4-0 1 3-10-4 5-0-0 8-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Ina./Online Plus" APPROX. TRUSS WEIGHT: 59.2 LISS Scale: 0.3751, 1' ROBBINS LOCK connector plates(20 go.gal*.steel-ASTM A643 SS Grade 40) Robbins Rag.Co.bean no responsibility for the meclion of trusses,field bracing or shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent truss besting.Refer to HIB-91 as published by the Truss Plate Institute, LOadcase #1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise Indicated by a"v",all slots in 503 D'Onufdu Drive,Suite 200,Madison,Wisconsin 53719,Persons erecting trusses TC Live 43,8 psf Checker: NONE ASSIGNED plates ran parallel with the chords or hurimntally at the peak and/or heel.No loose are cautioned to seek professional advice concerning proper erection bracing to knots or wanes In plate contact arcs.Splice only where sbawn.Overall spans assume prevent toppbhg and"dominoing".Care should be taken to prevent damage during TC Dead 10 Psf Reviewer: 4"bearings at each end,unless indicated oth-ise.Cawing sod fabricator ebell be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: pedmined on equipment which produces song Riling Meta and plates.This design adequately braced In the absence of sheathing or rigid telling,respectively.It is the BC Dead 10 psf Rev NO: we$prepared M accordance with"Nativism Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads uti iced on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure end the live loads imposed Total 73.8 psf Rev Date: Connected Wood Tresses"MI),and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: O B/31/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 IT 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAD.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing: VFh1rV THAT nA TA INf I.ITING nm&1.nAtin CnNVnRM TO ATirli vi..,N/npaf Q A PA TRt1CQ l.s vni mq Robbins Engineering,Inc./Online Plus-®19W2005 Version 17.7.009 Engineering Review Drawing 9/1/200510:56:48 AM Page 1 -J PDF created with pdfFactory trial version www.r)dffactory.com �■■r � � � i � ilill� i � i � � � >r � � r» i� Job:L7343 Mark: R25 Quantity: 4 Type: SP Span: 80000 P1-H1: 7 Left OH: 1- 4- 0 P Right OR: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUhffiER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.67 21c 4 SPF-#2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY JT PLATE SIZE X Y BTM 0.64 2x 4 SPF-#2. BTM CHORD - CONTINUOUS LES IN-SX IN-SX SARATOGA LUMBER TRADERS A 5.00x 5.00 5.11 2.42 WBS 0.97 2x 4 SPF-#2 A 756 5- 8 1- 3 2. EMPIRICAL ANALOG IS USED. A 3.00x 4.00 15.18 1.50 141 0.24 2x 4 SPF-#2 C 584 5- 8 15 3. WIND LOADS - ANSI/ASCE 7-98 EXCEPTIONS: TRUSS IS DESIGNED AS A W3 2x 4 SP-#1 UPLIFT FOUND AT BEARINGS MAIN WIND-FORCE RES SYSTEM BRG UPLIFT BRG UPLIFT FOR EXTERIOR ZONE LOCATION REPETITIVE MEMBER INCREASES: LBS LBS WIND SPEED - 90 MPH FB 15.0% FT 0.0% FC 0.0% A 110 C 106 MEAN ROOF HEIGHT - 251 EXPOSURE CATEGORY - C • DL+LL DEFL as 0.2811 IN F-B OCCUPANCY FACTOR - 1.00 LL DEFL as 0.1011 < BRG-SPAN/360 ENCLOSED BUILDING. SPAN/DEFL (DL+LL) = 346 TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF 4. ROOF SNOW LOAD PER ASCE 7-98 NO 4-4-10 GROUND SNOW LOAD - 70.0 PSF HE 4-0-9 RAIN LOAD NOT REQID IMPORTANCE FACTOR: 1.00 2x411 THERMAL FACTOR: 1.00 SO 8-10 B EXPOSURE FACTOR: 0.90 HE 4-9 (BALANCED FACTOR =0.63 UNBALANCED NOT REQID) 5. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 245 LBS, 7 5-9-6 W2 5-4-10 T1 1-0-OD F 1-0-0C 3x4/ Sx5= 4 C A B2 4x4= D 2x5- 21 E HGR 3x411 R: 584 U: 105 W:508 R: 756 V: 109 TC 1-4- 2-3-12 1 8-0-0 8-0-0 ALL PLATES ARE LOCX20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Enginetering, Inc./Online Plus's APPROX. TRUSS WEIGHT: 60.6 LBS Scale: 0.3751, = 11 ROBBINS LOCK connector plates(2e ga.gah•.steel-ASTM A653 SS Grade 40) Robbins Eng.Cu.bean no mepousiblity fur the erection of trusses,field bracing or shall be applied on both faces of trues at each Joint.Center the plates unless shown permanent truss bracing.Refer to HID-91 As published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otheroise by tunics(a)or dimensions.Unless otherwise Indicated by a"v",all slot.in 583 W Onofrio Drive,Suite Zee,Madiaon,Wisconsin 53719.Persona erecting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plot,-.mn parallel wkh the chords Pr horizontally at the peak and/or heel.No loose arc cautioned to seek professional advice concerning proper erection bracing to knots or wanes In plate contact area.Splice only where shown.Overall spans assume pmvent toppling and"dominoing".Can should be token to prevent damage during TC Dead 10 psf Reviewer 4"beatings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug Biting joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,mspectively.It is the BC Dead 10 psf Rev Not Specifications Prepared in accordance with"National Design Speccations fur Stress-Grade reapunsibility,of others to ascertain that the design toads utilised on this drawing meet Lumber and in Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the live loads imposed Total 73.8 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Butters. by the local building code or historical climate records. Lumber SI 1.15 Run Date: 08/31/05 Plate SI 1.15 Version: 17.7.009 FURNISH A COPY ILDING DESIGNER R ERECTION CONTRACTOR. Spacing 24.0 in. Drawing: 1T IS THE RESPONSIBILITY OF THE BUILDING bESIGNER AND TRUSS FAD.TO REVIEW THIS DRAWING,& P g g: VFn1FVT14ATnAT1 INf I.11RINr RIM R l..Anq r.NFIlnMTn Ittr"PLANISPAf QR FAR TnIIaC I.AVIIIITn Robbins Engineering,IncJOnline Plus'®1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56A6 AM Page 1 PDF created with pdfFactory trial version www.pdffactorv.com = = M = M M M M M = M = M r = = M = s Job:L7343 Mark: R26 Quantity: 16 Type: ATPB Span: 490000 P1-HI: 7 Left OH: 1- 4- 0 P Right OH: 17 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.65 2x 6 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.80 2x 6 SP-SS BTM CHORD - CONTINUOUS LBS IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A 7.00x 8.00 5.31 4.27 WISH 0.84 2x 4 SPF-#2 lx4 CONTINUOUS LATERAL BRACING A 3759 5- 8 4- 7 TC 72.1@ A to 72.1@ D 2, EMPIRICAL ANALOG IS USED. V 4.00x 6.00 3.92 2.00 EXCEPTIONS: ATTACHED WITH (2) 8d NAILS H 3759 5- 8 4- 7 TC 72.1@ D to 72.1@ E 3. WIND LOADS - ANSI/ASCE 7-98 D S.00xl2.00 4.25 2.70 T3 2x 6 SPF-#2 EACH MEMBER WHERE INDICATED TC 72.1@ E to 72.1@ H TRUSS IS DESIGNED ASA E 5.00xl2.00 4.25 2.70 B2L 2x 8 SP-SS BY®. UPLIFT FOUND AT BEARINGS BC 26.7@ A to 26.7@ FF MAIN WIND-FORCE RES SYSTEM X 4.00x 6.00 3.92 2.00 B214 B2R SAME AS B2L BRG UPLIFT BRG UPLIFT BC 26.7@ FF to 26.7@ J FOR EXTERIOR ZONE LOCATION H 7.00x 8.00 5.31 4.27 W4 2x 4 SP42 LBS LBS BC 80@ J to 80@ I WIND SPEED - 90 MPH ES 5.00x 8.00 CNTR 0.25 A 77 H 77 BC 26.7@ I to 26.7@ EE MEAN ROOF HEIGHT - 25, I 2.00x 5.00 3.00 1.00 REPETITIVE MEMBER INCREASES: BC 26.7@ EE to 26.7@ H EXPOSURE CATEGORY - C J 2.00x 5.00 3.00 1.00 FB 15.0% FT 0.0% FC 0.0% DL+LL DEFL - 0.7111 IN J-I Member Loads (plf) OCCUPANCY FACTOR - 1.00 IT 7.00x 8.00 CNTR 0.13 LL DEFL - 0.4911 < BRG-SPAN/360 WB 9.3@ S to 9.3@ T ENCLOSED BUILDING. T SPAN/DEFL (DL+LL) 827 WB 9.3S@ S to 9.35@ J TC DEAD LOAD ee 6.0 PSF S WB 9.3S@ T to 9.3S@ I BC DEAD LOAD = 6.0 PSF WEDGE REQUIRED AT JOINT A 4. ROOF SNOW LOAD PER ASCE 7-98 WEDGE REQUIRED AT JOINT H GROUND SNOW LOAD = 70.0 PSF RAIN LOAD NOT REQrD IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 4x6,1 EXPOSURE FACTOR: 0.90 5xl2= G (BAL,UNBAL LD FAC=0.63,1.67) 5. UNBALANCED LOADS CHECKED D (UNBLN LD FAC = 1.67, 0,00). HO 8-10 4*5' 2N511 SxE12= HO 8-10 6. PREVENT TRUSS ROTATION AT HIS 2-4 5' T3 HH 2-4 ALL BEARING LOCATIONS, GG HH 7. ANCHOR TRUSS FOR A TOTAL TCU TCU HORIZONTAL LOAD OF 285 LBS, 5x6,, 4x6, W2 on 4x6, 8. PROVIDE DRAINAGE TO s3 V W4 Q P T X 5x6\` PREVENT WATER PONDING. 4x6, 6= 4xl2= 4x6 4 S4 4x6.- 11-8-15 AA7 W13 BB i1-1-14 W1 J1 Wl Wil r(i8 W13 Wll T� W17 TCL 7x8= W19 W17 W19 7x8= A 14- 6- 0 H IM B3 DD U SCL J 82M I BCLW CC B3 Oq W:508 2x511 17 5x8= 2x511 2x511 5x8=EE 2x511 W:508 3759 7x6= Sl M C44S2 5x8- R:37 9 77 7xB9 '7x8= U: 7 o n ri o TC .4 7-2-2 it-ll-8 I i�l_4 '7 24-6-03�1J�1 31-1-5 1� 37_0_8 I 4179-14 I 49_0_0 I't o m o a 0 0 o ri 0 ed o rn o ri o 0 o w rn ri ri ri M a L 49-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AMID SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 554.8 LBS Scale: 0.1251, = 1' ROBBINS LOCK connector plates(20 ga.gab.stet-ASTM A653 SS Grade 40) Robbins E.g.Co.bean no respossiblltyforthe erection of theses,fleld bracing or shall be applied on both faces of tms at each Joint.Center the plates unless shown permanent tests bracing.Refer to HIB-91 as published by the Truae Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(a)or dimensions.Unlen otherwise Indicated by a"v",all slots in 583 D'Onofrio Drive,Suite Zee,Mudd-,Wluwnatn 53719.P,rons erecting truss,, TC Live 44.1 pef Checker! NONE ASSIGNED plates mn panllel with the clients or horizontally at the peak and/or heel.No loos, are cautioned to seek professional advice concerning proper erection bracing to knots or wanes In plate contact roes.Splice only where shown.Overall spans assume prevent toppling end"domi-ing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"hearings at each end,wakes indicated otherwise.Cutting and fabrication shall I e fabrication,stump,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting Joints sad plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilixd on this drawing meet Lumber and it,Fastenings"(APPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the live loads Imposed Total 74.1 psf Rev Date: Connected Wood Tmsses"(TPI),and HUD Design Criteria for Trussed Rafters. by the local building code or historical climate meonls• Lumber SI 1.00 Run Date: 08/31/05 Plate SI 1.00 Version: 17.7.009 FURNISH THE IL THIS WIDE DESIGIGN NER ERECTION CONTRACTOR Spacing 16.0 in. Drawing: ff IS THE RESPONSthILfI'1'OF TfIE BUILDING DESIGNER AND TRUSS FOB.TO REVIEW THIS DRAWING,& P g g: VFR MV THAT nATA 1Nr9.i rnwr niM A 1 AA n3 r'nNFnRM Tfr♦Rf'H Pi.A N/aPFf a R F AR TR11CC I,d V,0i" Robbins Engineering,Inc./Online PlusT 0 1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:47 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com = M a = M r M M M M Ml M M M � = M M = Job:L7343 Mark: R27 Quantity: 5 Type: ATPB Span: 490000 PS-HI: 7 Left OH: 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.65 2x 6 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.80 2x 6 SP-SS BTM CHORD - CONTINUOUS LB8 IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A 7.00x 8,00 5.31 4,27 WEIS 0.84 2x 4 SPF-#2 lx4 CONTINUOUS LATERAL BRACING A 3605 5- 8 4- 4 TC 72.1@ A to 72.1@ D 2. EMPIRICAL ANALOG IS USED. V 4.00x 6.00 3.92 2.00 EXCEPTIONS: ATTACHED WITH (2) 8d NAILS H 3759 5- 8 4- 7 TO 72.1@ D to 72.1@ E 3. WIND LOADS - ANSI/ASCE 7-98 D 5.00x12,00 4.25 2.)70 T3 2x 6 SPF-#2 EACH MEMBER WHERE INDICATED TC 72.1@ E to 72.1@ H TRUSS IS DESIGNED AS A E 5.00xl2.00 4.25 2.70 B2L 2x 8 SP-SS BY tin. UPLIFT FOUND AT BEARINGS BC 26.7@ A to 26.7@ FF MAIN WIND-FORCE RES SYSTEM X 4.00x 6.00 3.92 2.00 B2M B2R SAME AS B21, BRG UPLIFT BRG UPLIFT BC 26.7@ FF to 26.7@ J FOR EXTERIOR ZONE LOCATION H 7.00x 8.00 3.31 4.27 W4 2x 4 SP-#2 IDS LBS BC 80@ J to 80@ I WIND SPEED - 90 MPH BE S.00x 8.00 CNTR 0.25 A 27 H 77 BC 26.70 I to 26.7@ EE MEAN ROOF HEIGHT - 251 I 2.00x 5.00 3.00 1.00 REPETITIVE MEMBER INCREASES: BC 26.7@ EE to 26.7@ H EXPOSURE CATEGORY - C J 2.00x 5.00 3.00 1.00 PH 15.0% FT 0.0% FC 0,09 DL+LL DEFL se 0.7111 IN J-I Member Loads (plf) OCCUPANCY FACTOR - 1.00 FF 7.00x 8.00 CNTR 0.13 LL DEFL m 0.491, < BRG-SPAN/360 WB 9.3@ S to 9.3@ T ENCLOSED BUILDING. #T S.00x14.00 9.69 3.07 SPAN/DEFL (DL+LL) = 827 WH 9.3S@ S to 9.3S@ J TC DEAD LOAD = 6.0 PSF #S 8.00xl4.00 7.75 4.06 WB 9.3S@ T to 9.35@ I BC DEAD LOAD - 6.0 PSF WEDGE REQUIRED AT JOINT A 4. ROOF SNOW LOAD PER ASCE 7-98 WEDGE REQUIRED AT JOINT H GROUND SNOW WAD = 70.0 PSF RAIN LOAD NOT REQ1D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 4x6J (BAL,UNRAL LD FAC=0.63,1.67) 5xl2= G 5. UNBALANCED LOADS CHECKED D Sx (UNBLN LD FAC 1.67, 0.00). Ho B-10 q*y 2N511 E12= HO 8-10 6. PREVENT TRUSS ROTATION AT HH 2-4 g T3 HH 2-4 ALL BEARING LOCATIONS. GG HIS 7. ANCHOR TRUSS FOR A TOTAL T1V T2U HORIZONTAL LOAD OF 8. PROVIDE DRAINAGE TO 277 LBS, r 4xCYi W2 4x6� 71 Sx6-i V y,Lq Q p X 5x6:�- PREVENT WATER PONDING. 4x6-i S3 4xl2= i 4 S4 4x6,- 11-8-15 AA BS W13 9i1 1i W1 11-1-14 TCL ynl W13 Wll W17 n 7x8= W19 W17 W19 7x8= A 14- 6- 0 to I�H pq H3 DD U �' J B2M I BCLW CC 83 i I W:508 2x5li FF 5x8= 2x511 2x5li 5x8=EE 2x5lf W:508 R:3605 7x8= Sl � N4S2 5x8- R:37`9 U: 26 7x89 2�x8= U: a7 � � o TC 7-2-2 7=2= 110-1 1-8O0 1i 7--1--4 24-6- 31-1-5 I� 370-e 141-9-14 I 49--0 0:8 - - 0 0 0 .� d0-t r~i m e J 49-0-0 ALL PLATES ARE LACK20, # ea PLATE SELECTED IN PLATE MONITOR REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 550.5 LBS Scale: 0.12511 = 11 ROBBINS LOCK connector plates(20 go.Soft.steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no tesponsiblity fur the erection of tntfacs,field bracing or shall be applied oa both faces of truss at each joint.Center the plates unless shown permanent truss bracing.Refer to HIB-91 as published by the Truss Plate Imtitok, LOadcase #1 Designer: LUCAS AHL otherwise by circles(a)or dimensions.Unless otherwise indicated by a"v",all slots in 5113 D'Onufrio Drive,Suite 200,Madison,Wisconsin 53719.Person erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED plates ran parallel with the chords or hortmotally at the peak and/or heel.No louse are cautioned to seek professional advice concerning proper erection bracing to knots orwanes in plate contact area.Spike only when shown.Overall spans assume prevent toppling and"dom1noing".Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"hearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabricator,storage,shipping and erectlen.Top and bottom chords shall be BC Live 10 psf Designed: performed un aptipmem which produces snag fitting Joints unit plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design SpeeNkatlam re for Stress-Crude responsibility,of Wn he to ascerain that the design loads utilked on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or esceed the actual dead loads imposed by the stractum and the Ilse loads Imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Boilers. by the local building code ar historical climate records. Lumber S I 1.00 Run Date: 08/31/05 FURNISH A COI'Y OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.00 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAR.TO REVIEW THIS DRAWING,& Spacing 16.0 in. Drawing: W01TV THAT nATA 1Nf I.71nINn nm A 1 nA no rownmM Tr Au( PLAN/.APVrq A RA It TRINR I.A V1 It ITe Robbins Engineedng,Inc./Online Plusru C 1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:47 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com 1� � =1 � M =1 1M a1=1 ra m = = M Ml r = M = M Job:L7343 Mark: R28 Quantity: 1*2P Type: ATPB Span: 490000 Pl-HI: 7 Left OH: 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase 41 NOTES: ON JOINTS EXCEPT: TOP 0.75 2x 6 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1, TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y STM 0.90 2x 6 SP-SS BTM CHORD - CONTINUOUS LBS IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A S.00xl2.00 5.56 2.59 WBS 0.97 2x 4 SPF-82 lx4 CONTINUOUS LATERAL BRACING A 8112 5- 8 4-13 TC 162.3@ A to 162.3@ D 2. EMPIRICAL ANALOG IS USED. V COOK 6.00 4.00 2.00 EXCEPTIONS: ATTACHED WITH (2) 8d NAILS H 8453 5- 8 5- 0 TC 162.3@ D to 162.3@ E 3. WIND LOADS - ANSI/ASCE 7-98 B 4.00x 6.00 1.88 2.00 T3 2x 6 SPF-N2 EACH MEMBER WHERE INDICATED TC 162.3@ E to 162.3@ H TRUSS IS DESIGNED AS A D 5.00xl2.00 4.25 2.70 B21. 2x 8 SP-SS BY cm. DL+LL DEFL to 0.8011 IN J-I BC 60@ A to 60@ FF MAIN WIND-FORCE RES SYSTEM E 5.00xl2.00 4.25 2.70 R2M B2R SAME AS B21, LL DEFL As 0.5511 < HAG-SPAN/360 SC 60@ FF to 60@ J FOR EXTERIOR ZONE LOCATION G 4.00x 6.00 1,88 2.00 W4 2x 4 SP-#2 SPAN/DEFL (DL+LL) a 735 BC ISO@ J to ISO@ I WIND SPEED - 90 MPH X COOK 6.00 4.00 2.00 BC 60@ I to 60@ EE MEAN ROOF HEIGHT - 251 H 5.00x12.00 5.56 2.59 REPETITIVE MEMBER INCREASES: BC 60@ EE to 60@ H EXPOSURE CATEGORY - C EE 5.00x 8.00 CNTR 0.25 FB 15.0% FT 0.0% PC 0.0% Member Loads (plf) OCCUPANCY FACTOR - 1.00 I 2.00x 5.00 3.00 1.00 WB 21@ S to 21@ T ENCLOSED BUILDING. J 2.00x 5.00 3,00 1.00 WE 21S@ S to 21S@ J TC DEAD LOAD = 6.0 PSF FF 7.00x 8.00 CNTR 0,13 WB 21S@ T to 21S@ I BC DEAD LOAD = 6.0 PSF $T S.00xl4.00 9.56 2.94 4. ROOF SNOW LOAD PER ASCE 7-98 P COOK 6.00 CNTR 1.50 GROUND SNOW LOAD =210.0 PSF R 4.00x 6.00 CNTR 1.50 RAIN LOAD NOT REQ1D NS 8.00xl4.00 7.94 4.19 IMPORTANCE FACTOR: 1.00 WEDGE REQUIRED AT JOINT A TH^.'?MAL FACTOR: 1.00 WEDGE REQUIRED AT JOINT H EXPOSURE FACTOR: 0.90 (BAL,UNBAL LD FAC=0.63,1.67) 5. UNBALANCED LOADS CHECKED 5xl2= 4x6 6. PREVENT LTRUSS ROTATION AT D D G ALL BEARING LOCATIONS. HO 8-10 ! a 511 &,12= HO 8-10 7• ANCHOR TRUSS FOR A TOTAL Hill 2-4 GG B T3 ^� E HH HH 2-4 HORIZONTAL LOAD OF 207 LL3. T1U B. PROVIDE DRAINAGE TO 4x6r T2V 4x6� PREVENT WATER PONDING. IT 5x6,Ir1 X S4 9. 2 COMPLETE TRUSSES REQUIRED. 83 R W4 Q p S4 FASTEN TRUSSES TOGETHER W/ 7 4x6l, 10d NAILS AS EACH LAYER IS 11-8-15 = 4x12= 4x6 4x6�AA W13 APPLIED,STAGGERED AS FOLLOWS 11-1-14 TCL tb W1 W11 MEMBER ROWS SPACING(IN) W11 h' W13 TOP CHD 2 12.0 5x12_ 5v19 N W17 TCL 5xl2= BTM CHO 2 12.0 A W17 14- 6- 0 H PLUS I CLUSTERS OF NAI LS ILS IF n 83 DD U BCL81 B21A I BCIp CC 83 n SHOWN. W:508 2x5II FF SxB=7x10= 2x511 5xB= 2x511 W:508 R:8112 7x8= J T ME R:8453 2x511 NHxl4r 5x8= r t %2 0 10-t %t10= a r rt o TC B 7-2--2 o-1 1-m8 17-1- 24-6-0- -31-1-5 37-07 10-9-P1449-0-0 C - -4 - - - -0 o 0 o ra 0 1-t o rn o .+ o 0 Cord rn ri rf a M a ,CI 49-0-0 ALL PLATES ARE LOCK20, M e PLATE SELECTED IN PLATE MONITOR REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins En inaerin Inc./online Pluses APPROX. TRUSS WRIGHT: 550.5 LBS Scale: 0.09411 1, ROBBINS LOCK a ousta rptates(10 SO.S lv.steel•ASTM A653 99 Grodo Jo) Robbins Eng.Co.bean no napondbfity for the emdlun of Irene/,flulA braemg or shall be applied On both faces of Iran at each Joint.Center the plates unless shown permanent taus bracing.Ittfer to HI"I as published by the Truss Plate Institute, Loadease, Ml Designer: LUCAS AHL Otherwise by tuck-$(o)ter dbneneloms Unless otherwise Indicated by a"v",all dots In 5113 D'OnoMo Drive,Suite 209,Madison,Wisconsin 53719,Persons electing trusses TC Live 132.3 psf Checker: NONE ASSIGNED plates mat Parallel with the chords or horizontally at the peak and/ter heel.No loose are cautioned N seek professional advice concerning proper erection bracing to knots or wanes In plate contact area.Splice only where shown.Overall spans assume prevent luppling and"duminulug".Care should be taken to Prevent damage during TC Dead 30 psf Reviewer: A"bearings attach end,unless Indicated Otherwise.Cutting and fabrication shall be fabrication,storage,shipping and emctiun.Top and bottom churls shall he SC Live 30 psf Designed: performed on equipment which produces mug fitting joints and plates.This design arkgoately braced in the absence d sheathing ter rigid telling,respectively.It is the BC Dead 30 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade responsibility of others to ascertain that the design loads utilized on this drawing meet Lumber mud its Fastenings"(AFPA),"Design specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the live loads imposed Total 222.3 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Cdteda for Trussed Rafiers. by the local building code or historical climate reconds. Lumber SI 1.00 Run Date: 08/31/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.00 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAIL TO REVIEW THIS DRAWING,A Spacing 12.0 in. Drawing: ,r RfFYTUAT"ATA mri.vriNrnim W it nSr Nrn;o%f Trt ARr'N FLANi[ Sf S&FAR TRIICCI,AMIITC Robbins Engineering,Inc./Online Plusno©1998.2005 Version 17.7.009 Engineering Review Drawing 9/1=05 10:56:48 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com M M 1, M M A I• 1• Job:L7343 Mark: R29 Quantity: 1 Type: ATPB Span: 490000 Pl-Hl: 7 Left OH: 1- 4- 0 P Right OH: 1- 4- 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CHI SIZE LUMBER LATERAL BRACING: MAXIM M REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.75 2x 6 SP-SS TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.89 2x 6 SP-SS BIM CHORD - CONTINUOUS LEIS IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMEIER TRADERS A 7.00x 8.00 5.31 4,27 WSS 0.89 2x 4 SPF-#2 lx4 CONTINUOUS LATERAL BRACING A 4209 5- 8 4-15 TC 72.1@ A to 72.1@ D 2. EMPIRICAL ANALOG IS USED. V 4.00x 6.00 3.50 2.00 EXCEPTIONS: ATTACHED WITH (2) 8d NAILS H 4209 5- 8 4-15 TC 72.1@ D to 72.1@ E 3. WIND LOADS - ANSI/ASCE 7-98 B 4.00x 6.00 1.89 2.00 T3 2x 6 SPF-#2 EACH MEMBER WHERE INDICATED TC 72.10 E to 72.1@ H TRUSS IS DESIGNED AS A D 5.00xl2.00 4.25 2.70 B2L 2x 8 SP-SS BY®, UPLIFT FOUND AT BEARINGS BC 26.7@ A to 26.7@ FF MAIN WIND-FORCE RES SYSTEM E 5.00x12.00 4.25 2.70 B2M B2R SAME AS B21, BRG UPLIFT BRG UPLIFT BC 26.7@ FF to 26.7@ J FOR EXTERIOR ZONE LOCATION G COOK 6.00 1.B9 2.00 W4 2x 4 SP42 LBS LEIS BC 80@ J to 80@ I WIND SPEED - 90 MPH X 4,00x 6.00 3.50 2.00 A 72 H 72 BC 26.7@ I to 26.7@ EE MEAN ROOF HEIGHT - 25, H 7.00x 8.00 5.31 4.27 REPETITIVE MEMBER INCREASES: BC 26.7@ EE to 26.7@ H EXPOSURE CATEGORY - C EE 5.00x 8.00 CNTR 0.25 FB 15.0% FT 0.0% FC 0.0% DL+L.L DEFL = 0.7411 IN J-I Member Loads (plf) OCCUPANCY FACTOR - 1.00 I 2.00x 5.00 3.00 1.00 LL DEFL as 0.5211 < BRG-SPAN/360 WB 9.3@ S to 9.3@ T ENCLOSED BUILDING. J 2.00x 5.00 3.00 1.00 SPAN/DEFL (DL+LL) as 791 WB 9.3S@ S to 9.3S@ J TC DEAD LOAD = 6.0 PSF Fr 7.00x 8.00 CNTR 0.13 WB 9.3S@ T to 9.3S@ I BC DEAD LOAD = 6.0 PSF #T 8.00xl4.00 8.88 3.38 4. ROOF SNOW LOAD PER ASCE 7-98 Q 4.0Ox 9.00 4.50 1.50 GROUND SNOW LOAD = 70.0 PSF #8 S.00xl4.00 8.56 4.63 RAIN LOAD NOT REQ'D WEDGE REQUIRED AT JOINT A IMPORTANCE FACTOR: 1.00 WEDGE REQUIRED AT JOINT H THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BAL,UNBAL L.D FAC=0.63,2.00) 5. UNBALANCED LOADS CHECKED 5xl2= 2x511 5xl2= (UNBLN LD FAC = 1.00, 0.00). HO 8-10 HO B-10 6. PREVENT TRUSS ROTATION AT HH 2-4 4xW T3 N E 4x6: HH 2-4 ALL, BEARING LOCATIONS. GG B G 7. ANCHOR TRUSS FOR A TOTAL Tt^(L W5 tiP2 TCU HORIZONTAL LOAD OF 298 LBS. 4x6i W2 4x6,- 8. PROVIDE DRAINAGE TO Sx6, V X 5x6,- PREVENT WATER PONDING. R W4 Q P 7 4AxA6�93 6= 4x9= 4x 4 84 11-11-0BB 11-7-14 W13 W1 y W1 TCL W11 t�b W13 Wll W17 TCL 7x8= W19 W17 W19 7x8= A 14- 6- 0 9., H pq B3 DD U B' J B21A I BCLyP cc B3 W:508 2x511 FF 5x8= 2x511 2x511 5x8=EE 2x511 W:508 4209 7x8= S1 °o 32 5x8 R:42g9 72 7x8=o roi 7xB= U: v02 o m r4 0 TC 1,4 1 7-2-2 o -3-0 37-0-84o1- -1a4 4 9-0-0 to - -B 7-2- rt - -0 0 to o ea o r4 o a o .f o 0 o r4 rn r4 r4 •4 m a 49-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WRIGHT: 557.0 L13S Scale: 0.125" = 1' BOBBINS LOCK connector plate.(1e it.g.lv..teel-ASTM A653 SS Grade 4e) Robbins E.E.Co.be..no rerpomiblity for the erection of c true.,(kid bracing or .bell be applied an both faces of trust at each Joint.Center the plate#unless shown permanent tree.bracing.Refer to HIR-91 as published by the Tress Plate Institute, LoadCase #1 Designer: LUCAS AHL otberwise by circles(a)or dimensions.Unless otherwise indicated by a"v",all slots In .5113 D'Onutdo Drive,Suite Zee,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED platea me parallel with the chords or horizontally at the peak and/or heel.No loose are cautioned to seek professional advice concerning proper erection bracing to knots or wanes In plate contact area.Splice only where shown.Overall spans assume prevent toppling and"rleminaing",Care should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"bearings at each end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping moil erection.Top and bottom chords shall be BC Live 10 psf Designed:athin performed an equipment which produces sung fitting joint.and plates.This design adequately braced In the absence of sheg or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared In mcconlance with"Nallunal Design Spedlkeduas for Stress-Grade responsibility of others to mscertaki that the design loads utilized on this drawing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead Wads Imposed by the structure and the In a loads Imposed Total 74.1 psf Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria far Trammed Boilers. by the local building code or historical climate records. Lumber SI 1.00 Run Date: 09/01/05 FURNISH ACOPY OF THIS DESIGN TO ERECTION CONTRACTOR, Plate SI 1.00 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 16.0 in. Drawing: Vr Rix'V THAT r4TA rNri.tinmr rmt R I.nAnq r nNFr1RMTlr ARrH PI,AN i sPnrq k PA R TRIICq LA VOITTq Robbins Engineering,Inc./Online Plus-®1OW2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:49 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R30 Quantity: 1*2P Type: PBH Span: 140000 P1-H1: 7 Left OH: 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase N1 NOTES: ON JOINTS EXCEPT: TOP 0.35 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.11 2x 4 SPF-M2 BTM CHORD - CONTINUOUS LBS IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A WEIS 0.06 2x 4 SPF-N2 A 94 5- 8 1 TC 108.2@ A to 106.2@ B 2. EMPIRICAL ANALOG IS USED, H 3.00x 4.00 5.32 3.43 * 799 N/A N/A TC 108.2@ B to 108.2@ B 3. WIND LOADS - ANSI/ASCE 7-98 E 3.00x 4.00 5.32 3.43 REPETITIVE MEMBER INCREASES: *CONTINUOUS BETWEEN H -E TC 122.2@ B to 122.2@ C TRUSS IS DESIGNED AS A D FB 15.0% FT 0.0% FC 0.0% D 44 5- 8 1 TC 108.2@ C to 108.2@ C MAIN WIND-FORCE RES SYSTEM TC 108.2@ C to 108.2@ D FOR EXTERIOR ZONE LOCATION UPLIFT FOUND A.T BEARINGS BC 40@ H to 40@ G WIND SPEED - 90 MPH BRG UPLIFT SRG UPLIFT BC 120@ G to 120@ F MEAN ROOF HEIGHT - 251 LBS L.BS BC 40@ F to 40@ E EXPOSURE CATEGORY - C A 140G H -E 182 Member Loads (plf) OCCUPANCY FACTOR - 1.00 D 1400 WB 14S@ B to 14S@ G ENCLOSED BUILDING, G-DUE TO GRAV. LOAD WB 14S@ C to 14S@ F TC DEAD LOAD - 6.0 PSF BC DEAD LOAD - 6.0 PSF DL+LL DEFL as 0.0511 IN H-B 4. ROOF SNOW LOAD PER ASCE 7-98 LL DEFL - 0.0011 < BRG-SPAN/360 GROUND SNOW LOAD = 70.0 PSF SPAN/DEFL (DLFL.L) = 999 RAIN LOAD NOT REQID IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BAL,UNBAL LD FAC=0.63,1.67) 5. UNBALANCED LOADS CHECKED 4x4= 4x4= (UNBLN ED FAC = 1.67, 0.00). 6. SHIM EACH BEARING WALL, AS HH -4-1 B T2 C HE -4-1 REQUIRED TO INSURE FULL -TT BEARING CONTACT WITH 7 N 7. ANCHOR TRUSS FOR A TOTAL 3-3-15 T3 t T3 HORIZONTAL LOAD OF 129 LBS, Ej S. PROVIDE DRAINAGE TO 3-2-7 3x4= 1 3x4- PREVENT WATER PONDING, H �- 0- 0 E 9, 2 COMPLETE TRUSSES REQUIRED. A D FASTEN TRUSSES AS UEEACH 1 d NAILS LAYER IS G 81 F APPLIED,STAGGERED AS FOLLOWS 2x411 2x411 MEMBER ROWS SPACING(IN) TOP CHD 1 10.5 BTM CHD 1 12.0 WEBS 1 4.0 PLUS CLUSTERS OF NAILS IF W:508 W:508 SHOWN. R: 94 R:o 44 U: 139 1:00139 a 12 ills 9151 5_8_8 ri 0 N 0 M r4 v 14-0-0 ALL PLATES ARE LOCK2O REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS"SHEET FOR ADDITIONAL SPECIFICATIONS, Robbins Engineering, Inc./Online Mutual APPROX. TRUSS WEIGHT: 63.1 LBS Scale: 0.2501, = ll ROBBINS LOCK connector plates(20 ga.gun.steel:ASTM A653 SS Crude 40) Robbins Eng.Co.bears no responsiblity for the erection of trusses,field bracing or .,hall be applied on both faces of truss at each julm.Center the plots nnle.,s shown permanent truss bracing.Refer to HIS-91 as published by the Trust Plate Institute, Loadcase 01 Designer: LUCAS ARE, otherwise by circles(a)or dimensions.Unless otherwise Indicated by a"v",all dots in 583 D'Onufrto Drive,Suite 200,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker: NONE ASSIGNED places run parallel with the chords or hud.rit ly st the peak and I.,heel.No louse are cautioned to seek professional advice concerning proper erection bracing to knots or wanes in plate contact ama.Spike only where shown.Overall spans assume prevent toppling and"rkiminuing'.Care should be taken to pmvent damage during TC Dead 10 psf Reviewer: 4"beatings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom churls shall be BC Live 10 psf Designed: performed on equipment which produces snug filling joints and plate.,.This design adequately braced In the absence of sheathing or rigid ceiling,respectively"It is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress•Grade responalbldily of.thers to aseersain that the design 1o4r19 utilised-this drawing meet Lumber and Its Fastenings"(AFPA),"Design Specifications fur Light Metal Plate a exceed the actual dead loads imposed by the structure and the live loads imposed Total 74.1 pe f Rev Date: Connected Wood Trusses"(TPI),and HUD Design Criteria for Trussed Rafters. by the local building code a historical climate records. Lumber SI 1.00 Run Date: 08/31/05 d•ail + §Y?w( FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.00 Version: 17.7.009 IT I9 THE RESPONSIBILITY OF THE BUILD MG DESIGNER AND TRUSS FAD.TO RE VIEW THIS DRAWING,& Spacing 24.0 in. Drawing: VPRIPVTHATnATA INe I.Unusn DIM A 1 nsnC C.Nl-m Tn-n PI.eN le,rru b Fs R TRUCC i.e Vn11TR Robbins Engineering,Inc./Online Plusru C 1996-2005 Version 17.7.009 Engineering Revlew Drawing 9/1/2005 10:56:49 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com lilllllllllllM M M ,M M Mill M Im M Job:L7343 Mark: R31 Quantity: 21 Type: PB Span: 130208 PI-HI: 7 Left OH: 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.71 2x 4 SPF-#2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.19 2x 4 SPF-#2 BTM CHORD - CONTINUOUS LB S IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A WES 0.05 2x 4 SPF-#2 A 88 5- a 2 TC 71.8@ A to 71.8@ B 2. EMPIRICAL ANALOG IS USED, F 3.00x 4.00 5.32 3.43 Is 691 N/A N/A TC 71.8@ B to 71.8@ C 3. WIND LOADS - ANSI/ASCE 7-98 B 4,00x 4.00 CNTR 2.20 *CONTINUOUS BETWEEN F -E BC 2.7@ F to 2.7@ E TRUSS IS DESIGNED AS A E 3.00x 4.00 5.32 3.43 C 45 5- 8 1 MAIN WIND-FORCE RES SYSTEM C FOR EXTERIOR ZONE LOCATION UPLIFT FOUND AT BEARINGS WIND SPEED - 90 MPH BRG UPLIFT BRG UPLIFT MEAN ROOF HEIGHT - 25, LBS LBS EXPOSURE CATEGORY - C A 174G F -E 156 OCCUPANCY FACTOR - 1.00 C 174G ENCLOSED BUILDING. CoaDUE TO GRAV. LOAD TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF DL+LL DEFT, - 0.1311 IN F-b 4. ROOF SNOW LOAD PER ASCE 7-98 LL DEFL - 0.001' < BRG-SPAN/360 GROUND SNOW LOAD = 70.0 PSF SPAN/DEFL (DL+LL) = 999 RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BAL,UNBAL LD FAC=0.63,1.67) 5. UNBALANCED LOADS CHECKED 4x4= (UNBLN LD FAC = 1.67, 0,00). HH -4-1 B HH -4-1 6. SHIM EACH BEARING WALL AS REQUIRED TO INSURE FULL BEARING CONTACT WITH 7 TRUSS. 3-10-4 TC Wl TC 3-8-12 3x4- 3x4= F E A C D Bl 2x411 ", f W:508 W:508 R: 98 R:o 45 U: 173 U:ol73 to TPC ills 9151 6_7_4 132 ri rn 0 a 0 N rl 13-2-8 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./online Plueom APPROX. TRUSS WEIGHT: 56.6 LES Scale: 0.250-1 = 1' limROBBINS LOCK conaeetor plater(2e ga.9.11.$feel-ASTM A683 SS Grade 40) Robbins Eng,Co,bean no rerpomihlity for the erection of trusses,held bracing or shall be applied on booth facer of true at each Mon.Center the plates unless shown permanent tenet bracing,latter to HIB-91 no publhuhed by the Trust Plate Institute, Lotadoase #1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise indicated by a"v'•,all slog In 583 D'Onohk,Drive,Suite leg,Madison,Wisconsin$3719.Persons erecting trusses TC Live 43.8 psf Checker: NONE ASSIGNED plates ran parallel with the chords or horizontally at the peak and)or heel No louse are cautioned to seek professional advice concerning proper election bracing to knots or wanes In plate contact area.Splice only where shown.Overall spans assume prevent toppling and"dummoing".Cam should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"bearings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erection.Top and bottom churls shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting joints and plates.This design adequately braced In the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared In accordance with"National Design Specifications for Stress-Grade responsibility of uthere to ascertain that the design loads utilized on this drawing meet Lumber and its Fastenings"IAFPA),"Design Specifications fur Light Metal plate or e:eeeA the actual dead leads Imposed by the structure and the live loads Imposed Total 73.8 psf Rev Date: Commetcd Wood Trusses"(TPI),and BUD Design Criteria for Trussed Rafters. by the local building code or historical climate records. Lumber SIT 1.15 Run Date: 08/31/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Version: 17.7.009 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 16.0 in. Drawing: VFn IRV THAT hATA pert.Ionowc room Ai-R-Nirllnm Trl♦ot• PT.AN I RPFrA,a F en Tn11RR I.A VOtiTR Robbins Engineering,Inc,/Online PlusTn®1996-2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:50 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com � �- � 1i � S +r M Im M M M M M M M Job:L7343 Mark: R32 Quantity: 17 Type: PB Span: 140000 P1-H1: 7 Left OH: 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LLUSER LATERAL BRACING: M11M24 M REACTIONS: Loadcase #1 NOTES: ON JOINTS EXCEPT: TOP 0.87 2x 4 SP-#1 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID Total Design Loads 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y HIM 0.29 2x 4 SPF-#2 BTM CHORD - CONTINUOUS Las IN-SX IN-SX Uniform Loads (plf) SARATOGA LUMBER TRADERS A WEIS 0.09 2x 4 SPF-#2 A 146 5- 8 3 TO 107.6@ A to 107.6@ B 2. EMPIRICAL ANALOG IS USED. F 3.00x 4.00 4.79 2.39 * 1146 N/A N/A TC 107.6@ B to 107.6@ C 3. WIND LOADS - ANSI/ASCE 7-98 B 4.00x 4.00 CNTR 2.20 *CONTINUOUS BETWEEN F -E BC 4@ F to 4@ E TRUSS IS DESIGNED AS A E 3.00x 4.00 4.79 2.39 C 82 5- 8 2 MAIN WIND-FORCE RES SYSTEM C FOR EXTERIOR ZONE LOCATION UPLIFT FOUND AT BEARINGS WIND SPEED - 90 MPH BRG UPLIFT BRG UPLIFT MEAN ROOF HEIGHT - 25' LES Las EXPOSURE CATEGORY - C A 317G F -E 262 OCCUPANCY FACTOR - 1.00 C 31BG ENCLOSED BUILDING. G-DUE TO GRAV. LOAD TC DEAD LOAD = 6.0 PSF BC DEAD LOAD = 6.0 PSF DL.+L.L DEFL as 0.2211 IN F-B 4. ROOF SNOW LOAD PER ASCE 7-98 LL DEFL = 0.0111 < BRG-SPAN/360 GROUND SNOW LOAD = 70.0 PSF SPAN/DEFL (DL+LL) = 752 RAIN LOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BAL,UNBAL LD FAC=0.63,1.67) 4x4= 5. UNBALANCED LOADS CHECKED (UNS N LD FAC = 1.67, 0.00). -TT HH -4-1 B HE -4-1 6. SHIM EACH BEARING WALL AS i I REQUIRED TO INSURE FULL BEARING CONTACT WITH 7 TRUSS. 7. ANCHOR TRUSS FOR A TOTAL 4-1-0 TC W1 TC HORIZONTAL LOAD OF 155 L.BS. 3-11-8 3x4- 3x4- F E A C D Bl 2x41I I I I I W:508 W:508 R: 146 R:o 82 U: 317 U:10317 a TC 9i3�6-2-1 0 N O ri ry 14-0-0 ALL PLATES ARE LOCK20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inn./Online Plus" APPROX. TRUSS WEIGHT: 60.2 LBS Scale: 0.25011 = 11 ROBBINS LOCK connector platen(26 ga.III steel-ASTM A653 SS Grade 40) Robbins Eng.Co.bean no mlpumiblity fur the eretlen of trasms,field bracing or 1 shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent truss bracing.Refer to HIB-9I as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by cl k.(a)or dimensions.Unless otherwise Indicated by a"v",ail,Iota In 533 D'Onufrio Drive,Suite tea,Madison,Wisconsin 53719.Persons erecting trusses TC Live 43.9 paf Checker: NONE ASSIGNED plat#ran parallel with the chords art lmrimntally at the peak and l or heel.No lease are cautioned to reek pmfesshrnal advice cuncerning proper erection bracing to knob or wanes he plate contact area.Spike only where shown.Overall$pans assume prevent toppling and"thunimring".Cam should be taken to prevent damage during TC Dead 10 psf Reviewer: 4"ben ings at each end,unless indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erectlea.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment which produces snug fitting Joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stress-Grade respunsibility Of Other toascertain that the design loads utilized on this drawing meet Lumber and Its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead loads Imposed by the structure and the lire Wads imposed Total 73.8 psf Rev Date: It In CunnecteJ Wood Tresses"(TPI),and BUD Design Criteria for Trussed Rafter. by the local building code or historical climate re-Is. Lumber SI 1.15 Run Date: 08/31/05 .r FIBLNISHACOPYOFTHN DESIGN TO ERECTION CONTRACTOR. Plate Ell 1.15 Version: 17.7.009 ITIS THE RESPONSIBILITY OF TtM BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing: I VFRWV THAT DATA INr13R11N.nDA&1.nA nR rnNFnum Tn A ur"Pl a N I RPFCA&F A R TRITRR I.A V n1ITR .+ Robbins Engineering,Inc./Online PlusT$r C 1996-2006 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:50 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R33 Quantity: 1 Type: PBH Span: 140000 P1-H1: 7 Left OH: 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CST SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.46 2x 4 SPF-#2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y STM 0.15 2x 4 SPF-#2 BTM CHORD - CONTINUOUS Las IN-SX IN-SX SARATOGA LTTI-MER TRADERS A WBS 0.10 2x 4 SPF-#2 A 73 5- 8 2 2. EMPIRICAL ANALOG IS USED. H 3.00x 4.00 5.32 3.43 * 690 N/A N/A 3. WIND LOADS - ANSI/ASCE 7-98 B 4.00x 9.00 2.75 1.90 REPETITIVE MEMBER INCREASES: *CONTINUOUS BETWEEN H -E TRUSS IS DESIGNED AS A E 3.00x 4.00 5,32 3,43 FB 15.0% FT 0.0% FC 0.0% D 23 5- 8 1 MAIN WIND-FORCE RES SYSTEM D FOR EXTERIOR ZONE LOCATION UPLIFT FOUND AT BEARINGS WIND SPEED - 90 MPH BRG UPLIFT BRG UPLIFT MEAN ROOF HEIGHT - 25' LBS LBS EXPOSURE CATEGORY - C A 81 H -E 144 OCCUPANCY FACTOR - 1.00 D 41G ENCLOSED BUILDING. G=DUE TO GRAV. LOAD TC DEAD LOAD = 6.0 PSF BC DEAD LOAD - 6.0 PSF DL+LL DEFL ne 0.0711 IN S-C 4. ROOF SNOW LOAD PER ASCE 7-98 LL DEFL An 0.0011 < BRG-SPAN/360 GROUND SNOW LOAD = 70.0 PSF SPAN/DEFL (DL+LL) = 999 RAIN LOAD NOT REQ1D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 4x9= 4x4= (BAL,UNBAL LD FAC=0.63,1.67) HH -4-1 B T2 C HH -4-1 5. UNBALANCED LOADS CHECCED Z (UNBLN LD FAC = 1.67, 0.00). 6. SHIM EACH BEARING WALL AS REQUIRED TO INSURE FULL BEARING CONTACT WITH TRUSS. 2-11-0 E T3 7. ANCHOR TRUSS FOR A TOTAL 2-9-$ :!W!2 HORIZONTAL LOAD OF 113 LBS, 3x 3x4= B. PROVIDE DRAINAGE TO E PREVENT WATER PONDING. A D G B1 F 2x411 3x4= W:508 W:508 R: 73 Ra 23 U: SOS BC g-351 TU:p�41 S 900 i4 3 - - � r� 0 N on M g 14-0-0 ALL PLATES ARE LOCX20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 68.8 LBS Scale: 0.3751,------------- = 11 ROBBINS LOCK connector pinks(20 ga.link.steel-ASTM A643 SS Grade 40) Robbins Erg.Co.bean nu respomiblity fur the ercctfon of irusees,Ifeld bracinq ur shall be applied on both faces of truss at each Joint.Center the plates unless shown permanent truss bracing.Ikfer to HUB-91 as published by the Truss Plate Institute, Loadcase #1 Designer: LUCAS AHL otherwise by circles(o)or dimensions.Unless otherwise indicated by a"v",all sluts In 5113 D'Onofdo Drive,Sulk 200,Madison,Wisconsin 53719.Persons erecting trusses TC Live 44.1 psf Checker! NONE ASSIGNED plates run parallel with the chords or horizontally at the peak and/or heel.No loose are cautioned to seek professional advice concerning proper erection bracing to knots or wanes in plate contact ama.Splice only when shown.Overall spoon assume prevent toppling and"dominoing".Care should be taken to preveot damage during TC Dead 10 psf Reviewer: 4"bearings at each,end,unless Indicated otherwise.Cutting and fabrication shall be fabrication,storage,shipping and erectbn.Top and bottom chords shall he BC Live 10 psf Designed: performed on equipment which produces mug fitting Joints and plates.This design adequateip braced In the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications fur Stress.Grade responsibility of others to ascertain that the design loads utilimd on this d-ing meet Lumber and its Fastenings"(AFPA),"Design Specifications for Light Metal Plate or exceed the actual dead Wads Imposed by the structure and the live loads impumd Total 74.1 psf Rev Date: Connected Wood Trussn"ITPI),and HUD Design Critedn for Trussed Rnaers. by the Incnl building code or historical climate records. Lumber SI 1.15 Run Date: 08/31/05 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Plate SI 1.15 Vnrsicn: 17.7.009„ IT IS THE RESPONSIBILITY OF THE BU]ILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,& Spacing 24.0 in. Drawing; VFRIFV THAT nATA ttor t 3m1Nr:nrm A 1.nAnC r nNFnRM Tn ARf'H Pt.AN i AVRr¢a,FS R TR11RC 1.e VnrLTG Robbins Engineering,Inc./Online Plus-®1996.2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:51 AM Page 1 PDF created with pdfFactory trial version www.pdffactory.com Job:L7343 Mark: R34 Quantity: 1 Type: PBH Span: 140000 P1-H1: 7 Left OH: 0 P Right OH: 0 P Page 1 COTTRELL DENTIST C-Q MIKE M QUEENSBURY BRANCH ALL PLATES CENTERED CSI SIZE LUMBER LATERAL BRACING: MAXIMUM REACTIONS: NOTES: ON JOINTS EXCEPT: TOP 0.65 2x 4 SPF-N2 TOP CHORD - CONTINUOUS JT REACT ACT WID REQ WID 1. TRUSSES MANUFACTURED BY - JT PLATE SIZE X Y BTM 0.05 2x 4 SPF-M2 BTM CHORD - CONTINUOUS LEIS IN-SX IN-SX SARATOGA LUMBER TRADERS A WES 0.10 2x 4 SPF-M2 A 61 5- 8 2 2. EMPIRICAL ANALOG IS USED. H 3.00x 4.00 5.32 3.43 * 283 N/A N/A 3. WIND LOADS - ANSI/ASCE 7-98 E 3.00x 4.00 5.32 3.43 REPETITIVE MEMBER INCREASES: *CONTINUOUS BETWEEN H -E TRUSS IS DESIGNED AS A D FB 15.0% FT 0.0% PC 0.0% D 61 5- 8 2 MAIN WIND-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION UPLIFT FOUND AT BEARINGS WIND SPEED - 90 MPH BRG UPLIFT BRG UPLIFT MEAN ROOF HEIGHT - 25' LBS LEIS EXPOSURE CATEGORY - C A 37 H -E 56 OCCUPANCY FACTOR - 1.00 D 13 ENCLOSED BUILDING. TC DEAD LOAD - 6.0 PSF DL+LL DEFL - 0.0411 IN J-C BC DEAD LOAD = 6.0 PSF LL DEFL < BRG-SPAN/360 4. ROOF SNOW LOAD PER ASCE 7-98 SPAN/DEFL (DL+LL) or 999 GROUND SNOW LOAD = 70.0 PSF RAIN TOAD NOT REQ'D IMPORTANCE FACTOR: 1.00 THERMAL FACTOR: 1.00 EXPOSURE FACTOR: 0.90 (BAL,UNBAL LD FAC=0.63,1.67) HE -4-1 HE -4-1 5. UNBALANCED LOADS CHECKED F_ 4x4- 2x411 4x4- (UNBLN LD FAC = 1.67, 0.00), 7 B T2 J C 6. SHIM EACH BEARING WALL As REQUIRED TO INSURE FULL a rq BEARING CONTACT WITH TRUSS. 1-9-0 3x4=T3 Ei Ej NJ "T34_ 7. PROVIDE DRAINAGE TO 1-7-8 H PREVENT WATER PONDING. A D G I B i B, 2x41i 2x41i 2x411 s� itt 11:508 W:508 R: 61 R o 61 U, 36 Uo 13 a TC 9-151 _ -0-0 11-0-0 13-2-1 i SC+9= 3-0-0331�u2=3=i. 1 7 -2_1 1 cq N fn m vi LEI 14-0-0 ALL PLATES ARE LOCX20 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins En ineeri , Inc. Online Plustic APPROX. TRUSS WEIGHT: 57.5 LES Scale: 0,37511 1' ROBBINS LOCK connector plates(211 ga,gatv.steel•ASTM A653 SS Guide 411) Rukbias Rug,Co.bears nu respunalbgty fur she ercctlon of trusses,field buicing ur shall be applied an both fats of truss at each Joint.Center the plates unless shot*a permanent truss bracing.Refer to HIB•91 as published by the Trans Plate Institute, Loadeaee #1 Designer: LUCAS ART. ofts-lie by duiko(a)or dimensions.Unless otherwlse Indicated by a"v",all slots In '43 D'Onofrio Drive,Suite 200,Madison,W bconsin.A3719.Persons evening trusses TC Live 44.1 prif Checker: NONE ASSIGNED plates run parallel with the chards or bad ortany at the peak and/or heel.No loose am cautioned to seek professional advice concerning proper erenka bracing to knob or*acres In plate costae am&Spike only where shown.0v 11 spans acsume prevent toppling and"tkminoing".Cam should be taken to prevent damage during TC Dead 10 par Reviewer 4"bearings at each end,unless indicated otherrlse.Culling and rubrication shall be fabrication,storage,shipping and erection.Top and bottom chords shall be BC Live 10 psf Designed: performed on equipment%hick produces snug fining joints and plates.This design adequately braced in the absence of sheathing or rigid ceiling,respectively.It is the BC Dead 10 psf Rev No: was prepared in accordance with"National Design Specifications for Stmss•Grade responsibility of others to ascertain that the design loads utilixd on this drawing meet Total 74.1 psf Rev Date Lumber and Its Fastenings"(AFPA),"Design Specifications for Light MORI Plate or exceed the actual dead loads Imposed by the structum and the lh a loads imposed P Connected Wood Trusses"(TPI),and HUD Dcslga Criteria for Trussed Auras. by the local building code or historical climate records. Lumber SI 1.15 Run Date t 08/31/05 Plate SI 1.15 Version: 17.7.009 FURNISH COPY OF THIS DESIGN TO ERECTION CONTRACTOR. Spacing 24.0 in. Drawing: ITL4 THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB.TO REVIEW THIS DRAWING,@ P 9 g: VFDiFV THAT DATA INr'l.i MMr ntM A I lid nc MNFr1nM Tn ARCH r'I.AN/CVFr Q R Fs R TnrRC l.evnlrrq Robbins Engineering,Inc./Online Plusm©19W2005 Version 17.7.009 Engineering Review Drawing 9/1/2005 10:56:51 AM Pagel PDF created with pdfFactory trial version www.pdffactory.com VALENTE HOMES, Inc. 50 COUNTRY CWB ROAD,QUEENSBURY,NY 12804 (518) 792-4462 • (518) 798-5200 September 14, 2005 Town of Queensbury David Hatin,Director,Building and Code Enforcement 742 Bay Road Queensbury,NY 12804 RE: Dr. Cottrell's Dental office Dear Mr. Hatin, We are providing in writing the following items, as requested by you in your correspondence dated September 13,2005, so we may be issued a building permit for construction of Dental Office. 1. The Bilco entrance will be installed as requested with a ship's ladder compliant with the New York State Uniform Building Code. 2. We will provide the crawl space with a footing drain and sump hole, as well as, a sump pump, which will pump to a daylight drainage area to meet flood proof requirements. 3. Construction Technology has been retained to provide the construction materials inspection and testing services required for this referenced project. ( See contract attached). 4. When the HVAC system is designed, if any units have fans over 2,000 cfm we will provide them with smoke detectors on the inlet side of the unit and fan shutdown tied into an alarm system within the building that will shut the fans down upon activation of the fire alarm. If no fire alarm system is to be installed in the building,then the units will be provided with audio and visual devices alerting the occupants that the fan units have shut down and the smoke detectors have activated. VALENTE HOMES, Inc. 50 COUNTRY CLUB ROAD,QUEENSBURY,NY 12804 (518)792-462 • (518)798-5200 5. We are currently in the process of obtaining a contract with Daniel W. Ryan,tt,�gineere who stamped the plans for the referenced project,to do a struc inspection of the framing once the building is framed. t Sincerely, 9/", Daniel Valente,President Valente Homes, Inc. Encl. P-13-2005 02 :47 CONSTR.UCTION TECH. 518 399 1913 P. 01 R . CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S.. INC. 4 William Street,Ballston Lake,New York 12019 Phone. (518) 399-1848 Fax: (518)399-1913 September 13,2005 TOWN OF QUEENSHURY BUILDING DEPARTMENT 742 Bay Road Queensbury,New York 12804 Att'n: Building Code Enforcement Officials Re: COTRELL DENTAL OFFICE: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Gentlemen, Per the request of'Mr. Daniel Valente, Valente Homes, Inc., we are pleased to inform you that CONSTRUCTION TECHNOLOGY has been retained to provide the construction materials inspection and testing services required of the upcoming referenced project. As such, we would like a moment to introduce our organization. CONSTRUCTION TECHNOLOGY is the construction materials inspection division of Product Development& Technical Services, Inc. Since our 1984 incorporation in New York State, we have been devoted to providing the highest standards of on time field inspection, testing and laboratory support to the construction industry. Our desire is a QC/QA involvement with projects committed to timely completion while satisfying the quality controls and assurances necessary to support today's strict design criteria. All too often materials inspections are viewed as a necessary evil or a requirement to be overlooked. Many times the laboratory brings this attitude on itself because of less than fully qualified personnel, tardy response time or uncompromising attitudes of technicians. Given the opportunity, we are confident we can provide the services that reflect our strong desire to be atz asset to the construction process. Our facility and field technical force is supported by state of the art test equipment, including nuclear soil/asphalt density test equipment, automatic soil moisture!density(Proctor) apparatus, temperature/humidity controlled curing environments for concrete specimens, and all other necessary equipment to satisfy the requirements of the American Society for Testing and Materials (ASTM) standards C-1077 and E-329 as they relate to a commercial inspection agency. CONSTRUCTION TECHNOLOGY has submitted to outside auditing by having our personnel, equipment, facility and quality assurance plan evaluated by the Cement and Concrete Reference Laboratory(CCRL) of the National Standards Institute. A copy of the CCRLINSI audit and finding is available upon request. SEP-13-2005 02 :47 Arl CONSTRUCTIOH TECH. 518 399 1913 P. 02 • 1 • September 13, 2005 TOWN OF QUEENSBURY BUILDING DEPARTMENT Re: COTRELL DENTAL OFFICE: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Our staff ranges from consultant Professional Engineers, hydrologists and geologists to field technicians and materials inspectors with technical backgrounds of educational degrees and/or substantiated experience in a construction oriented discipline. Field inspectors also possess a combination of the following certifications.- * Certification at various levels(AET-I through SET-IV) by the National Institute for Certification in the Engineering Technologies (NICET). * American Concrete Institute(ACI) Grade I Concrete Inspector•. * American Concrete Institute(ACI) Certified Concrete Construction Special Inspector. * Troxler Nuclear Gauge Training Program for Radiation Safety Officers and Field Operators. * J&L Testing, Inc. Certification Program for Sanitary Landfill Inspectors. * J&L Testing, Inc. Certification Program for Quality Control and Inspection ofGeosynthetic Systems for Use in Solid and Hazardous Waste Disposal Facilities. In addition to particular qualifications, field inspectors are familiar with all phases of construction materials testing and inspection including soils, concrete,reinforcement, masonry, structural steel, fireproofing and roof installation. This generally alleviates the reed and expense of employing more than one inspector on a particular project. CONSTRUCTION TECHNOLOGY currently has the capabilities to provide inspection and testing services relating to many construction concerns including but not limited to: subsurface drilling and investigation, soils placement and compaction,foundation design recommendations, portland cement concrete,unit masonry, mortars, grouts, bituminous concrete, structural steel and fireproofing, as well as all associated laboratory services. In general, all forms of materials testing and inspection services, as they relate to the constructions industry, may be obtained through CONSTRUCTION TECHNOLOGY. We appreciate your interest in our firm and our line of work. We look forward to completing the construction materials inspection, testing and laboratory requirements of the COTRELL DENTAL OFFICE,QUEENSBURY,NY. If there are any questions,or when we may be of assistance, please contact this office immediately. Respectfully, CONSTRUCTION "TECHNOLOGY Tom Joslin, S.E.T., (NICET) Manager Technical Services j, DRAFT COPY (3/21/03) CHECKLIST NYS BUILDING-CODE(BC) Building: a it l/ NYS FIRE CODE(FC)NYS PLUMBING CODE(PC) Location: Fix-If NYS MECHANICAL CODE (MC) NYS FUEL GAS CODE (FGC) Date: 0/-/ Ild NYS ENERGY CODE (ECC) Reviewer. 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-1603.1.6 285 3 Separated or Non-Separated BC-302.3 18 Occupancies" 4 Occupancy BC-302 17 5 Type of Construction BC-Table 601 81 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 Mails 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 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 Mezzanines BC-505 73 10. Sprinkler System (water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 Water Source Sprinkler BC-903.3.5 172 Water Source Site FC-508.1 31 11. Frontage&Sprinkler Credits Area Modifications (calc.) BC-506 74 Height Modifications BC-504 73 12. Height&Area Summary: Ht/Area Ht/Area Tabular Area BC-Table 503 72 Frontage Credit BC-506 74 3 Sprinkler Credit BC-506.3 75 Total Allowable Area Max Aggregate Area BC-503.3 73 (Allowable Area/Flr. x No. of Stories up to 3 maximum) 13. Fire Apparatus Road FC-503.1 29 O� (150'rule) �, „� A04 FC- 14. Exterior Walls Distance Separation* BC-Table 602 82 Exterior Wall Openings BC-Table 704.8 87 Parapets BC-704.11 88 Exterior Wall 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 Incide+)tal 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 Ga 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 BC-716 107 Draft Stopping BC-716.3 108 16. Space 4#jL Ac tO r-CAW Min. Rm. Dimensions 'TrV- BC-1207.1 251 Min. Ceiling Height BC-1207.2 251 17. Ventilation (Nat. or Mech.) BC-1202.1 249 18. Light((Nat. or Mech.) BC-1204.1 250 9. Exits tr¢n,oe�Et ` � Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Tablel005.2.2 224 Stair Enclosure BC-1005.3.2 224 Emergency Egress BC-1009.1 235 Distance of Travel BC-Table 1-004.2.4 220 �- Aisle Width BC-1004.3.1.1 221 Corridor Width BC-1004.3.2.2 221 Capacity of Exits (calc.). BC-Table 1003.2.3 202 Corridor Wall Fire Rating BC-Table1004.3.2.1 222 Corridor Dead End BC-1004.3.2.3 222 Door Width BC-1003.3.1.1 208 Door Swing BC-1003.3.1.2 208 Panic Hardware BC-1003.3.1.9 213 20. Stairs Riser BC-1003.3.3.3 213 Tread BC-1003.3.3.3 213 'f // Width BC-1003.3.3.1 213 Headroom BC-1003.3.3.2 213 104, Vertical Rise BC-1003.3.3.E 215 ,� Handrails BC-1003.3.3.11 215 t v ��ds �C 1c�3�3,2.t2- zap Mav *Csa 12 "9 LAC IW3.3,x a�s JAM Page 3 of 10 No Topic Code Page Required Actual Section No. or Allowed 21. Structural Snov u�oading—Ground BC Fig 1608.2 296 / _rs- 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 Wails Windows Seismic Loading (calc) BC-1614 315 Foundation Depth BC-1805.2 398 22. Interior Finishes BC-Table 803.4 161 loo 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-1003.2.1-1 204 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: 14,c SJf' c,- JAM Page 4 of 10 rb-rlS 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+Zafef FC-907.4.1 9'0-9 72;73 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 pA InS I�h r Svw, S-.k 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: ' �s B. 4,— � I@�� 4G- Tra., JAM Page 5 of 10 No. Topic Code Page Required Actual Section No. or Allowed 30. 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 CodeKte/;-i/, Prescriptive Method ECCC-Table 602.1(1) 50 / High Truss Credit ECCC-602.1.2 51 � Pipe Insulation-Heating ECCC-Table 503.3.3.1 44 Duct Insulation-Heating ECCC-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: + JiVn0 JAM �� t�� tirJ �L�CS�o ��" Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW. 1. Area Increase Based Upon Frontage And Sprinkler Increase. Frontage`Increase: If= 100(F/P-0.25)W = Answer in % 30 Note: If= 75%when 4 sides accessible&water available Allowable Area: Aa=Awj,+(A,,,,x If)+ =Answer in Square Feet (BC-P9. 74) 100 100 2. Exit Capacity Calculations (Table 1003.2.3XBC-Pg. 202) (Occupancy Load for Exit)x(Egress Width per Occupant)= (Required Width) 3. Snow Loading Calculations. (ASCE 7-98XEq. 7-1)(pg-69)&(Eq. 7-2)(pg-70) (ASCE=American Society of Civil Engineers) Pf=0.7CeCtIPg = Flat Roof Snow Load Where: Pf= Flat Roof Snow Load (Calculated Above,Answer in#per SF) Ce= Exposure Factor (BC-Table 1608.3.1)(Pg. 297) Ct= Thermal Factor (BC Table 1608.3.2)(Pg.297) 1 = Importance Factor (BC-Table 1604.5)(Pg. 287) Pg= Ground Snow Load (BC Fig. 1608.2)(Pg. 296) PS= CA=Sloped-Roof Snow Load Where: PS= Sloped-Roof Snow Load CS= Roof Slope Factor (ASCE 7-98)(Pg. 70) 4. Wind loading calculations. (Refer to Chapter 6 of ASCE 7-98) 5. Seismic Calculations. (See page 10 of this list) 6. COMCheck calculations (For verification of compliance with the Energy Code) JAM Page 7 of 10 8. GRADE PLANE: A reference plane representing the average of finished ground level adjoining the building at exterior walls.Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or,where the lot line is more than 6 feet from the building, between the building and a point 6 feet from the building. 9. MEZZANINE: An intermediate level or levels between the floor and ceiling of any story with an aggregate floor area of not more than 113rd of the area of the room or space in which the level or levels are located. (Mezzanine area does not contribute to the building area or the height in stories but does contribute to the fire area, aggregate area), 10. SMOKE BARRIER: A continuous membrane, either vertical or horizontal, such as a wall, floor, or ceiling assembly, that is designed and constructed to restrict the movement of smoke. (Required to have a 1 hr fire rating). 11. STORY ABOVE GRADE PLANE: Any story having its finished floor surface entirely above grade plane, except that a basement shall be considered as a story above grade plane where the finished surface of the floor above the basement is: 1. More than 6 feet above grade plane or 2. More than 6 feet above the finished ground level for more than 50%of the total building perimeter or 3. More than 12 feet above the finished ground level at any point. JAM Page 9 of 10 Envelope Compliance Report New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.4 Release 1 Data filename: C:\Program Files\Check\COMcheck-EZ\COTTRELL.cck Section 1: Project Information Project Name: DR COTTRELL DENTIST OFFICE Designer/Contractor: CONCEPTS&DESIGNS VALENTE HOMES,INC. Document Author: Telephone: Date: Section 2: General Information Building Location: Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 380 Building Use Method of Compliance: Whole Building Method Building Type Floor Area Medical and Clinical Care 4398 Project Description(check one): New Construction _Addition _Alteration _Unconditioned Shell(File Affidavit) Section 3: Requirements Checklist Air Leakage,Component Certification,and Vapor Retarder Requirements Inspection Approved Initial Date (Y/N) All joints and penetrations are caulked,gasketed, weather-stripped,or otherwise sealed Fireplaces installed with tight fitting non-combustible fireplace doors Dampers integral to the building envelope are equipped with motorized dampers Cargo doors and loading dock doors are weather sealed Recessed lighting fixtures are sealed or gasketed Windows,doors,and skylights certified as meeting leakage requirements Component R-values&U-factors labeled as certified Vapor retarder installed Climate-Specific Requirements Gross Cavity Cont. Proposed Budget Component Name/Descri tion Area R-Value R-Value U-Factor U-Factor Roof 1:All-Wood Joist/Rafter/Truss 3438 30.0 0.0 0.035 0.051 Roof 2:All-Wood Joist/Rafter/Truss 496 30.0 0.0 0.035 0.051 Exterior Wall 1: Wood Frame,Any Spacing 2620 19.0 0.0 0.068 0.074 Window 1: Wood Frame,Double Pane with Low-E Clear,shgc 0.31 288 --- --- 0.340 0.520 Door 1:Air Lock Entry 27 --- --- 0.340 0.120 Door 2:Glass,Clear,shgc 0.24 13 --- --- 0.340 0.520 Exterior Wall 2: Wood Frame,Any Spacing 855 19.0 0.0 0.068 0.074 Basement Wall 3: Solid Concrete or Masonry<=8" Furring:None,Wall Ht 6.0,Depth B.G.6.0 1572 --- 11.0 0.081 0.098 (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 33%better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 2.4 Release 1. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Principal Envelope Designer-Name Signature Date �OF NE l P�P��E� '^✓ R O Ir w c� OF SIONP Mechanical Compliance Report New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.4 Release 1 Data filename:C:\Program Files\Check\COMcheck-EZ\COTTRELL.cck Section 1: Project Information Project Name: DR COTTRELL DENTIST OFFICE Designer/Contractor: CONCEPTS&DESIGNS VALENTE HOMES,INC. Document Author: Telephone: Date: Section 2: General Information Building Location: Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 380 Building Use Method of Compliance: Whole Building Method Project Description(check one): New Construction _Addition _Alteration _Unconditioned Shell(File Affidavit) Section 3: Mechanical Systems List uanti System Type&Description 1 HVAC System 2: Heating: Central Furnace,Gas/Cooling:Packaged Terminal Unit,Capacity 7000 Btu/h,Air- Cooled Condenser/Single Zone Section 4: Requirements Checklist Requirements Specific To: HVAC System 2 [ ] 1. Equipment minimum efficiency: Packaged Terminal DX Unit: 11.0 EER [ ] 2. Newly purchased cooling equipment will meet the cooling efficiency requirements Generic Requirements: Must be met by all systems to which the requirement is applicable [ ] 1. Load calculations per 1997 ASHRAE Fundamentals [ ] 2. Plant equipment and system capacity no greater than needed to meet loads -Exception: Standby equipment automatically off when primary system is operating -Exception:Multiple units controlled to sequence operation as a function of load [ ] 3. Minimum one temperature control device per system [ ] 4. Minimum one humidity control device per installed humidification/dehumidification system [ ] 5. Thermostatic controls must have 5 deg.F deadband -Exception:Thermostats requiring manual changeover between heating and cooling [ ] 6. Automatic Controls: Setback to 55 deg.F(heat)and 85 deg.F(cool);7-day clock,2-hour occupant override, 10-hour backup -Exception: Continuously operating zones -Exception:2 kW demand or less,submit calculations [ ] 7. Automatic shut-off dampers on exhaust systems and supply systems with airflow>3,000 clip [ ] 8. Outside-air source for ventilation;system capable of reducing OSA to required minimum [ ] 9. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly -Exception:Ducts located within equipment -Exception:Ducts with interior and exterior temperature difference not exceeding 15 deg.F. [ ] 10. Ducts sealed-longitudinal seams on rigid ducts;transverse seams on all ducts;UL 181A or 18113 tapes and mastics [ ] 11. Mechanical fasteners and sealants used to connect ducts and air distribution equipment [ ] 12. Operation and maintenance manual provided to building owner [ ] 13. Balancing devices provided in accordance with 603.15 of Mechanical Code for New York State [ ] 14. Gravity dampers,stair and elevator shaft vents equipped with motorized dampers [ ] 15. Exhaust air heat recovery required for systems 5,000 cfm or greater with more than 70%outside air fraction or specifically exempted [ ] 16. Kitchen hoods>5,000 cfm provided with 50%makeup air that is uncooled and heated to no more than 60 deg.F unless specifically exempted [ ] 17. Buildings with fume hood systems must have variable air volume hood design,exhaust heat recovery,or seprate makeup air supply meeting the following: a)75%make up air quantity,and/or b)within 2°F of room temperature and/or c)no humidification d)no simultaneous heating and cooling Section 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 2.4 Release 1. The design professional shall provide to the code enforcement official a written certification that the required HVAC tests,system balancing,etc.,have been performed and the system is operating as designed. The design professional shall retain copies of the test reports to be provided to the code enforcement official,if requested.When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Principal Mechanical Designer-Name Signature Date Mechanical Requirements Description New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.4 Release 1 Data filename: C:\Program Files\Check\COMcheck-EZ\COTTRELL.cck The following list provides more detailed description of the requirements in Section 4 of the Mechancal Compliance Report. Requirements Specific To:HVAC System 2 1. The specified heating and/or cooling equipment is covered by the New York State Energy Conservation Code and must meet the following minimum efficiency: Packaged Terminal DX Unit: 11.0 EER 2. The specified cooling equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed New York State Energy Conservation Code requirements for equipment efficiency. Generic Requirements: Must be met by all systems to which the requirement is applicable 1. Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 of the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,within available equipment options. -Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. -Exception: Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. Thermostats controlling both heating and cooling must be capable of maintaining a 5 degree F deadband(a range of temperature where no heating or cooling is provided). -Exception: Deadband capability is not required if the thermostat does not have automatic changeover capability between heating and cooling. 6. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable of setting back temperature to 55 degree F during heating and setting up to 85 degree F during coolingb) capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible 2-hour occupant overrided) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power. -Exception:A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. -Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW(6,826 Btu/h)or less. 7. Outdoor-air supply systems with design airflow rates>3,000 cfm of outdoor air and all exhaust systems must have dampers that are automatically closed while the equipment is not operating. 8. The system must supply outside ventilation air as required by Chapter 4 of the Mechanical Code for New York State. If the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels,the system must be capable of reducing outdoor-air flow to the minimum required levels. 9. Air ducts must be insulated to the following levels:a) Supply and return air ducts for conditioned air located in unconditioned spaces(spaces neither heated nor cooled)must be insulated with a minimum of R-5.Unconditioned spaces include attics,crawl spaces,unheated basements,and unheated garages.b) Supply and return air ducts and plenums must be insulated to a minimum of R-8 when located outside the building.c) When ducts are located within exterior components(e.g.,floors or roofs),minimum R-8 insulation is required only between the duct and the building exterior. -Exception: Duct insulation is not required on ducts located within equipment. -Exception: Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or plenum does not exceed 15 degree F. 10. All joints,longitudiltal and transverse seams,and connections in ductwork must be securely sealed using weldments; mechanical fasteners with seals,gaskets,or mastics;mesh and mastic sealing systems;or tapes.Tapes and mastics must be listed and labeled in accordance with UL 181A or UL 181B. 11. Mechanical fasteners and seals,mastics,or gaskets must be used when connecting ducts to fans and other air distribution equipment,including multiple-zone terminal units. 12. Operation and maintenance documentation must be provided to the owner that includes at least the following information:a) equipment capacity(input and output)and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information,including wiring diagrams, schematics,and control sequence descriptions;desired or field-determined set points must be permanently recorded on control drawings,at control devices,or,for digital control systems,in programming commentsd) complete narrative of how each system is intended to operate. 13. Each supply air outlet or diffuser and each zone terminal device(such as VAV or mixing box)must have its own balancing device.Acceptable balancing devices include adjustable dampers located within the ductwork,terminal devices,and supply air diffusers. 14. Stair and elevator shaft vents must be equipped with motorized dampers capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods,vents,and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use. Exceptions: -Gravity(non-motorized)dampers are acceptable in buildings less than three stories in height above grade. -Ventilation systems serving unconditioned spaces. 15. Individual fan systems with a design supply air capacity of 5000 cfin or greater and minimum outside air supply of 70%or greater of the supply air capacity must have an energy recovery system with at least a 50%effectiveness. Exceptions: -Systems serving spaces that are not cooled and heated to<60'F. -Commercial kitchen hoods(grease)classified as Type 1 by NFPA 96 -Systems exhausting toxic,flammable,paint,or corrosive fumes or dust If an air economizer is also required,heat recovery must be bypassed or controlled to permit air economizer operation. 16. Individual kitchen exhaust hoods larger than 5000 cfin must be provided with make-up air sized for at least 50%of exhaust air volume that is uncooled and either unheated or heated to no more than 60°F Exceptions: -Where hoods are used to exhaust ventilation air that would otherwise exfiltrate or be exhausted by other fan systems. -Certified grease extractor hoods that require a face velocity no>60 fpm. 17. Buildings with fume hood systems having a total exhaust rate>15,000 cfm must either have variable air volume hood design,exhaust air heat recovery,or separate make up air supply.