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2008-098 (3) 44% TOWN OF QUEENSBURY 04,01 742 BayRoad,Queensbury,NY 12804-5902 018)761-8201 rr Community Development- Building &Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20080098 Date Issued: Wednesday, March 16, 2011 This is to certify that work requested to be done as shown by Permit Number P20080098 has been completed. Location: 75 QUAKER Rd Tax Map Number. 523400-296-018-0001-006-000-0000 Owner. RICHARD &MONIQUE CUNNINGHAM Applicant: GOLDEN CORRAL This structure maybe oc ! WagATEL Commercial/Industrial By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the , . F(4/ property owner of the responsibility for compliance with Site Plan, ' Variance,or other issues and conditions as a result of approvals by the Director of Building&Code Enfoitement 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: P20080098 Application Number. A20080098 Tax Map No: 523400-296-018-0001-006-000-0000 Permission is hereby granted to: NIRAL PATEL GOLDEN CORRAL For property located at: 75 QUAKER Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: RICHARD &MONIQUE CUNNING 181 PINEWOOD Ave Commercial/Industrial $2,600,000.00 TROY, NY 12180 Total Value $2,600,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency ,ef\) e)-A) Plans Sc Specifications 2008-098 Golden Corral Restaurant 75 Quaker Road New Commercial Building/Restaurant 10,330 sq ft $1,549.50 PERMIT FEE PAID- THIS PERMIT EXPIRES: Sunday,June 12,2011 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town of eens '> iur 2, 2008 SIGNED BY \ for the Town of Queensbury. Director of Building&Code Enforcement 0.4 TOWN OF QUEENSBURY .. 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20080098 Application Number: A20080098 Tax Map No: 523400-296-018-0001-006-000-0000 Permission is hereby granted to: NIRAL PATEL GOLDEN CORRAL For property located at: 75 QUAKER Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: RICHARD & MONIQUE CUNNING 181 PINEWOOD Ave Commercial/Industrial $2,600,000.00 TROY NY 12180 Total Value $2,600,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2008-098 Golden Corral Restaurant 75 Quaker Road New Commercial Building/Restaurant 10,330 sq ft $1,549.50 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday, June 12, 2010 (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 die expiratit9i4rsfne date.) 1 Dated at the Town of QLensb ;r, 12, 2008 vov X-- , SIGNED BY for the Town of Queensbury. Director of Building& Code Enforcement 401 ` TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 ,411 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20080098 Application Number. A20080098 Tax Map No: 523400-296-018-0001-006-000-0000 Permission is hereby granted to: RICHARD &MONIQUE CUNNINGHAM GOLDEN CORRAL For property located at: 75 QUAKER Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: RICHARD & MONIQUE CUNNING 181 PINEWOOD Ave Commercial/Industrial $2,600,000.00 TROY,NY 12180 Total Value $2,600,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans &Specifications 2008-098 Golden Corral Restaurant 75 Quaker Road New Commercial Building/Restaurant 10,330 sq ft $1,549.50 PERMIT FEE PAID- THIS PERMIT EXPIRES: Friday,June 12, 2009 (If a longer period is requited,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 o eens , lair day,June 12, 2008 SIGNED BY for the Town of Queensbury. Director of Building&Code nforcement % OFFICE USE ONLY (Jt 4^"� J TAX MAP fff 5 PERMIT NO. C •3 - z " # 'L i i FEES: P IT REC ION ENGINEERING , V _rr g40 14 (If applicable) BUILDING =S PRINC AL STRUCTURE: APPLICATION FOR ZONING APPROVAL & BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. APPLICANT/BUILDER: Mr.Niral Patel _ OWNER: _Mr.Niral Patel kl b1.uI1 GtaN ` a: 1 it p - ° -gl r r-rgss i ADDRESS: 5 12--C„(, ADDRESS: h , s' 1 «t PHONE NOS.518-391-5676 PHONE NOS.518 391-5676 CONTACT PERSON FOR BUILDING & CODES COMPLIANCE: Stephen R.Coder,Architect PHONE:518-783-1663 LOCATION OF PROPERTY: Quaker Road,Queensbury,New York SUBDIVISION NAME: PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT APPLY TO YOUR O cc a a aLco PROJECT p ¢ Ce o cn to y F:w � J aoF re OLL LL w Q z ¢ ¢ :co N U) 0 L o LL 0- SINGLE FAMILY 0.0 TWO-FAMILY 0.0 MULTI-FAMILY(NO.----) 0.0 TOWNHOUSE 0.0 ---...._j .--"---'...----'''' _,...... 4 BUSINESS OFFICE + 1 0.0 RETAIL- MERCANTILE V O.O FACTORY OR •._ INDUSTRIAL 0.0 ATTACHED GARAGE(1,2,3) 0.0 OTHER (-:x 10,330 27'-8" 4�:`= Town of Queensbury - Community Development Office - 742 Bay Road, Queensbury, NY 12804 1 . IF COMMERCIAL OR INDUSTRIAL - NAME OF BUSINESS:Golden Corral ESTIMATED CONSTRUCTION COST:$2,600,000 FUEL TYPE:Gas HEAT TYPE?Forced Air *HOW MANY FIREPLACE(S) 0 AND/OR WOODSTOVES(S): 0 ZONING CATEGORY: IC-1NT ARE THERE WETLANDS ON THIS SITE? Yes IS THIS A HISTORIC SITE? No PROPOSED USE OF BUILDING OR ADDITION:Restaurant ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? No ARE THERE EASEMENTS ON PROPERTY? Yes *Please complete a separate Application for"Fuel Burning Appliances&Chimneys"available in our office I acknowledge no construction activities shall be commenced prior to issuance of a valid permit. I certify that the application, plans, and supporting materials are a true and complete statement/description of the work proposed, that all work will be performed in accordance with the NY State Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that [/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and a e t the above. Signed Director of Building & Codes: 761-8256 (for questions QUESTIONS?CALL 761-8256 OR EMAIL regarding Building Permits, construction codes or septic codlesAqueensburv.net systems) VISIT OUR WEBSITE FOR MORE INFORMATION Zoning Administrator: 761-8218 (for questions regarding www.gueensbury.net required permits, the permit process, application requirements or to schedule an appointment) This application / proposed action described Permission is hereby granted to the above herein is found to be in accordance with the Applicant to erect or alter the building described zoning Laws of the Town of Queensbury. herein in accordance with said Application: ZONING APPROVAL DATE BUILDING & CODES APPROVAL DATE Town of Queensbury - Community Development Office - 742 Bay Road, Queensbury, NY 12804 -63(71-? PROJECT NAME: Golden Corral OFFICE USE ONLY STAFF INITIALS: BUILDING PERMIT SUBMISSION DATE: CHECKLIST FOR: 1. Building Permit Application Completed? YES NO N/A 2. Energy Form or CheckMate Energy Code Compliance X Forms Complete?(2-copies) 3. Energy Code Inspector's Report from Checkmate X Program?(2-copies) 4. Septic application completely filled out? X (if applicable) 5. Electrical Inspection Form complete? X 6. Two(2)sets of the plans each of the following: YES NO N/A a. Floor plan(s)? X b.Foundation plan(?) X c.Cross sections(s)? X d.Elevations? X e.Design loads including floor,snow load,and wind X load? f. Seismic design(required after January 2003)? X g. Plans signed and sealed by registered architect or engineer? X h. Window and door schedule? X 7. Two(2)site plans showing location of the structure to be X built, location of well or water lines,location of septic system or sewer line with all setbacks and separation distances shown,and all improvements to the property? 9. Solid Fuel Burning or Gas Appliance Form(if applicable)? X 10. Driveway Permit X tio-r jam' Town of Queensbury - Community Development Office - 742 Bay Road, Queensbury, NY 12804 Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: NAME: 0 ider, (br LOCATION: PERMIT#: 0 8' 0 7 U . Final Survey Plot Plan Approved Denied The attached fmal survey has been received by the Dept. of Community Development. i Upon review the survey has been: Brown, Zoning Administrator Notes: I`C CIO 0(4 143 -riAgil nitto t/44, AT v�d i r �Ul s ytd 410 `cv tith o ' t(tiCe- L:\SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doc N MAP REFERENCE: l MAP OF A SURVEY MADE FOR P.C. REALTY, INC. BY VAN DUSEN & STEVES, LS DATED SEPTEMBER 21, 1985 DEED REFERENCES: LANDS OF THE TOWN OF QUEENSBURY W a TOWN OF QUEENSBURY -<4 o TO U m w RICHARD B. & MONIQUE C. CUNNINGHAM DATED DECEMBER 3, 1986 IN BOOK 687 PAGE 695 u I x � RICHARD B. & MONIQUE C. CUNNINGHAM TO l COUNTY OF WARREN DATED NOVEMBER 1, 1989 IN BOOK 776 PAGE 243 o S79'43'00"E — — — . . — — 288.71 Z W _ a RETAINING WALL � a L❑ L -- ❑ x m W C'1 � W � O o � Z tz. O � 1= cD c� � Q ® O W ® < Q % O ® c ® � _ OU 2 ® ® w ® ® a ® ® ® Q ® ® ® o m ® ® < • AREA ® 3.10 ACRES t o CONCRETE BLOCK o 4" BUILDING ® ® ® ® � z °' Q 'd _ O J cd (BRICK FACED) N H H w ' o Z O O ® o o 0 N O M 00 O � dam- w 21.6 Lo a (D � A LANDS OF OREST & MARIA BOYCHUK 1 567/10 0 Q J Z DRAIN .Z Q Z' 0 O ) Of O oQ <W f N DRAIN � LL 0 Z N y DRAIN OLL.I 3 / HIGHWAY APPROPRIATION $ s F 14o O 2 / O 0.�/� • As RICHARD B. & MONIQUE C. CUNNINGHAM �� l l�l i o�N TO R�wwfflf AS COUNTY OF WARREN Z DATED NOVEMBER 1, 1989 20.9' IN BOOK 776 PAGE 243b8m00. / CO. RD. # 47 c1v EASEMENT MAP NO. 110 �{O �9i � NIAGARA MOHAWK PARCEL NO. 1 �$ 18.91 POWER CORP. / LEGEND: m BOOK 349 PAGE 529 m U W ❑ ® = LIGHT POLE > o RETAINING WALL ❑ 70.00 ® = CATCH BASIN 'Cb6y N O U ASPHALT PARKING W g.00 HIGHWAY N84'25'10"W SIGNAL BD 22 APPROX. XSIGNAL POLE I 0 GU D RAIL N86 �, = SEWER MANHOLE �'15'30"W co co 37.47 — — '- = HYDRANT � O N79'28'30"W — — — — — — ` J W � wv GUARD RAIL J ' $ = WATER VALVE V 1 O z N = UTILITY POLE 0 z� • ti ----- ® = STORM MANHOLE �/ 0 RC 254) C puNTY z QUAKER ROAD77 -- , ...--- SIGNAL POLE cal J 1- - po �_ STOP LINE C.B. / SIGNAL POLE _x 0 a • '7 �n x m W N E--4 Data DECeiBER 17, W scab r-w w S_ 1 SHEET 1 OF 1 PATEL TAX MAP NO. 63-1-1.4 DWG. N0. 98025-AB --//./ 4Liff--2.- c-,-,--(c; Inspection for Permit to cupy Fire Marshal's Office Request Rec'd Permit No. 6a �i "/. Y-. Town of Queensbury �/ 742 Bay Road ,� U Queensbury,NY 12804 Scheduled Inspection Date: / Time: Phone: (518)761-8206 Business Name: " r- 4 e � Off Fax: (518) 745-4437 Location: 75— Li i it --6'-' ,f Type of Inspection N/A Yes No EXITS: Exit Access Exit Enclosure COMMENTS Exit Discharge AISLES: Main Aisle Width % �`/ 7 /75f J Secondary Aisle Width 1,0_ EXIT SIGNAGE Sign-normal A Sign-battery tke EVAC signs in rooms TRUSS ID SIGNAGE /V; EMERGENCY LIGHTING FIRE EXTINGUISHER: Hung Inspection of extinguisher FIRE ALARM SYSTEM A-- Fan Shutdown Fire Sprinkler System (FDC) Fire Suppression-kitchen Fire Suppression-Gas Isian \---- Generator ..A.- - Hood Installation Elevator Interior Finishes _ -\--' Storage • Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed/Labeled Combustible Waste Vehicle Impact Protection Knox Box F.D.Signage-Utility Rooms No Smoking Signs c - Maximum Occupancy Sign �/� Emergency Evacuation Plan '''�1/ Approved (If no other approvals apply,the B&C Office will issu the Certificate of Occupancy) ❑ Denied / call for Recheck lnspe ed By: L:\FireMarshal\FM Forms Masters\permitto occupyform.doc ?— L/( /% L;, cJ - Commercial\ , ' ' Final In ion Report Office No.: (518) 761-8256 Date Inspection . 4.1 = ed: Queensbury Building &Code Enforcement Arrive: `i'Z c t' Depart: . a 742 Bay Road, Queens ry, NY 1 804 Ins4pector's Initials: 4 i NAME: ,__ e` PERMI ► ; ti LOCATION: - _ • DATE: _ =9 COMMENTS: Y N NA Chimney/'B"Vent/Direct Vent Location / \� Plumbing Vent Through Roof 6"/Roof Complete ✓ + Exterior Finish I Grade Complete 6"in 10'or Equivalent ,/ Interior/Exterior Guardrails 42 in. Platform/Decks —1--i=M� Interior/Exterior Banisters 4 in. Spacing Platform/Decks o` 4 e'c.Z 17 Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq.ft All Doors 36 in.wlLever Handles/Panic Hardware,ifrequired / , tJ EEO - c t+.Z 5Th Exits At Grade Or Platform 36(w)x 44'(I)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade ✓ - C T L ® , Floor Bathroom Watertight/Other Floors Okay po. - /6, PE= Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System ' --u 1 Fresh Mr S pp y for Occupancy/Ventilation Combustion ` , ��RJ �� Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site tJ‘=E>27-.O C5 Oil Furnace Shut Off at Entrance to Furnace Area �� J Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors c — �F� $ ` > 10%> 1000 sq.ft. - C1?--Q ,k. ' Hour Corridor Doors&Closers Firewans/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fite Stopping,3,000 sq.ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18'x 24" Smoke Vents Or Fan, if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible (7 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/Flex Gas Piping Bonded Site Plan/Variance required Final Survey, New Structure/Flood Plain �' As-bunt Septic System Layout Required or On File ,0E v Building Number or Tenant Address on Building or j Water Fountain or Cooler Building Access All Sides by 20'I Driveable Surface 20'wide 1,9 kV,Okay To Issue Temp. or Permanent CIO Okay To Issue C/C ' L:1Building&Codes FormssBuitding&CodesIInspection Forms\Commercial Final Inspection Report.doc Revised January 7,2008 MINIIIMIIMMomme \ tl U l_,)\t\ Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection nr,= : Queensbury Building&Code Enforcement Arrive: ,\- 3 -regal, Depart: 2 ri'a 742 Bay Road, Queensbury, NY 12804 Inspector's initia ,• NAME: CC1 .0cEC C RW��l P - C LOCATION: -7S flF Q, P.� DATE: \2_- \-I --\C) PRe_t ‘ 0 UJ R-L ThRft ` COMMENTS: Y ( N NA Chimney/'B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish I Grade Complete 6'in 10'or Equivalent Interior 1 Exterior Guardrails 42 in. Platform/Decks Interior!Exterior Banisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.-38 in.I Step Risers T"i Treads 11" /` Vestibules For Exit doors>3000 sq.ft. ✓f All Doors 36 in.w1Lever Handles I Panic Hardware,if required J Exits At Grade Or Platform 36(w)x 44"(t)/Canopy or Equiv. ,:(/ Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight!Other Floors Okay Relief Valve,Heat Trap I Water Temp.110 Moses Maximum Boiler 1 Furnace Enclosure 1 hr.or Fire Extinguishing System _ Fresh Air Suer for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers / . Gas Furnace Shut Off Within 30 R or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/ doors t '.ttk-- V\Q > 10%> 1000 sod ft. `--- `Nk'etvfMkFtk. . \V %Hour Corridor Doors&Closers Firewafs/Fire Separation,2 Hour,3 Hour Complete!Fire �- �� Dampers/Fire Doors Ceiling Fire Stopping,3,000 sq.ft.Wood Frame i''-C E-p Attic Access 30"x 20"x 30`(h),Crawl Space Access 18'x 24' -1.,G1 IQt Q C.. Smoke Vents Or Fan, if required Elevator Operation and Slgnage/Shaft Sealed ��i '' �� Handicapped Bathroom Grab Bars/Sinks I Toilets v' Handicapped Bath/Parking Lot SIgnage // a-->- if? 'R Public Toilet Room Handicapped Accessible ssible 1�b Handicapped Service Counters,34 in., Checkout 36" ‘ W� 4\4--j=-C- A.\5L Handicapped Ramp!Handrails Continuous/12 In. Beyond[Both sides] Active L nincfSystem and Sjgnage Assembly Space Final Electrical I Flex Gas Piping Bonded 1._ } © v� ) ic: V Site Plan/Variance required -Cir \,,> i�i7._,_ AN-1 Final Survey, New Structure/Flood Plain certificationzff reg. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Drivewaj►4' , , / Water Fountain or Cooler - A� CA Building Access An Sides t�i 20'I Driveable Surface 20'wide ,:.� ' v \ S7r. Okay To issue Temp.or Permanent CiO 0 Okay To Issue C/C L:\Building&Codes Forms\Buildding&CodesUnspection FormssCommerciai Final inspection Reportdoc Revised January 7,2008 • COY .q` • DalSTATE CIF NEW YORK DEPARTMENT OF HEALTH Glens Falls District Office 77 Mohican Street Glens Falls,New York 12801 (518)793-3893 Fax(518)793-0427 Richard F. Daines, M.D. James W.Clyne,Jr. Commissioner Executive Deputy Commissioner December 2, 2010 Mr. Niral Patel Jagdamba, Inc. 17 Old Gick Rd. Saratoga Springs,NY 12866 Re: Golden Corral-Queensbury Facility Code: 56-BE92(Proposed) Queensbury(T),Warren County Dear Operator, This office is in receipt of an Application for a Permit to Operate(DOH-3915),a Notice of Intent to Construct,Enlarge or Convert a Facility(DOH-154),unstamped Architectural Plans, and numerous ancillary documents,received November 18, 2010,for the proposed construction of a Food Service Establishment,Golden Corral,to be located at 75 Quaker Rd,Queensbury(T). In reviewing the documents submitted,this office finds the submission to be in substantial compliance with the New York State Sanitary Code (NYSSC),pending the satisfactory completion of a pre-operational inspection by a representative of this office,and with the following conditions: • • Unless otherwise determined by local authority, your maximum seating capacity is 385 seats. • A review of your proposed finish schedule reveals the installation of new grouted tile in the food service areas. Not detailed in the finish schedule,this office requires that the grout be impregnated(sealed)with epoxy, silicone or polyurethane to ensure a non-absorbent surface. • The proposed Cleveland SteamChef 6 convection steamer,equipment unit#20, is detailed on your equipment schedule to be installed with a 3/4" water line to the unit. Your equipment schedule also indicates a 1 1/2"drain line from the unit. The drain line must be an indirect connection. • A review of your kitchen elevation detail reveals that some of the cooking equipment is to be mounted on wheels or castors,and some is to be installed in 6"legs. You are reminded that if you install large cooking equipment on legs,rather than wheels or castors,you must provide adequate space to facilitate proper cleaning(a 6-inch gap around fixed large equipment). This office strongly recommends all large equipment be installed on wheels or castors. • You indicate you intend to prepare several menu items at least 12 hours in advance. As a reminder, you must prepare all potentially hazardous foods in such a manner so as to limit the amount of time the foods are at room temperature. This office strongly suggests preparing foods using pre-chilled components, and once prepared,rapidly chill any foods not to be immediately placed out for service(comment only). • You indicate that you intend to create an ill food handler policy or a method of dealing with infected cuts on the hands or arms of food handlers. Please be aware that these protocols and procedures, along with satisfactory hand washing, constitute the most significant barriers to the potential spread of illness at a food service establishment. As such,you must have an established policy, and must enforce that policy,for the exclusion of ill food handlers which includes P:\Facility Folders\Golden Corral-Queensbury\Application Review-Approval.doc screening,exclusion from food handling based on illness or symptoms,and reporting all allegations of patron illness (that which may be food borne)to this office with 24 hours. It is strongly recommended that your protocol require the exclusion of ill food workers exhibiting gastrointestinal illness for at least 48 hours after the cessation of illness symptoms (comment only). • You indicate that the indoor garbage containers do not have lids. Please be aware that section 14- 1.150(b) of the NYSSC requires all indoor garbage containers be closed when not in use,or when full. You must also provide one covered receptacle in the woman's restroom. • Basic CPR equipment must be maintained at the facility. A brochure detailing your requirements has been included for your review. • You must obtain a Certificate of Occupancy from the appropriate authority. Please contact that office for further information and ensure that once approved,a copy of the Certificate of Occupancy is forwarded to this office for filing. This office will not issue any Permit to Operate without proof of a current,valid Certificate of Occupancy. New York State Sanitary Code,Subpart 14-1 requires a valid permit to be issued by the permit- issuing authority prior to operation of the facility. Please contact Richard Hess of this office to schedule a pre-operational inspection. Sincerely, fif /1/1) ,„ Gr F. Reyrl ds P 'n pal Sanitarian encl. cc: Ms. Anita Gabalski,District Director Queensbury(T)Building and Code Enforcement File P:\Facility Folders\Golden Corral-Queensbury\Application Review-Approval.doc j/ t•1teteRou h Plumbing I Insulation lns c i on Report Office No. (518) 761-8256 Date Inspection j `, ,- : • Queensbury Building &Code Enforcement Arrive: Vtm. �: • -it: i► �n '• 742 Bay Road, Queensbury, NY 12804 inspector's In", NAME: 61e/e-i-.., % PER #: Of-6 Y 1 LOCATION: c C �Gr �-i~ J INSPECT ON: r ` -e> � 1�- r TYPE OF STRUCTURE: Y N N/A Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain/Vent Air/Head ` 5 P.S.I. or 10 ft. above highest connection for 15 minutes 4 Pressure Test ®� Water Supply Piping `C7 Air/Head 50 P.S.1 for 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper `ant Door Window Sealed (No Insulation) Duct/ iping insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing insulation Reportrevised Nov 17 2003,revised February 15,2005, revised January 7,2008 pRou h PlumbingI Insulation Inspection Report Office No. (518) 761-8256 Date Inspection ceived: Queensbury Building &Code Enforcement Arrive: • = — a m 1OepaAt: 742 Bay Road, Queensbury, NY 12804 Inspector's In . NAME: )C fc t, C'11- PEI#M1T#: LOCATION: 7 C 6L(.c r r- [) INSPECT ON: TYPE OF STRUCTURE: Y -N N/A IY.>•Y�.YY r YI�YI.�Y�YIi�� 1 .YYI�.IYYrYYYI Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum • Cleanout every 100 feet/change 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 Ai acid 0 P. . r 15 minutes Insulation Residential Check/Commercial CheckcZ\C -‘0t1 �l�� imilar Exterior Sealant Proper Vent,Attic Vent '�� Door/Window Sealed (No Insulation) (z)k Duct/Hot Water Piping Insulation t� If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: ‘6) /t/y.,,, Rough Plumbing Insulation Report.revised Nov 17 2003,revised February 15,2005, revised January 7,2008 Rough PlumbingI Insulationóiiujpection Re ort 9p Office No. (518)761-8256 Date Inspection requ " ed: Queensbury Building &Code Enforcement Arrive: E a • z U-�amd 742 Bay Road, Queensbury, NY 12804 Inspector's Initials �-- 1 NAME: tC : PE #: LOCATION: INS CT ON: TYPE OF STRUCTURE: Y N N/A Rough Plumbing I Nail Plates Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet I change 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! c S.i fo 15 minutes Insulation/ - =idential Check I Commercial Check V v a (F-� ?Pa_ T k or Similar Exterior Sealant V-t �, Proper Vent, Attic Vent NA Door/Window Sealed (No Insulation) Duct I Hot Water Piping Insulation If required unheated spaces Z 1 ' Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing insulation Repoitrevised Nov 17 2003,revised February 15,2005, revised January 7,2008 Rough Plumbing I Insulation Inspectio Report Office No. (518)761-8256 Date Inspection .= • :..- : :: AIP Queensbury Building &Code Enforcement Arrive: I . s:j,d• iI : •art: Iii , = r 742 Road Queensbu NY 12804 lns ecto sin Bay rY, P NAME: Go LSE., C,-cb R c PE' IT#: )--0 LOCATION: 75- `3 i �R INS'i ECT ON: 1 t -9 —tth TYPE OF STRUCTURE: Y N NIA Rough Plumbing I Nail Plates Plumbing Vent/Vents in Place 1 34 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes P ure Test Water Supply Piping Air/Head 50 P.S.1 for 15 minutes _ r Insulation/Residential Checl ommercial Check4 / \4V- flLL V‘$ Tyvek or Similar Exterior Sealant �>� 1t�4D�1 Proper Vent,Attic Vent Door/Window Sealed (No Insulation) Ebbw t 0 Duct I Hot Water Piping Insulation .E t U 06 If required unheated spaces P E_ e.-\ Combustion Air Supply for Furnace Duct work sealed properly I No duct tape Mti b COM NTS: P tR ' b *EPc c)\ PCAA Q. PIVO _. &; . Rough Plumbing Insulation Reportrevised Nov 17 2003,revised February 15,2005, revised January 7,2008 Rough Plumbing I Insulation Inspection Report Office No. (518) 761-8256 Date Ins ection requ= ' ( i t Queensbury Building &Code Enforcement Arrive: L'•�I' 5 a �r •art: a p 742 Bay Road, Queensbury, NY 12804 Inspector's Initials 0%_ p. IT#: 4=c� �i ` NAME: -��.--�� - - LOCATION: 1 5 ,dita -- IN PECT ON: b TYPE OF STRUCTURE: Y N N/A Rough Plumbing / Nail Plates Plumbing Vent/Vents in Place 1 % inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change 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 to NU- 17 Air/Head im or 15 minutes Insulat w Residential Check/Commercial Check e or Similar Exterior Sealant Proper Vent, Attic Vent / Door/Window Sealed (No Insulation) Fod Duct I Hot Water Piping Insulation a- If required unheated spaces 'Poky Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 15,2005, revised January 7,2008 -/2r/ 4 . Foundation Inspection Rep Office No.(518)761-8256 Date Inspection req v-4: . .---� Queensbury Building&Code Enforcement Arrive: = • .+pmj s part � �'"'�� 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi NAME: (Dopet ,„ ir r4 , RNIIT#: �U?:;(9 LOCATION: �1 tit SPECT ON: // TYPE OF STRUCTURE: Co 11 I Y N N/A Footings Piers tv� C> \ti S �� silt in Place �''`�'�+' ,ntractor is responsible for viding protection from freezing for 48 hours following the placement \\i , / 7 , .y ---�`— of the concrete. � �' .• � \�:=� ��l Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg N Foundation Waterproofing �, Footing Drain Daylight or Sump Footing Drain Stone: —` soak 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:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Inspection req = • •_ •:' •: Queensbury Building&Code Enforcement Arrive: • f • - :. ; 742 Bay Road, Queensbury, NY 12804 Inspector's Initia • NAME: C- cu)(L �' �' 1 PERMIT#: LOCATION: k l INSPECT ON: TYPE OF STRUCTURE: fro' ;. Y A WA COMMENTS: Inn** R -rc\c 1 Attic Access 22" x 30"minimum t90 Jack Studs/Headers Bracing/Bridging 'Ft) - Joist hangers Jack Posts/Main Beams tD Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing �E -) tJ t Head oom 6 ft. 8 in. F t Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 'h(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 ire separation 1, 2, 3 hour • wall 2, 3, 4 hour 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 Ceilinglwall Windows Habitable Space I Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\Buildk g&Codes Forms-OLD1Building&Codeslinspection Formscreming Firestopping Inspection Repwtdoc Revised Janwry 7,2008 / Framing / Firestopping Inspection Re• •rt . • Office No. (518)761-8256 Date I41, = _. ,Air.4 � Queensbury Building&Code Enforcement Arrive: � '; �'�, AOP ■ a • 742 Bay Road, Queensbury, NY 12804 Inspector's n' ti NAME: ", C_ fY PERMIT#: c LOCATION: 7 04.1/2 rr'" INSPECT ON: - i TYPE OF STRUCTURE: f ' Y Framing COMMENTS: Attic icess 22"x 30"minimum Jack Studs/Headers .-� - �.. � ® �`� Bracing/Bridging Joist hangers �.; Jack Posts/Main Beams - —� Exterior sheeting nailed properly • Headroom 6 ft. 8 in. i�-- Stairwegs 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches iHoles-/Bearing Walls- Metal Strapping for Notches Top Plate 1 Va(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%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:1Buitding&codes Forrns-0LD18uidng&codesWrspection FormstFnrning Firestopping inspection Report.doc Revised January 7,2000 1 s be-Or-M -6/ /e/e ", - Framing / Firfttopping Inspection#port Office No. (518)761-8256 Date Inspection • . Queensbury Building&Code Enforcement Arrive: • ik Ca. • 117:7 ‘-t) am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initia . NAME: e50/4_, rt;rrea PERMIT#: LOCATION: • 4 in-kers Rdl INSPECT OR TYPE OF STRUCTURE: N /WA COMMENTS: Framing T•'*' s 22"x 30*minimum Jack Studs/Headers Q Bracing/Bridging Joist hangers t Jack Posts/Main Beams Exterior sheeting nailed properly WT-V-114 "E. 1?-- k:Ari C$ Vt f\VD 1-W44 Headroom 6 ft. 8 in. Stairwells 36 in. or more k Exterior Deck Bracing ‘9- Headroom e ft. 8 in. • Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate RwC-AA 1 %(w) 16 gauge (8) 16D nails each We r? - Draft stopping 1,000 sq.ft. floor trusses c) co,/Th Anchor Bolts 6 ft. or less on center Ly/ vi/ 41/4 Ice and water shield 24 inches from wall % Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour t, 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 LABuilding&Codes Forms-OLD1Building&Codes\inspection Forms1Framing Firestopping Inspection Reportdoc Revised January 7,2008 } 4 01111K FIRE MARSHAL'S OFFICE Town of ueensburi 1 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " MEMO 11/3/2010 To: Craig Brown, Bruce Frank, Dave Hatin, John O'Brien, File From: MJ Palmer Re: Golden Corral The Fire Marshal's office recently conducted a site visit at the above location. It was noted, that the pork chop type device, installed for traffic control onto Quaker Road, was in place. It appears to be compliant with site plans approved in August 2006. We did take note that the tail of this divider extended quite a distance into the parking area, and it reduced the aisle width to approximately 12' 6", from approximately 17'. This was discussed with Mike Russo of Bette Cringe, and it turns out that the owners also questioned the ability of delivery trucks to make the clearance without damaging the curbing. On 11/3/2010, a meeting was held at the site. It was proposed that the tail section of the divider, would be shortened by approximately 8', and the rear curb re- installed. This provides a clear driving aisle of approx. 16'. The modification will not have any bearing on the intended use of this divider for traffic control. Mike (attachment map) Fire Marshal 's Office • Phone: 518-761-8206 • Fax: 518-745-4137 firemarshal@queensbury.net • www.queensbury.net ...., :t ,. . 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RUCK, - •• - (RUCK PHYSICAL-STATISTICS: • ...._. —0 ZG A\ �pVERAI;I.•I,ENGTH::�45' - ,...- . , 1-r Jet ) . .•VEHICLE•�WIf7TH: 9'—O" Q t,j _ R • . . •CO /�� •• •'�_s.: ��—` ••TURNING RADIUS: 45•-2" .'.`. WHEEL BASE: 235". • • 'E .... .... .. • CER . 1. I ., COMMOERCIAL / icl DRIVEWAY - • • `'' .. IC416.4rett4.4. Ps ilk& Rough Plumbing I Insulation Inspection Report Office No. (518) 761-8256 Date Inspection requ - F ' ,: Queensbury Building &Code Enforcement Arrive:3�c a Al "'' rt. 3 a prr f 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: 6o ids/ -- (26rr�C ' 'NIT#: LOCATION: `�' .7 Ct , e yam- f , INSPECT ON: TYPE OF STRUCTURE: Y N/A "440111101. • ent/Vents in Place 1 %inch minimum Drain Size © t" .1 Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain I Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes �,, Pressure Test - ,- Supply Piping ✓� 0 P.S.I I minutes ✓ i on/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door I Window Sealed (No Insulation Duct I Hot Water Piping Insulation required unheated spaces A. ombustion Air Supply for Furnace worksealed ifiktcWst- - cju OC_ COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003,revised February 15,2005, revised January 7,2008 Framing I Firestopping Inspection Re Office No. (518)761-8256 Date Inspection - _._ _ •: Queensbury Building &Code Enforcement Arrive: \7.•by - ttif ► . = • -rt: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's InitiaIron: NAME: c7oLD E R iT0 RMIT#: `C .6A-CFE LOCATION: '-7 N: Nfl TYPE OF STRUCTURE: Y N 1 A COMMENTS: �, Framing \a -L-‘-11 Attic Access 221 x 301 minimum 6 e ts 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 Exterior Deck Bracing Headroom 6 ft. 8 in. • Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/:(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 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:\Building&Codes Forms-OLD1Building&Codes1inspedlon FonnsTraming Fig Inspection Rsportdoc Revised January 7,2008 Framing / Firestopping Inspection Report , �6, 4 c 4 Office No. (518)761-8256 Date 1-iDettn Q�ry Building&Code Enforcement Arrive: %',-!:, • • 1 • Bay Road, Queensbury, NY 12804 Inspector's n'{:- 3; !�� NAME: (L(-;:j“ et-, %ERMlT#: ()C) 0 C' LOCATION: r- INSPECT ON: '6 rs TYPE OF STRUCTURE: Olto to%/ o Y - N MA 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 Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %(w) 16 gauge(8) 16D nails each side �J Draft stopping 1,000 sq.ft. floor trusses Anchor Bolts 6 ft. or less on center / ce and water st24 inches from wall t ire separation, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 6 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space I Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:1Building&Codes Farms-OLI)Ituilding&Code&lnspection FonnsiFrmrning Fireetopping Inspection Report.doc Revised January 7,2008 j/: C(,' - -. .`Framing I Firestc(PPin nsi onRePrt i---- Office No. (518)761-8258 Date I request received: Queensbury Building&Code Enforcement Arrnre: r/J am/. ► * : am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: 4 NAME: (---:r%'/1 C>f- ..__, PERMIT#: t `-6 7 LOCATION: (;. r-... � _ INSPECT ON: ,',,_ E ) TYPE OF STRUCTURE: I 4 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 Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %(w) 16 gauge(8) 1613 nails each side Draft stopping 1,000 sq.ft.floor trusses h&Bolts . or less on center / . Ice and water 24 inches from wall . , ,, � a Gnome- /Yiw . 'on 1, 2, 3 hoursist 4 f &`/1�p� u Clt - S t Z c 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 _ L:\BuUd ng&Codes Forms-OLD1Buuding&Code&Jnspe&tion FormolFroming Firostopping Inept Roportdoc Revised January 7,2008 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building &Code Enforcement Arrive: am/pm Depart. re_am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: gtit NAME: C.301A PERMIT #: 020 LOCATION: INSPECT ON: tjI t TYPE OF STRUCTURE: Y N N/A Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 % inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Po= =ure Drai /O r/Hea. 5 P.S.I. or 10 ft, above,highest connectionor 15 min 50P..•r15minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed (No Insulation) Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insulation Report,revised Nov 17 2003, revised February 15,2005, revised January 7,2008 l Foundation Inspection Weport Office No.(518)761-8256 Date InspRctistn request received: Queensbury Building&Code Enforcement Arrive: ris am/pm Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: rip- NAME: , � C1C' C r J. PERMIT#: Q S O,k LOCATION: ' t� p:r' INSPECT ON: 1�• /Q 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 I Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspectlon Forms\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection r q : ved: ___„____. Queensbury Building&Code Enforcement Arrive:7W Depart: -jcam/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: ,i NAME: . 6�� P I T#: O -- C)g LOCATION: 1v,gg i PECT ON: 7 —3b TYPE OF STRUCTURE: -.2_ k li:,,t L.„‘I'Ve,,,„„_,,,.. Comments c---- 1 T .F -:"") t"-i %%Z? Y N , NSA_ Footings Piers Monolithic Slab i .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 Footing Dowels or Keyway in place Foundation Dampproofng Foundation Waterproofing Footing Drain Daylight or Sump 4 Footing Drain Stone: 12 inch width 6 inches above footing et areas under slab Bukfill / Plumbing Under Slab' Of . . Or.' / Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspedion Fors\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report r • Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am! Depart: / am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: L lap NAME: (oriJ PERMIT#: �� LOCATION: INSPECT ON: �� -/() TYPE OF STRUCTURE: Comments Y N N/A Footings , Piers11 ; 1 - Monolithic Slab ' ( /-5 Reinforcement in Place t-�� The contractor is responsible for providing protection from freezing for 48 hours following the placement of the cone . Material this urpo on site. _ Foundation Wallpour Reinforcement Aso- k), Footing Dowels or Keyway in place Foundation Dampproofing { A‘ , Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundattlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date hon 4-11.Queensbury Building&Code Enforcement Arrive: `� ) : Depart: k Q am4,Q742 Bayeensb NY 12804 Inspector's Initi: 4,41 Rd.,� mY� NAME: C�n t C (2 t p; . l T#: bcc6 - O9 LOCATION: K .ECT ON: - 11 TYPE OF STRUCTURE: Comments Y N /N—LA 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 I Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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 I Cast I Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspectlon Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 7-oo Ve4e-Sc2/0-7 Foundation Inspection Report Office No.(518)761-8256 Date 1 Z` o 'iv Queensbury Building&Code Enforcement Arrive: VA► Depart: am/pm r� 742 Bay Rd.,Queensbury,NY 12804 Inspector's' l itials: `✓ / NAME: k)4(6----c. riOi_ j P• JOYT#: � r' LOCATION: 7 5` 4 b i fr'ECT ON: 7- / —`/9 , TYPE OF STRUCTURE: Comments V __LI , ria .Footings Piers Monolithic Slab• Reinforcement in Place ' 1 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 ` ,fib � � =,•` �y0� :721[1 Reinforcement in Place ' %' Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump 1 \ `FI C FC_ Footing Drain Stone: n 12 inch width " �6.. 'VAN 0 6 -t� 6 inches above footing 6 mil poly for wet areas under slab 2 Cli ,3 Q i b ? ?— Backfill Approval Plumbing Under Slab ' i\•' \\ PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspectlon Forms\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM OY-Dig ,tea 51 �2r�oi ,, 'T—mod DEPARTMENT OF THE ARMY 4 �� US Army Engineer District-New York,CENAN-OP-R {W , a Upstate Regulatory Field Office �DG `A i ,'" 1 Buffington Street,Building 10,3rd Floor Watervliet, New York 12189-4000 ( i' -P S�A7L5 REPLY TO e OCT 20 2009 ATTENTION OF Upstate New York Section SUBJECT: Permit Application Number NAN-2009-00836 ' by Jagdamba III, Inc. OCT Niral Patel Jagdamba III, Inc. T 17 Old Gick Road Saratoga Springs, New York 12866 Dear Mr. Patel: On August 11, 2009, the New York District of the U.S. Army . Corps of Engineers received your request for Department of the Army authorization for the discharge of fill material into waters of the United States, including wetlands to facilitate the construction of a restaurant facility known as "Golden Corral". The request was submitted by Bagdon Environmental, representing the applicant. The project site is located at 75 Quaker Road, in the Town of Queensbury, Warren County, New York. Your submittal received on August 11, 2009, including the drawing entitled "Golden Corral, Erosion and Sedimentation Control Plan", prepared by Chazen Engineering and Land Surveying Company, P.C. , dated September 22, 2005, and last revised March 6, 2006, constitutes a complete pre-construction notification for Nationwide Permit No. 39 as prescribed in an Issuance of Nationwide Permits in the Federal Register dated March 12, 2007 (72 FR 1109.2) . Since more than 45 days have passed since our receipt of the Nationwide Permit verification request without a response from this office, we are closing our file on this application (See 33 CFR, Part 325.2 (a) and 330. 1 (e) ) . Please be advised that you are responsible for constructing the project as proposed and complying with all the terms and conditions of the Nationwide Permit Program, as well as any applicable New York District regional conditions, and any applicable regional conditions added by the State of New York (copies enclosed) . You are also reminded that a Department of the Army permit may be required for any additional work on this site. If you decide to implement any other projects on this site in the future, please submit a timely and completed application for our review. Impacts to waters of the United States for this project may be reviewed cumulatively with any future requests or any other applications you may submit for work in waters of the United States on this site. Please note that this determination does not eliminate the need to obtain any other Federal, State or local authorization required by law for the proposed work, including any required permit or Water Quality Certification from the New York State Department of Environmental Conservation (NYSDEC) . If any questions should arise concerning this matter, please contact John R. Connell of my staff at (518) 266-6357 . Sincerely, /117/ Amy L. Gitchell Chief, Upstate New York Section Enclosures cc: M. Migliore - NYSDEC, Region 5 (Warrensburg) uenzer - Bagdon Environmental 2 COMMUNITY DEVELOPMENT 55 Town of Queensbury 2 742 Bay Road, Queensbury, NY. 12804-5902 To: File Golden Corral From: MJ Palmer Date: September 10, 2010 -Re: Phone contact w/ Mike Russo Spoke with Mike regarding Sprinkler and FA plans for this project. Sprinkler plans acceptable, however FDC to be 5" Storz w/30 degree elbow. Fire alarm plans located on drawing E2. My review indicates drawing is not complete, many areas of the building lacking coverage. Drawing E3, note 1 indicates fire alarm plan will be submitted by contractor. Fire alarm riser plan does not indicate a dialer for monitoring or central station Copy of NYS installer license will be required. COMMUNITY DEVELOPMENT OFFICE •Animal Control 518.761.8202 •Building& Codes 518.761.8256 •Executive Director 518.761.8221 •Fire Marshal 518.761.8206 •Planning 518.761.8220 •Zoning 518.761.8238 011.11k FIRE MARSHAL'S OFFICE Town of J Queensburi 742 Bail Road, Queensbury, NY 12804 " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Golden Corral 2008-098 3/25/2008 The following items are noted as needing attention : 1) Need complete fire alarm plan including alarm sequencing schedule. (Note on dwg. E3) 2) Provide site drawings showing location of fire hydrant, based on 8/21/06 correspondence with Chazen. 3) Need complete sprinkler plans and hydraulic calculations 4) Provide site drawings detailing configuration of entrance, based on 8/21/06 correspondence with Chazen. 5) Provide complete details for all kitchen suppression systems 6) Location of truss ID signage is the responsibility of the contractor(not all locations shown on dwgs.) 7) Fire extinguisher locations to be discussed. "K"type extinguishers will be required in kitchens 8) FM office shall have witness inspections of fire alarm, sprinkler and hood suppression certification testing, as well as oversight of range hood installations. 9) Provide details and location of Knox Box for after hours emergency services use. Fire Marshal 's Office • Phone: 518-761-8206 • Fax: 518-745-4437 firemarslial@queensbury.net • zuzvw.queensbury.net w - r Fire Marshal Michael J Palmer 742 Bay Road Queensbury NY 12804 518 761 8205 firetnarshal@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 • Fax: 518-745-4437 firemarshal@queensbuniilet • www.queensbury.net FIRE MARSHAL'S OFFICE Town of Queensbury f F0742 Bay Road, Queensbury, NY 12804 r " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW MEETING Golden Coral Quaker Road 2/07/2008 1. Provide Fire Alarm System plans for review prior to installation 2. Add fire hydrant to site drawings as shown on 8/21/06 drawings previously approved by the Planning Board 3. Provide Sprinkler System plans for review prior in installation 4. Exit& Emergency lights appear adequate, although Fire Marshals office may request additional fixtures be added 5. Center island divider with mountable curbing as shown in 8/21/06 drawings from the Chazen Companies (attached) 6. Provide plans for all Type 1 hoods and hood suppression systems prior to installation Deputy Fire Marshal Gary K Stillman 742 Bay Road Queensbury NY 12804 518 761 8205 firemarshal@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 • Fax: 518-745-4437 firemarshal@queensbury.net • www.queensbury.net 4 COMMUNITY DEVELOPMENT Ors Town of Queensbury 742 Bay Road, Queensbury, NY. 12804-5902 To: File Golden Corral Cc: From: MJ Palmer -Date: August 21, 2006 Re: Traffic divider The Fire Marshals office supplied The Chazen Companies,with the footprint for Queensbury Central Tower 1,which would pose the worst case scenario for property access.It was also stated that the apparatus approach from the west would be the most difficult. The Chazen Companies has provided a truck template using the vehicle information provided,and it shows that the fire apparatus can make the entrance to the Golden Corral, with the divider in place.This assumes that all other factors are constant,i.e.curb cuts. Additionally, the engineers are going to provide a mountable curb,to help alleviate concerns. The proposal was reviewed by the Fire Marshals office and by Chief DuPrey of the Queensbury Central Fire Company and this is an acceptable alternative to the original proposal Respectfully, Michael J Palmer Fire Marshal Town of Queensbury COMMUNITY DEVELOPMENT OFFICE •Animal Control 518.761.8202 •Building&Codes 518.761.8256 •Executive Director 518.761.8221 •Fire Marshal 518.761.8206 •Planning 518.761.8220 •Zoning 518.761.8238 THE Chazen COMPANIES Facsimile Transmission tlr' To: Fire Marshal Michael Palmer Li c."►'L;? Company: T/O Queensbury ?y 13069 cc: Jon Lapper/Niral Patel/Craig Brown Date: August 21, 2006 ��`� • �3Z Fax No: Regarding: Golden Corral SP 57-2005 Comments: Mike: In response to your August 11, 2006 memo regarding Golden Corral: 1. We ran a truck template (attached) on the entrance demonstrating the Qby. Central Tower truck can make the turn. Regardless we propose a mountable curb (typical attached)to alleviate concerns. 2. A hydrant is now shown on the plans at the requested location. 3. We discussed (8/18) that the currently malfunctioning pre-emptive signal control for the Lafayette signal should be addressed by the Town (signal owner) or the County. The County is currently planning signaVintersection improvements on Rte 254 and we will notify them of this condition. 4. We will provide building permit plans at the time we apply for a building permit. We will forward floor plans on Tuesday (8/22) for your review. We note that a similar restaurant was permitted in Wilton. 5. The applicant will work with you during the building permit process to site the fire service features at the most effective locations. Can you respond in writing to confirm we have addressed your concerns? Thank you. From: Chris Round Company: The Chazen Companies— North Country Office Phone No: (518) 812-0513 Fax No: (518) 812-2205 Number of Pages (Including this page): 3 Approximate Time of Transmission: 9:30 AM This transmission is intended only for the use of the individual or entity to which it is addressed and nxty contain information that ix privileged,confidential, and exempt Gyms diseki are under upplieable law. If the reader of this message is not the intended recipient,you are hereby notified that any dissemination, dtgtrbunon,or copying of this communication is strictly prohibited. If you have received this communication in error,please return the original to the sender. North Country rake: Capital District Office: Phone: (518)273.0055 Fax: (518)273-8391 100 Glen Street,Suite 3C (liens Falls,NY 12801 Du/chow Couto Office. Phone;(518)812-0513 Phone: (845)454-3980 Fax: (845)454-402d Fax:(518)812-2205 Web: www_nhazenenmpaniee.corn Orunxc'county Office. Phone: (Ai 5)5(37-1133 Fax: (845)567•14)25 £rti 'd L21717S17L8TS:O1 S@222T88ZS A, LNnoo H.LeION N3ZIzlH0:WO-JJ 12:60 9002-f2-911 Sc.., .. 9/ 1 /04, • , it ALE. t 3o• 'REST, At ,„•.-;.?.1 •f i ..:,wills:; h' 31• 20• 5 — _ rl r 1I�IIa�IEIIIli ldr#Irt1'�I 11�4 r•' — ► — ' s I - CBjj2 ;iieai;I:Gi i',�;.9•!i!I i f:i',r:Liii .t...' —`— I. 'It I`t�.'t ��,t# rc�d I'LIh �J 3e: jl { '''c ti•IRail �L SI� I18: ILdI�V.G° :ja.3': :.�� hlli.rll �,,, J III I ,•,:. jhri.�Iinii �lll it 1.I I 13 a I401'rD i Ifi �kii.i',iflife:il::,:_ 1 . 8 17, s All, b 24' 1 pp``,,#. n�� .,f::>_F IN c w:�Ir it . 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RUCK: . ... - -• ' •- TRUCK PHYSICAL.STATISTICS: �C A\ OVERALL• LENGTH:; 45'—O ' Jet J .'VEHICLE-WIDTH: 9'-0" ., ROU�� ••...:.:.. s•: ° . •TURNING RADIUS: 45'-2- / WHEEL BASE: 235'. • t. .• CO • - EXISTING • ....... . . •• COMMERCIAL DRIVEWAY - ' - • • • • ii 2/2'd L2H7S172..8TS:01 S0222188TS ANLNflOO HIZION N3ZIzHO:W0JJ T2:60 9002-T2-Sn r JOINTS SI IAI I 13F _ IN ACCORDANCE WITH _ NYSDOT STANDARD 'ravC/ �-. SPEC SEC IION 609-3.0� / C.QNc .fir CURB / ,," _ _ - I/'I"R (TYR) t'AVtMtNI _ .f�1 1/2"R I I 1XPANSION JUINT MATERIAL PL_AN 6,. I -.--7/ / CONCRETE OK PAVEMENT 1"R • J' I I!, FACE OF CURB -Witl �' / x x 'x x— SET VERTICAL i IX . �:',�... SUBBASE Li. . . ..::'. . •r W i + t i Q rse ( W ) LcJ V to • V) • • �.I' I .:\ in • .;UHliASE COURSE MATERIAL o" 6" 6" it CONFORMING TO NYSDOI SUBBASE COURSE TYPE 2 PROOF ROLLED SUBGRADE, OR SELECT GRANULAR FILL NOTES: 1. CONCRETE CURB SHALL BE IN ACCORDANCE WITH NYSDOT STANDARD SPECIFICATION SECTION 609, 2. PRECAST CONCRETE CURB MAY BE SUBSTITUTED WI ICN ALIERNA fE CONSTRUCTION 1)FTAII S ARE SUBMITTED RY THE CONTRACTOR AND APPROVED BY THE ENGINEER. 0 CAST IN PLACE x MOUNTABLE CONCRETE CURB SDX SCALE: NOT TO SCALE LAST REVISED: 09/26/05 €/2'd 2.ib17St7L8TS:01 SO222188TS A211Nft0 NINON N3ZlHD:w04d ZE:60 9002-T2-Or Page 1 01 L Russo, Mike From: derek gribulis[gribulisd e@cotlerarchitecture.com] Sent: Fri 3/28/2008 5:22 PM To: Russo, Mike Cc: Steve Cotler Subject: Fw:Golden Coral Attachments: Mike, See below for Queensbury B.D. questions and answers(red). Derek Gribulis Cotler Architecture 950 Loudon Road Latham, NY 12110 T:518-783-1663 F:518-786-8294 www.cotlerarchitecture.corn -----Original Message— From: Steve at CA To: Derek Gribulis Sent: Friday, March 28, 2008 5:02 PM Subject: Fw: Golden Coral -----Original Message From: Dave Hatin To: cotlers@cotlerarchitecture.com Sent: Tuesday, March 25, 2008 9:39 AM Subject: Golden Coral Steve, We have reviewed the revised plans and still need the following information: 1. Contracts for special inspections including soil testing, concrete inspection, steel and structural inspections. BY OWNER 2. Interior Finish Rating for all interior spaces to meet required flame spread ratings. NY BUILDING CODE REQUIRES MIN. TYPE C FLAME SPREAD RATING FOR ALL INTERIOR SPACES VINYL WALL COVERINGS: SEABROOK CONCORD II QS-1801GC = TYPE A FLAME SPREAD RATING SEABROOK WYNDYKE II 2LS-2047GC= TYPE A FLAME SPREAD RATING SEABROOK SK 20701 = TYPE A FLAME SPREAD RATING SEABROOK AM 83801= TYPE A FLAME SPREAD RATING FIBERGLASS REINFORCED PANEL=TYPE C FLAME SPREAD RATING SUSPENDED ACOUSTICAL TILE CEILING = TYPE A FLAME SPREAD RATING TECTUM ROOF DECK= TYPE A FLAME SPREAD RATING CARPET= TYPE A FLAME SPREAD RATING SHERWIN WILLIAMS PAINTS =TYPE A FLAME SPREAD RATING VINYL COMPOSITION TILE= TYPE A FLAME SPREAD RATING The Fire Marshal is still requesting the following: 1. A complete Fire Alarm Plan including alarm sequencing. hops://mail.bettecring.com/exchange/MRusso/Inbox/Fw:%20Golden%20Cora1.EML?Cmd... 3/30/2008 A NOTE WILL BE PLACED ON THE FIRE ALARM(E2 & E3) DRAWINGS STATING THAT THE FIRE ALARM COMPANY SHOP DRAWINGS WILL INDICATE FIRE ALARM SEQUENCING AND WILL BE REQUIRED TO BE SUBMITTED TO THE QUEENSBURY B.D. FOR REVIEW PRIOR TO THE INSTALLATION OF THE SYSTEM. 2. Site drawings showing the new Hydrant location and entrance configuration details. BY SITE ENGINEER Once we have the information above we should be ready to issue the permit. Thanks Dave Hatin No virus found in this incoming message. Checked by AVG. Version: 7.5.519/Virus Database: 269.22.0/1342-Release Date: 3/25/2008 10:26 AM No virus found in this incoming message. Checked by AVG. Version: 7.5.519/Virus Database:269.22.1/1347-Release Date:3/27/2008 7:15 PM r,++„�•Itr.i l hetterrino_com/ex hange/MRusso/Inbox/Fw:%20Golden%20Coral.EML?Cmd... 3/30/2008 c. ; `M M ) _ V AA\� \ M�M i 1 �� $ \ M M.E`ci � z7 1` \ 33 \ M x /�I' a PROPOSED GOLDEN \ - CORRAL RESTAURANT x33 \ � FFE = 336.60 \ b \ I. (REFER TO BUILDING - PLANS FOR DETAILED \ INFORMATION) ,41 %1i Er \_, END \- I 1 /336.1 \ \ 336.50 '+-, ,f. .+ 33..2 \ I �1 o 336 \\\\\\\ I \ , 335 334 , 1 �1, C o e --o o f LIh N' / I w, 1 " I a, J1 / " g" \ PROP. 8"x6"x8" 71 TEE & VALVE 0. _ 1 ��Ail i PROP. HYDRANT _ ltl — - 336.10 1 1 1Z1 _____________-/ I \ 1:=31 w/ IUI 1 <D1 _'w 1 1 'w T ( W----- 1 Q U AKER RDA 1 SCHODER RIVERS Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 ASSOCIATES Queensbury, NY 12804 Consulting Engineers, P.C. Tel. (518) 761-0417 Fax (518) 761-0513 DATE: October 21, 2010 PROJECT: Golden Corral,Queensbury NY PROJECT NO.: 06-802 WEATHER: Sunny, low 50's PRESENT ON SITE: David W. Evers-Schoder Rivers Associates Dan -Bette& Cring Leo-Rankine FIELD OBSERVATION REPORT NO. 1 ITEM OBSERVATION DATE NO. ACTION TO BE TAKEN(BOLD TYPE) COMPLETED 1. Bent dowels for frost wall slabs are not epoxy coated. Contractor to clean and paint bars in field w/epoxy repair paint. 2. Detail 3/S4-sleeve not cast into slab and HSS post not installed. Contractor to core drill slab and install HSS w/epoxy adhesive. 3. Most shear walls do not have the threaded rods installed at the hold downs. Contractor to install rods as shown on the drawings 4. None of the shear walls have anchor bolts at the required spacing shown in the shear wall schedule. Contractor to install anchor bolts w/epoxy adhesive to maintain anchor bolt spacing required. 5. Interior shear walls do not have plywood installed yet. 6. Shear wall SW#3 does not have the 2nd layer of plywood installed yet. 7. Detail 11/S4-Post bases are missing the required bolts. Contractor to install bolts. 8. Detail 1/S5 Missing A23 and A34 clips. Contractor to install Missing (4)A35F -Contractor to install Missing SP6 stud plate-Contractor to install TPA57 ea.face of wall Install short leg of plate under framing. Fill nail holes in bottom row of plate. Fil 50%of nails above top plate 9. Detail 17/S5-Diagonal braces not yet installed. Contractor to verify lag bolts have been installed per detail. 10. Detail 18/S5-Thru bolts were not used. Contractor to fasten top and bottom plate with min.(2)0 0.177"diameter PAF at 12"cc,full length of HSS. 11. Detail 3/S5-TJI blocking not installed yet. 12. Details 7, 8, 11, and 15/S5-LVL blocking not installed yet. FIELD OBSERVATION REPORT NO.1 13. Detail 14/S4-Support under rafters not installed per detail. As-built detail is acceptable under end of rafter. As-built 2x4 stud walls are acceptable if Contractor installs H2.5 clip from double top plate to each rafter(alternate sides). Contractor missing 2x4 stud wall at LVL closest to ridge and LVL right of the ridge. Install 2x4 walls in these(2)locations w/H2.5 clips. 14. Detail 8/S5-Thru bolts for collar tie have not been installed yet. 15. Detail 12/S5-TJI installed continuous instead of stopping at end of shear wall. Contractor to substitute strap shown with LPT4 flat plate from bottom of TJI to top of shear wall, 16"cc. 16. Truss web members that require lateral bracing must have the bracing terminated per the typical detail on S7. 17. Truss bottom chord bracing to be terminated per the typical detail on S7. 18. Detail 2/S5-Double studs are not installed on the end walls when the stud span is more than 13'-6". Engineer to review existing conditions before requiring any corrective work. 19. MSTA36 Strap from shear wall to LVL(see roof plan near entry) not installed yet. 20. Detail 19/S5-2x10 ledger for support of roof panel not installed and LVL hangers not fully nailed to LVL beam. Distribution: Mike Russo-Bette&Cring(e-mail) Dan-Bette&Cring (deliver) Leo-Rankine (deliver) Derek Gribulis-Cotler Associates(e-mail) David Hatin -Queensbury Building and Codes(mail) r _ Dave Hatin To: cotters©cotlerarchit Cc: Mike Palmer;Gary Stillman;John O'Brien Subject: Golden Coral plan review Steve, Below are the issues we discussed that need to be addressed in order for a Building Permit to be issued: *Change the rear exit doors to(2)36"double doors and (1)36"single door 'AII exit doors will require a canopy or heated pad equal to the door swing and width of the door Show all service counters at 34"maximum height We need a letter explaining the fresh air calculations and how occupant load fresh air is being used to make up exhaust air 5. Provide UL listing for hood penetrations at roof fines and wood framing 6.Add a note on the drawings that states"Shop drawings will be provided for review prior to installation of any part of the Fire Sprinkler System or Fire Alarm System to the Fire Marshal for review" 40, ote on drawings that s t " lights ma ed at ti spection by Fire Marshals office" ` Z__ - t*3 ET T' Ca i tvt > CPdd and install fire hydrant to current site drawings as shown o raw a ed 8/21/06 ce originally request by the Fire Marshal 'Provide all structural calculation worksheets for ground snow load,wind,and seismic loads i►`rovide letter or contracts for special inspections including soils, concrete,structural,and steel dd a note on fire stopping in combustible walls for compliance with the Building Code ,,""' CIO"rovide interior finish schedule showing all Class of finishes to meet the Building Code ' /3. Provide Comm. Check paper work for Building.Eayslope, Thanks for your assistance David Hatin Town of Queensbury Director of Buildings&Codes 761-8253 %Led,/ 4„8, 4t, 2/8/2008 CHECKLIST NYS BUILDING CODE(BC) Building: , . Ccxc NYS FIRE CODE(FC) NYS PLUMBING CODE(PC) Location: a.,4, NYS MECHANICAL CODE(MC) NYS FUEL GAS CODE(FGC) Date: g NYS ENERGY CODE(ECC) Reviewer:'3t VD, 6 S Publication Date: April 2005 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)3 6 Truss I.D. G4_ 7 No.of Sleeping Units/Level BC-202 14& No.of Units-Total 31 No.of Occupants BC-Table 1003.2.2.2 201 8 Covered Malls BC-402 33 Hi-Rise (75'Rule) BC-403 36 Atriums BC-404 37 9 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 Page 1 of 10 No. Topic Code Page Required Actual Section No. or Allowed 10 Heights&Building Areas Maximum Tabular Area BC-Table 503 72 Maximum Tabular Height BC-Table 503 72 Ql) Maximum Stories BC-Table 503 72 Mezzanines BC-505 73 11 Sprinkler System (water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 24E) Water Source Sprinkler BC-903.3.5 172 `' Water Source Site FC-508.1 31 12. Frontage&Sprinkler Credits Area Modifications(calc.) BC-506 74 Height Modifications BC-504 73 13. Height&Area Summary: Ht/Area Ht/Area Tabular Area BC-Table 503 72 Frontage Credit BC-506 74 Sprinkler Credit BC-506.3 75 Total Allowable Area / 3d Max Aggregate Area BC-503.3 73 3 (Allowable Area/Flr.x No.of Stories up to 3 maximum) 14. Fire Apparatus Road FC-503.1 29 / (150'rule)Hydrant Reg. FC 508.5 31 o 15. 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: Page 2 of 10 . No. Topic Code Page Required Actual Section _ No. or Allowed 16. Fire Rated Construction Incidental Use Areas BC-Table 302.1.1 17 Accessory Occupancy BC-302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Control Areas BC-414.2 52 Fire Walls BC-705 89 Fire Barrier BC-706 91 Shaft Enclosure BC-707 92 Fire Partition(Tenant Sep.) BC-708 95 Smoke Barriers BC-709 96 Opening Protectives BC Table 714.2 101 Fire Blocking BC-716 107 Draft Stopping BC-716.3 108 17. Space Attic Accessory&Crawl Space BC-1208 250 OIL Min.Rm.Dimensions BC-1207.1 251 Min.Ceiling Height BC-1207.2 251 18. Ventilation(Nat.or Mech.) BC-1202.1 249 19. Light(Nat.or Mech.) BC-1204.1 250 _ Ok 20. Exits Remoteness BC-1004.2.2.1 218 Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Table 1005.2.2 224 Stair Enclosure BC-1005.3.2 224 Emergency Egress BC-1009.1 235 Distance of Travel BC-Table 1004.2.4 220 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-Table 1004.3.2.1 222 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 cBC?— Panic Hardware -1003.3.1.9 213 --- „, anopies over Exits 2tairs Riser BC-1003.3.3.3 213 Tread BC-1003.3.3.3 213 Width BC-1003.3.3.1 213 Headroom BC-1003.3.3.2 213 Vertical Rise BC-1003.3.3.6 215 Handrails both sides BC-1003.3.3.11 215 Guards BC 1003.3.2.12 205 Max Rise 12'with landings BC-1003.3.36 215 Platform top&bottom of BC-1003.3.3.4 214 stairs Page 3 of 10 1 No. Topic Code Page Required Actual Section No. or Allowed 22. Structural Snow Loading-Ground BC Fig 1608.2 296 Snow Loading-Roof(calc.) ASCE 7-98 Drifting Snow BC-1608.7 295 Ponding BC-1608.3.5 295 Floor Loading BC Table 1607.1 291 Balcony Loading BC-Table 1607.1 291 Wind Loading(calc.) BC-1609 297 Roof Walls Windows Seismic Loading(calc.) BC-1614 315 Foundation Depth BC-1805.2 398 _ 23. Interior Finishes BC-Table 803.4 _ 161 24. Swimming Pools BC-3109 629 25. Sun Rooms BC Appendix I 693 26. Electrical Exit Lights or Signs BC-1003.2.10 203 Emergency Lights BC-1003.2.11.2 204 Emergency Power BC-2702 611 0 General Lighting-Exits- BC-1003.2.11 204 f Stairs i l /1 4_ 27. 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 Push/Pull entrances door ANSI-A117.1-1998 approach 28. SPECIAL INSPECTIONS BC-1704 379 Notes: Contacts for concrete and structural inspection Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 29. Fire Protection Equipment Central StationMonitoring FC-901.9 52 Sprinkler Systems FC-903 55 Other Extinguishing Syst. FC-904 59 Kitchen HoodExtinguisher FC-609.8 41 Standpipe Systems FC-905 62 Fire Extinguishers FC-906 64 Fire Alarm Systems&SD FC-907.2 66 Fire Alarm Boxes& Zones FC-907.4.1, 907.9 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 Basements FC-903.2.10.1 56 Fan Shutdown 30. Plumbing Code Fixture Count PC-Table 403.1 21 Drinking Fountain,Service Sink 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: Page 5 of 10 • No. Topic Code Page Required Actual Section No. Or Allowed 31. 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 Fan Shutdown/Alarm MC-606.2 50 System 32. 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 33. Energy Code 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 34. Special Inspections BC 1704 379 35. Sound Transmission BC 1206 251 36. Ice&Snow Shield Reg. 37. No Reinforcing in Footings Notes: Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW I. Area Increase Based Upon Frontage And Sprinkler Increase. Frontage Increase: If=100(F/P-0.25)W =Answer in 30 Note: I f=75%when 4 sides accessible&water available Allowable Area: Aa =Atable + (Atable x II f) + (Atabke x Is)=Answer in Square Feet (BC-Pg.74) 100 100 2. Exit Capacity Calculation (Table 1003.2.3)(BC-Pg. 202) (Occupancy Load for Exit) x(Egress Width per Occupant)=(Required Width) 3. Snow Loading Calculations. (ASCE 7-98)(Eq.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) I = Importance Factor (BC-Table 1604.5)(Pg.287) Pg=Ground Snow Load (BC-Fig. 1608.2)(Pg. 296) Ps =CSPf=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) 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 1/3`1 of the area of the room of 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 plan 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 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. Page 9 of 10 . . . . SCHODER RIVERS ASIX)C. mart: Golden Corral SHEEP.. Cover Consulting Engineert.P.C. • • Restaurant 453 Dixon Rd. ONO 7.BMW 3 =ATM QUBer1SbUty,NY OMB: 2114/2008 Queensbuiy,NY 128444 ._ . , - BY: OWE Phone:(518)7814417 SRA JOB NO,:06-802 Fax:(518)7414813 r .-"- -. • - , , ' nr rrf itt, Irr:; n kAiii ir: ,r.,:st, if i 1 )90e ; •ri.! '' Title L.A Design of Gravity Framing.....................i';...1 Lateral Analysis ..i23AG FILE COPY ! i#1411'f- - -72" /4/7/°7 ,/ ,//4 74f-,1-4-7 fire./. 4 ,Ai / .-7ti.9- c;,17/1 7i-,1/ A/e,. c:/-`22v /i,--e.. i./ , / /' 7) / ,./Lv '/ 77, ,.) 44-// 5 ,Z /c.7,4 V Z 7-e- Z / J6- e = 1 Sim Gi,, /.l , /1,0° (--,,,-,47.5 \ 7C£?7r,; f a V t /,‘,./-;/1nfk S -.rl / a I,/7 7 'a % 7&,54 /%-7) /S 7 5 f IV V ,/ 5 }`/ZJe 7 = .4127/i_ ja., V /75 5 : 6G-go2 /,T" ®/F ,�/9t „ �>u } `fiz/�Fj_ - z•c. "' i /zL1/ /zq�cj —_ li ) w,,,,,,,,,, L - yam G"„9-./7 , /G l�lX ,51 X z 4(di5 = 7.°111 /a,f = rs, x c' _ /� V I _ 1, o l'� /pe,,,,,,,L v- 'x,/,'rr. Lei l/ " l S � Z f ' 9 '7/" V L 2 ) S i ci c zs-z Pmv -.G • , ifr 5,,..,.,/,‘,) r_ ,--______ ‘ .7„.„„py, 1 , 1 6I\ /f .Z I i I /e;a .ram A e,,,,; -.Ps_.. ..,_ .. / ., .. ../... . :\ COMPANY PROJECT fit WoodWorks® 3O1WASFior M000 i# .N Oct.23,2007 08:56:04. Beaml Design Check Calculation Sheet LOADS: ( Psf,or plf} Load Type Distribution Magnitude Location [ft] Pattern Start nd Start End Load? ,A 1 Dead Full UDL 90 /� Not/ 2 Snow Full UDL 252✓ ✓ t,/ Yes V 3 Dead Partial UDL 70(r 70.00f 9.00 29.00 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): o a tY 3-9" 24-9- 35' Dead 1471 3079 Live 3360 5817 Total 4831 8896 Bearing: Length 0.0' - 1.8 3.4 a 0.0 LVL n-ply,1.9E,2600Fb,1-3f4x16",2-Plys Load coma :ASCE 7-95 SECTION vs.DESIGN CODE ten-1997: ths, ,of e,) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 4544 Vr = 12236 V/Vr = 0.37 • Bending(+) M = 15728 Mr = 35795 M/Mr = 0.44 Bending(-) M = 18598 Mr = 35795 M/Mr Live Defl'n 0.66 = L/187 0.68 = L/180 0.96 Total Defl'n 0.58 = L/212 1.37 = L/90 0.42 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 4 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 8 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 7 Bending(+): LC# 4 = D+S (pattern: sSs), M = 15728 lbs-ft Bending(-): LC# 2 = D+S, M = 18598 lbs-ft Shear : LC# 8 = D+S (pattern: sSS), V = 5093, V@d = 4544 lbs Deflection: LC# 7 = D+S (pattern: SsS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live_ (D=dead L=live S=snow Gi=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1.Please vestry VW the defer deflectim ants are appropriae for your appecation. 2.SCL-BEAMS(Structural Compose Lumber):the attached SCL sere is for icy casifyi only.For fral member design your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when roads are not applied equally to al plus. _ I xG toi-3`� Gs� c 424-7 (47,1 U-#3 • �nQry 1,/7 /C ti/L. "7- / i"o✓ Z✓.g. 07g4ei! _ I f _ G filrm 11r, o f 9,4,td COMPANY PROJECT 001*4 WoodWorks- Jan.3,2008 18:07:03 Beam1 Design Check Calculation Sheet LOADS: (tbs,PSI,or riff) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 90 No 2 1 Snow Full UDL 252 Yes MAXIMUM REACTIONS fibs)and BEARING LENGTHS(in) : a 0 -R' 24-9- 35' Dead 1087 2063 Live 3360 5817 Total 4448 7880 Bearing: Length 0.0. 1.7 3.0 0.0 LVL n-ply, 1.9E,2600Fb, 1-314x16",2-Plys Load combinations:ASCE 7-9 i SECTION vs.DESIGN CODE NDS-1997:(Ibs,[bs t#,or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3918 Vr = 12236 V/Vr = 0.32 Bending(+) M = 12740 Mr = 35795 M/Mr = 0.36 Bending(-) M = 17966 Mr = 35795 M/Mr = 0.50 Live Defl'n 0.66 = L/187 0.68 = L/180 0.96 Total Defl'n 0.81 = L/152 1.37 = L/90 0.59 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 4 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 8 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 7 Bending(+): LC# 4 = D+S (pattern: sSs), M = 12740 lbs-ft Bending(-): LC# 2 = D+S, M = 17966 lbs-ft Shear : LC# 8 = D+S (pattern: sSS), V = 4374, V@d = 3918 lbs Deflection: LC# 7 = D+S (pattern: SsS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are for your application. 2.SCL-BEAMS(Structural Composite Lumber):the a�SCL selection is for prerantnary design only.For imal member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact tufacturer for connection details when loath are not appliedequaly to alt plys. -COMPANY PROJECT 1 WoodWorks ® l� RMit WOOD DESIGN Oct 23,2007 18138:50.. Beaml Design Check Calculation Sheet LOADS: (tom,Pg.or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 90 '' No 2 Snow Full UDL 252 Yes .--- MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): a a 0' 1'-9'✓ 23'-3' '-" 35'1----' Dead 842 2308 Live 2763 6470 Total 3606 8778 Bearing: _ Length 0.0' 1.4 , 3.3 . 0.0 LVL n-ply,1.9E,2600Fb,1-3/4x16",2-Plys Load combinations:ASCE 7-95 This section FAILS the design check ####WARNING:This section violates the followhig design criteria: ##X# Deflection SECTION vs. DESIGN CODE NDS-1997:(ibs,Ibs-tt,or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 4294 Vr = 12236 V/Vr = 0.35 Bending(+) M = 12813 Mr = 35795 M/Mr = 0.36 Bending( M = 2129 Mr = 3180 M/Mr = 36 4 , GQ_,{. 4,--)4 Live Defl'n 1_12 = L/126 0_78 = L/180 1.43 Total Defl'n 1_47 = L/96 1.57 = L/90 0.94 G cP v{ G C �� 7. (a cantilever span governs deflection) �' � h r GL GI t ADDITIONAL DATA: s� FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 4 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fir' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 7 Bending(+): LC# 4 = D+S (pattern: sSs), M = 12813 lbs-ft Bending(-): LC# 2 = D+S, M = 23609 lbs-ft Shear : LC# 2 = D+S, V = 4750, V@d = 4294 lbs . Deflection: LC# 7 = D+S (pattern: SsS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection girds are appropriate for your application. 2.SQL-BEAMS(StruchmA Come Wither):the Mantled SCL sin is for preknbasy design only.For SW member design contact your local SCL manufacturer. 3.BUILT-UP SCL SEAMS:mad mmufactwer for connection detalls when loads we not applied equally to M plys LG,..- s%-06rc Z_ /1, -/, /// }7- e- 4----; 2 . //y ifir A./ Zaz, / ,,, t ;ye 441.9 P '''(/1- t'B 4 6 � 2. 6 29 f ' ✓ f _.,,,,.,er„.,,, ,,, J `4 7 ,� ) -Z �.vc- 7 -0 to �j �' -V� 1 Gam ! lc Y„r, j. /r(ic 1.- 92) z)-6 - 1 iZt''' V 17- = l/ e ,, / y - L,/ 1 ,t ip , d Ii Zyy)Un4 I 4.*toe_ COMPANY PROJECT �.a/ �jb• ' I WoodWorks® SOMMEFOR WOOD BENIGN Oct.25,2007 14:39:43 Bean1 /i,L Design Check Calculation Sheet e:1---e-7/;m7.,ezt LOADS: ( Pst,or Pill Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 138 ' Ho 2 Snow Full UDL 252 i/ Yes MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): a 3V-3" Dead 1104 3209 Live 2331 5859 Total 3435 9068 ;Bearing: Length 1.3 3.5 ( 0.0 LVL n-ply, 1.9E,2600Fb,1-314x16",2-Plys Load cow;ASCE 7-95 SECTION vs.DESIGN CODE t -1997:(the, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 4551 Vr = 12236 V/Vr = 0.37 Bending(+) M = 15124 Mr = 35795 M/Mr = 0.42 Bending(-) M = 20487 Mr = 35795 M/Mr = 0.57 Live Defl'n 0.61 = L/202 0.68 = L/180 0.89 Total Defl'n i 0.80 = L/154 1.37 = L/90 0.58 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 3 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1-00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1-000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 4 Bending(+): LC# 3 = D+S (pattern: Ss), M = 15124 lbs-ft Bending(-): LC# 2 = D+S, M = 20487 lbs-ft Shear : LC# 2 = D+S, V = 5071, V@d = 4551 lbs Deflection: LC# 4 = D+S (pattern: sS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=inpact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =_ no pattern load in this span) DESIGN NOTES: 1.Please verffy thrd the defied detlectico Tors are your 2.SCL-BEAMS(Structwal _ e Limber):the attached SCL selection is forpreirdnary design only.For feral member design contact your local SCL manufacturer. 3.BUILT-UP -BEAMS:contact •-: -;r for connection details when loads are not appkert equally to all ply& \140/ ,Cj6 C U � � 0 COMPANY PROJECT a4-� Z_- 11 Woodworks' R Jan.3,2008 18:08:50 Beam2 Design Check Calculation Sheet LOADS: (lbs.Psf.or Pit) Load 1 Type Distribution Magnitude Location [it] Pattern Start End Start End Load? 1 , Dead Full UDL 138 No 2 Snow , Full UDL 252 Yes MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 1 a i . Cf 21' 3V-3- • Dead 1177 2985 151 Live 2176 5450 730 Uplift 167 Total 3353 8435 881 Bearing: Length 1.3 3.2 _ 1.0` LVL n-ply, 1.9E,2600Fb, 1-3/4x16", 2-Plys Load combinations:ASCE 7-95 SECTION vs. DESIGN CODE -1997:fibs,lbs-it,or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 4343 Vr = 12236 V/Vr = 0.35 Bending(+) M = 14413 Mr = 35795 M/Mr = 0.40 Bending(-) M = 16127 Mr = 35795 M/Mr = 0.45 Live Defl'n 0.28 = L/904 0.70 = L/360 , 0.40 Total Defl'n 0.50 = L/506 , 1.40 = L/180 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 3 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1_00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 3 Bending(+): LC# 3 = D+S (pattern: Ss), M = 14413 lbs-ft Bending(-): LC# 2 = D+S, M = 16127 l.bs-ft Shear : LC# 2 = D+S, V = 4863, V@d = 4343 lbs Deflection: LC# 3 = D+S (pattern: Ss) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live_ (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deffectica knils are appropriate for yom apP - 2.SCL-BEAMS(Structural Composite Lumbewy the attached SCL selection is for pre rimuy design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connectiondetailswhen loads are not applied equally to all plys. COMPANY PROJECT OGg-oL WóodWorks® Oct.25.2097 16:31:31 Cottima1 e l U' rJ Design Check Calculation Sheet LOADS: ( Pd.or Pit) Load Type Distribution Magnitude Location [ft] Pattern - f Start End Start End Load? 1 f£ Snow Axial b 912 Eccentricity = 0.0 in" MAXIMUM REACTIONS(lbs): A � 11� Lumber n-ply,S-P-F(S),No.2,2x4",2-Plys Pinned base;Loadface= b);Bu -up fastener.n ;Ke x Lb:1.00 x 11.40=11.43191 Ke x Lit 1.60 x 1 L4CP 11.40 Eft Repeblive factor:applied where refer to online fad;Load con ions ASCE 7-95 SECTION vs.DESIGN CODE Nns-1ss7:I sue,.and in I Criterion `Analysis Value Design Value Analysis/Design Axial fc = 87 Fc' = 93 fc/Fc' = 0.93 r/ Axial Bearing fg = 87 1 Fg' = 1403 , fg/Fg' = 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.15 1.00 1.00 1.15 (Cp = 0.070) 2 E' = 1.1 million 1.00 1.00 0 Fg' = 1220 1.15 1.00 2 Axial _ LC# 2 = S, P = 912 lbs Kf = 0.60 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the debit&deflection limits arecippiumidte for 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. ale'- OG' 0 ate ' /✓1/l`41/y/,--/ rt/w Grp fP i -7 /.21,, e- 1/ C. JJ . /5 --- ' , /5- z- 1 ‘ ki, 1 >2 3 , 2 • g /24/ -.-. 0•43 35 G. e> --/ iir 2 4I_ /5 t f= Z,7 c t// h W )- x 0. 3-542, 2f / , 4/ /ttw = > -'4. ,s" z z v ��` 1-y,g ,,ram'1 „J� d �51 - Z. yzX (Z)/34 -/‘ GuL Z4/5 A,... ...6 e At 4.<__ / AGit46 ,4, 7,'vas ) COMPANY PROJECT d6-fai l WoodWorkss Jan.3,MOB 18:12:44 Beam3 Design Check Calculation Sheet LOADS: (tbs,psf,or ptf Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 . Dead Full UDL 90 No 2 ' Snow Full UDL 2 Yes 3 , Snow Partial UDL 179 179.00 0.00 10.65 Yes MAXIMUM REACTIONS(Ills)and B G LENGTHS(in): n 0 10-3" 31`-6" 35'-1.2" Dead 2074 1085 Live 8193 3129 Total 10267 4215' ' Bearing: Length 0.0 3.9 1.6 0.0 LVL n-ply, 1.9E, 2600Fb, 1-314x16", 2-Plys Load combinations:ASCE 7-95 This section FAILS the design check taco WARNING:This section violates the following design criteria: #ff#1# Deflection SECTION vs.DESIGN CODE NDs-1997:(ths,Ibs-R,or in) Criterion Analysis Value 'Design Value Analysis/Design Shear V @d = 4646 Vr = 12236 V/Vr. = 0.38 Bending(+) M = 11281 Mr = 35795 M/Mr = 0.32 ,��n ,nlO/ Bending(-) M = 27369 Mr = 35795 M/Mr = 0. 1 /w Live Defl'n 1.17 = L/105 0.68 = L/180 /� JI� � ,i j,/1v!/�• Total Defl'n , 1.31 = L/94 1.37 = L/90 0.96 /Jr L�/ (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 4 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 7 Bending(+): LC# 4 = D+S (pattern: sSs), M = 11281 lbs-ft Bending(-): LC# 2 = D+S, M = 27369 lbs-ft Shear : LC# 2 = D+S, V = 5340, V@d = 4646 lbs Deflection: LC# 7 = D+S (pattern: SsS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deftection limits are appropriate for your appfication. 2.SCL-BEAMS(Structwal Composite Lumber):the attached SCL selection is for preknthary design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection deters when loads we not applied equally to al plys. pxr COMPANY PROJECT I I WoodWorks®SOFTWA WOR WOOD DESIGN Jan.3,2008 18:14:35 Beam3 Design Check Calculation Sheet LOADS: (lbs,ps1 or plf Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 90 No 2 Snow Full UDL 22 • Yes 3 Snow partial UDL 179 179. 0 0 0 10.65 Yes MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(i : tY 11=9" 33` 34-6" - Dead 2301 1 804 Live 8933 2371 Total 11235 3175• Bearing: Length • 0.0 4.3 1.2( 0.0 LVL n-ply, 1.9E, 2600Fb, 1-3/4x16", 2-Plys Load combinations:ASCE 7-95 This section FAILS the design check #tf##WARNING:This section violates the following design criteria: #fit# Deflection SECTION vs. DESIGN CODE NDS-1997:(ems,lbs-tt,or ia) Criterion Analysis Value 'Design Value Analysis/Design Shear V @d = 5427 Vr = 12236 V/Vr = 0.44 Bending(+) M = 10065 Mr = 35795 M/Mr = 0.28 Bending(-) M = 35857 Mr= 35795 M/Mr = 1.00 Live Defl'n 1.90 = L/74 0.78 = L/180 2. Total Defl'n 2.25 = L/62 1.57 = L/90 1.4 V oUj )1 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1_15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 4 Fb'-= 2600 1_15 1.00 1.00 1.000 0.96 1.000 1_00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 7 Bending(+): LC# 4 = D+S (pattern: SSs), M = 10065 lbs-ft Bending(-): LC# 2 = D+S, M = 35857 lbs-ft Shear : LC# 2 = D+S, V = 5925, V@d = 5427 lbs Deflection: LC# 7 = D+S (pattern: SsS) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits am appropriate for you appfcedmi. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for cconection details when loads are not applied equally to all plys_ like.1 - 06 e I-t-/ Z._ i ..........-7 a _ ..- ✓' . eillIMMEN- s i ose a . - j(11 " ''4,,,'"`- i % L L _e__ may hlC- w _ , T , ir - g 1 Z/Art-e-, La :- Z-15 AVn-e- i* - 0--iS-f-- (-1 7 i v ,,,-- i COMPANY PROJECT Oa&4--- WoodWo rk STITIWARE FOR WOODSMN Aug.25,2006 15:42:31 Beam2 Design Check Calculation Sheet LOADS: (lbs,psf,or pit) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Dead Full UDL 75 No 2 Snow Full UDL 250 Yes MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A 0' 1'-g 4' Dead 343 Live 1143 Uplift ( 295 Total 1486 (r,�( �'1 I4� Bearing: ' Z di 1 Length 0.0 1.1 1 0.0 LVL n-ply, 1.9E,26OOF 1-3/ 11-7/8", 1-ply Load combinations:ASCE 7-95 SECTION vs. DESIGN CODE NDS-1997:(lbs,tbs-ft,or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 507 VT = 4541 V/Vr = 0.11 Bending(-) M = 823 Mr = 10258 M/Mr = 0.08 Live Defl'n 0.01 = <L/999 0.15 = L/180 0.04 Total Defl'n 0.01 = <L/999 0.30 = L/90 0.03 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'-= 2600 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 4 Bending(-): LC# 2 = D+S, M = 823 lbs-ft Shear : LC# 2 = D+S, V = 186, V@d = 507 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 463.99e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. l o� Goy • • 11, / - Z! */ 114 r- (//c-<' ( 3, 54) -)e,/ //z„. /4,76 -(4' z- 74- 2 /1 17C,44,..6 /3, I{ ' Z / .oZe Gee COMPANY PROJECT 06(- zd WoodWo ks fi{#fl�YA EFO 1 N Nov.6,2007 10:0:NO Catmint • Design Check Calculation Sheet LOADS: ( .Psf_OrP0) Load Type Distribution Magnitude Location lit) Pattern Start End Start End Load? 1 Dead Axial 45 N jccentricity = 0,0 in. 3 Full tiDL 1 Snow Axial 201 t'j,Eccentricity = 0.0 in; 1/ No MAXIMUM REACTIONS(lbs): (Y 13-6 i Dead Live 175 175 Total 175 175 Lumber Stud,S-P-F(S),No.2,2x6" 1� Spaced at 1b-c Pinned base;Loadfaace=width(b);Ks x Lb:1.00 x 0.0U=0.00[ft[;Ke x Id; x 13.54 13.50[ftl;t_aterat support:top=Lb,bottom=Lb;Repetitive factor:applied vdiere permitted(refer to online help);toad combinations:ASCE 7-95 SECTION vs.DESIGN CODE t1 5-1997:(sues-psi,and tin Criterion !Analysis Value Design Value Analysis/Design Shear fv 8d = 30 Fv' = 112 fv/Fv' = 0.27 Bending(+) fb = 940 Fb' = 1854 fb/Fb' = 0.51 Axial fc = 30 Fc' = 354 fc/Fc' = 0.08 Axial Bearing fg = 30 Fg' = 1403 fg/Fg' = 0.02 Combined (axial compression + s_de load bending) Eq.3.9-3 = 0.51 Live Defl'n 0.85 = L/190 0.90 = L/180 0.94 Total Defl'n 0.85 = L/190 0.90 = L/180 0.94 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 775 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4 Fv' = 70 1.60 1.00 1.00 (CH = 1.000) 4 Fcp'= 335 1.00 1.00 - Fr' = 1000 1.15 1_00 1.00 1_10 (Cp = 0.280) 2 Fc' = 1000 1.60 --combined comp. + bending-- (Cp = 0.206) 4 E' = 1.1 million 1.00 1.00 4 Fg' = 1220 1.15 1.00 2 Bending(+): LC# 4 = D+W, M = 592 lbs-ft Shear : LC# 4 = D+W, V = 175, V8d = 164 lbs Deflection: LC# 4 = D+W EI= 22.88e06ib-in2 Total Deflection = 1.50(De£ln dead) + Defln Live. Axial : LC# 2 = D+S, P = 246 lbs Combined : LC# 4 = D+W, CD= 1.60 (1 - fc/FcE) = 0.99 (D=dead L=live S=snow W--wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. CO fiWANY PROJECT Por' Wood W Nov.£,2007 11:30:42 Cokimnl Design Check Calculation Sheet LOADS: (ib,Pa.or pf I Load ( Type Distribution Magnitude Location [ft] Pattern Start''' End Start End Load? 1 ; Dead Axial 45 y 4Eccentricity = 0.0 in' 2 Snow Axial 201 Vccentricity = 0.0 in, 3 Wind Full UDL 26 V No MAXIMUM REACTIONS(Ibs): i Dead Live 253 253 Total 253 253 Lumber n-ply. ..Pine 2x6 -Ptys Pinned base;Loadlace=w idth(b);Bui-up fastener:naffs;Ke x Lix t. 0.i 0[4 - x 1. 19.50=19.50[tl;Lateral support top=Lb, bottom=Lb;Repetitive factor:applied where pennited(refer to once help);Load combkrations:ASCE 7 95 ####WARNING:Member lergth exceeds typical stock ler4h of 18.0(tt] SECTION vs.DESIGN CODE _lW:(str'ess=psi,and hi) Criterion Analysis Value Design Value Analysis/Design Shear fv lid = 22 Fv' = 144 fv/Fv' = 0.15 Bending(+) fb = 980 Fb' = 2000 fb/Fb' = 0.49 Axial fc = 15 Fc' = 257 fc/Fc' = 0.06 / Axial Bearing fg = 15 Fg' = 2265 fg/Fg' = 0.01 / Combined (axia= compression + s_de load bending) Eq.3.9-3 = 0.50✓ ' Live Defl'n 1.27 = L/184 1.30 = L/180 0.98 Total Defl'n 1.27 = L/184 1.30 = L/180 0.98 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 975 1.60 1.00 1.00 1.000 1.28 1.000 1.00 1.00 4 Fv' = 90 1.60 1.00 1.00 (CH = 1.000) 4 Fcp'= 565 1.00 1.00 - Fc' = 1450 1.15 1.00 1.00 1.10 (Cp = 0.140) 2 Fc' = 1450 1.60 --combined comp. + bending-- (Cp = 0.102) 4 E' = 1.6 million 1.00 1.00 4 Fg' = 1970 1.15 1.00 2 Bending(+): LC# 4 = D+W, M = 1236 lbs-ft Shear : LC# 4 = D+W, V = 253, V@d = 242 lbs Deflection: LC# 4 = D+W EI= 33.27e06 lb-in2/ply Total Deflection = 1.50(Defln_dead) + Defln Live. Axial : LC# 2 = D+S, P = 246 lbs Kf = 1.00 Combined : LC# 4 = D+W, CD= 1.60 (1 - fc/FcE) = 0.99 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection lams are appropriate for yaw appkaiwn. 2.BUILT-UP COLUMNS:naked or bolted txil-up columns shad conform to the provisions of NOS Clause 15.3. T i 1 iI It I i 1 , , , , . I , i'Iq 't,,, ---1 - I—= i — 1 1 I I 1 , �[jjj 171 , , ://411,',/.7114,1 '...!.' .I_/7tedirl A_L I h.,/_ ..j ! t � � ' I 1 A Lcti , Ii 1 - : e . , I 14 V IL, ; 4i To a_ ! • l'------: , — l� . Tom" „4 j�li .' - ! 4, 411 I,L- - - - , J -: , (,'"34.'.- e�I 6 / ' . �'1 1� / �L I ' I 1[ -, , ! !--1/ d-;Ieee-Ijdrt---4)51! I i dlir ././' [ '''i I ---4Y-4)1 j I i g ; Z_ 1 ' , I 4. , i I , Ii — i I 1 —4—Ail? 1 • i I 1� 0 411-. W.", I�y =` � - - ___1 - 29 COMPANY PROJECT WoodWorks SOk7WARF FOR WOOD IMESSGN Aug.25,2006 16:30:59 Columnl Design Check Calculation Sheet LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Dead Axial 1452 V(Eccentricity = 0.0 in 2 Snow Axial 4626✓ (F entricity = 0.0 in 3 Wind Full UDL 99 No MAXIMUM REACTIONS (Ibs): 0' 8,-3" Dead Live 408 408 Total 408 408 Lumber Post, S-P-F(S), No.2,4x6" Pinned base;Loadface=width(b);Ke x Lb:1.00 x 8.25=8.25[ft];Ke x Ld:1.00 x 8.25=8.25[ft];Lateral support:top=Lb,bottom=Lb:Load combinations:ASCE 7-95 SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 28 Fv' = 112 fv/Fv' = 0.25 Bending(+) fb = 573 Fb' = 1612 fb/Fb' = 0.36 Axial fc = 316 Fc' = 380 fc/Fc' = 0.83 Axial Bearing fg = 316 Fg' = 1403 fg/Fg' = 0.23 Combined (axle: compression + s-de load bending) Eq.3.9-3 = 0.78 Live Defl'n 0.19 = L/512 0.55 = L/180 0.35 Total Defl'n 0.19 = L/512 0.55 = L/180 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 775 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.00 4 Fv' = 70 1.60 1.00 1.00 (CH = 1.000) 4 Fcp'= 335 1.00 1.00 - Fc' = 1000 1.15 1.00 1.00 1.10 (Cp = 0.301) 2 Fc' = 1000 1.60 --combined comp. + bending-- (Cp = 0.222) 3 E' = 1.1 million 1.00 1.00 4 Fg' = 1220 1.15 1.00 2 Bending(+) : LC# 4 = D+W, M = 842 lbs-ft Shear : LC# 4 = D+W, V = 408, V@d = 363 lbs Deflection: LC# 4 = D+W EI= 53.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defin_Live. Axial : LC# 2 = D+S, P = 6078 lbs Combined : LC# 3 = D+.75(S+W), CD= 1.60 (1 - fc/FcE) = 0.75 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Anc. '11111, - t 7e. • %-,4 I-. 74P 2 7 ---z/- ',27 9-51' = 6; ce Y -4-V-7 ;,-- Z. '0' = 9 /I 44 -ty- bz - “J-2( '/. _ 4 2/ ' / \2Y7_4 J'1 _ 4'11° 1 .ter r,` , t , „2 A czf t� - mac,/ _ 7 x -''^ y�`' sz 2fx -x ��7' z/ z4, aa1: 2 ": It 6711- c„,,,,,,Z .,_,. ./i," 22( ,...,0, „....4 5.3/7/ f fQ� _ 11 , I_ "„,-- if 7..-1-b,K, I Le) _I 11 ) Lam �1��u P 9/ c/77 0 ____ ----.7 2/1.7/1V 1"7 -2 /7 "9/1"1"?` A-fa1w 6li� »/- ,I 1'7F 4 7/4 of 2 S---7/7L-iy,/ 7l2 5.5'- -g// q �r ;tea ?-pez � . / , . l'2 v> — • , . t „, ..,/,////7,7--' 7/- ,-- 5.-„, ./ ,/-5 .z..,//._ _/„iy/,,,o,,,,,,e_.: , ,--) . 1__,.. _..,. / ,,i- i - / U'L G 1 -4 r ,, � , . . ' ; ' ' , ' : i lieli, cL) :&e,i..,,7,7 it.e.'7 / 7.1,, i '1,6;7,;),_71' -4 , , I p e e P V ,2, the r ,Lie A - :, +,i, I 1 /.x /53 0 y Z I - - t tea Art _I>? ---' t c zt•/' ' ?,&/Ar_ " 771i,..>". -- 3 5- `VA' l r 4 Z y/ -- LI Z' f G `,� ° ,r 'y 13/x/ ig 0 _8-.- - ---- COMPANY PROJECT OG- - il i WOodWorks SOMME,I WOOD DES/Qi/ Jam 3,2008 18:25:35 Beam4 pAi4 G,/U Design Check Calculation Sheet 644,y/0,14.- LOADS: (lbs,Pst or pit) Load F Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? , 1 , Dead Point 1104 2.21 No 2 - Snow Point 2331 2.21 Yes 3 ; Dead Point 1104 8.21 No 4 Snow Point 2331 8.21 Yes 5 Dead Point 1104 14.21 No 6 Snow Point 2331 14.21 Yes 7 ' Dead Point 1104 20.21 No 8 = Snow Point 2331 20.21 Yes 9 Dead Point 736 26.20 No 10 Snow Point 1554 26.20 Yes 11 Snow Full UDL 42 Yes 12 Dead Full UDL 35 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): A 0. 26-2.5" Dead 2986 3083 Live 5887 6091 Total 8874 9174 Bearing: Length 2.3 2.3 LVL n-ply, 1,9E,2600Fb, 1-314x18", 3-Plys Load combinations:ASCE 7-95 This section FAILS the design check emit WARNING:This section violates the following design criteria: #1### Deflection SECTION vs.DESIGN CODE NDS-1497:(U s. or in) Criterion 'Analysis Value Design Value Analysis/Design Shear V @d = 8758 Vr = 20648 V/Vr = 0.42 Bending(+) M = 56476 Mr = 66824 M/Mr = 0.85 Live Defl'n 0.93 = L/337 0.87 = L/360 1.07 Total Defl'n a 1.64 = L/191 1.75 = L/180 0.94 ADDITIONAL DATA: FACTORS: F CD CM Ct CL. CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.95 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+S, M = 56476 lbs-ft Shear : LC# 2 = D+S, V = 8874, V@d = 8758 lbs Deflection: LC# 2 = D+S EI=4847.85e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I-impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -no pattern load in this span) DESIGN NOTES: 1.Please verify that the defa*lion limits are appropriate for your appfioation- 2.SCL-BEAMS(Structural Come Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to al phis. { - s-*' : - 'i ' 4-•LI/L- ' .7.e', ,i/Z'_ ,/: ' - : .,-/• - i-- : ./. ))‘' : 6e7 -_.4,_.,, it- �vlt' 1 Il Lys © , 1 /* �` ` �`�� it/ ciy� y / 0{nf' ic)yG / V2 6. I L/Ai/C.1111) few % �e7a �r ; . 0. 6. ,11-.A_>,,v1; : „9,' ,,,97,,_: t:;, , ,/,,, /z„,24.._:, ,,,,, ,7,_.,,,,,,,,7y.:. ,,,,, s ;: A ,y . : . ; 7- ' , , 0 , r.,1\.1 ',J t..it,' du . ' ( : . , , 1 , : ks., : : . ' , (7 (4,ir 1r V J -72 ;i r . : ' , • r 1,,- dr,"-"74 / 0' \L V (/7 i r • vi G , / . . , . 4•J(2 dte"--0- # , L ye; A_!,,,, ' - x f '`/Z ` Y ?„,__________ . ._,,e1,i4 . . . . 1 ‘-. . ), , ,off _ U 1,,,.. �• .�, G✓ l ff G�. __ , c. , /Z1k /6 i. X, GG r ,:r4(1 ntt� /t g1/ " J L - Z = �r?� / x/Z y/L 'XG/x/Zl,/71-- !c O' Tube Steel Column Design Date: 113108 (ASD) Designer DWE Checker Project : Golden Corral File Name: - SRA Job#: Col Location: col at front w1 18"lvl Load Discription: dr- Hollow Section*: HSS6x6x1/4 Axial TL: 9.20 k Axial UBL x: 8.00' ex: 5.50 in"2 Axial UBL y: 8.00' ey: 0.00 in"2 Bending UBL x: 8.00' Fy: 46 ksi v\ t� Bending UBL y: 8.00' E: 29000 ksi As: 5.24 in"2 kx: 1.0 ki 1n d: 0.00" ky: 1.0 rx: 2.34" Cc: 111.5 Ty: 2.34" Sxx: 9.54 inA3 Syy: 9.54 in'3 X-X Direction Y-Y Direction KUr 41.0 KUr 41.0 Fa 23.8 ksi ok Fa 23.8 ok M: 51 k-in M: 0 k-in Fb: 30.4 ksi ok Fb: 30.4 ksi ok fb: 5.3 ksi fb: 0.0 ksi F'e: 88.6 ksi Fe: 88.6 ksi Effective Fa: 23.8 ksi fa: 1.8 ksi Cc: 111.5 Eqn. H1-1** : 0.25 < 1,0, OK Eqn. H1-2 : 024 < 1,0, OK Eqn. H1-3 : 0.25 fafFa<0.15, Eqn. 11-3 allowed *- 9th Ed.ASD has some tubes that are no longer in the steel manual **-Cm assumed to be 1.0 : 1 1 ! ! ; , 1 1 I ; , I ' , ; , • , , . , . , , , ; • ) I ; ' . • • • , ; , , . . , ,•, , -,-.---, i -! r T ,-• ! I i, ; • , • , ill' i•- rti , i '! - ! 1 ! --- I 1; ; 1 ' ; ; 1, t -1' r f 1 1i ; - 1 1 1. i ; ;1- , ", , • 1 ; 1 1 r r '; , . I' I I I 1 . ; 7 I T , I , p; 1 11 - '1 1 . }, i, ,1 ; F- f' i• . : ' i , ' ! - 1 ? r 1 , N\ -t- -1; '; [ ': irli f t f' ( fb i. . , i :, . r i i i i i i 1 i i I -1 1 I r 1 'f r i if 1 1 i 1 1 1 i 1 1 . , 11 1 ' ±—i— . -t , • iir iritt r i r 1 I r r , , 1 ! 1 1—li t, I ilili, 1.1.,/ 1 Fc c F i F - -1 i 1 1 , r T 1 ' '[ 1 ' , JJ 1 ; • ; I , , , , , 1 • i , I; •N;! 1 1 . 'i r- 1--;- r-- - --I- 1 r I l'' i 1. '' 11 I .f I 4 i i 1 f 1 1 1, , , t ', ‘, . • ' . ! ' , iv • , i I ! ) 1 't 1 1'.t , i '!.-- 1, i 1 ! I ;; ,‘','t ;1r n i 1 .•1., 1 I A_rf111. 11: , ! 1 i -i r '1, I i, i I, -f, •T - 11 ' I'' 1- t -i, t i I 1; '1.`" , l'-kN I h i 14\ I; .4;;:t.. 1 1 T , ! 1 , 1 1 , -1 1 111 41 , , t, I •. , 1 ti 1 !_n , - '1 Triv111 1 1; i '1,, , 1 . ,,, , 1 i II ; I r i- i •••r- - 1-• i - 11 ; * 1 -171 "1 -1 , 1 1 1 . 1 ; Nr, -1 N _1 i 1- - 11 i11 , ;;• ;, ,\ c1,_ t i.. • , ' , , , , , , . , 1 , .kr1 t . t , • , , • t "• ); --1 ;), 1- 1 1 ; )-- - -1- • 1- -r.,-AN It, -I. J- , ;s, r: F ) . N I-- i ,''. i-- . 1 1 3- I f, 1 ,, IT1 , 1 ; i ; ' ' ', ; ' • , r )- I I- 1. 1 -r i, ' i i' P\N\N 1), If \ 1 1 '');1\'''1\ ir 1 I ' If I? II .1`) 1 , 111 , •. .. 11 . 11 \,„i„. , s,iNli , : • ' ; ; , 1 : ;, : • ' . 1 ) ', , . ' ' T il T .; r 1- 1- r r `••• y )1', 1- r r 1 l• ', N1 ) - r . , , M'' _ N. i t- tI 1, -, T 1\ 1 j 1 T. ' ' '1 . 1 . 1 1 , - 1 r c ._\ ' ' , . 1 , • ' . i- c i , Fi. i 1 -i - T t%stz I I ' i li; f ;i- 'ki r ‘ 4'•N l 4L r J\ [ oU t f \i i .1 ,, , I el, . • .\‘.,r _ ; -N 1 1 . 1. Y' 1 i 1 t 1 —'i 1 N No I 1 1 1 r 1 \1\ I II 1 ' il't 1 1— ill III (-- 1 T; I r 1 , , • t -1 1 ;I ;'' 3-1\ i-ti\i, -1 11 I ..i. I I\4 1 1- ' ill LI 1 ;i j i - 1; I ill,- f t --i- ,„ . , , 1 1 , 1 , • , •, , , , ii, ,_ _ , • , ,r t I tNr 1 1" I I; it. 1, ' '4' l' l' / r* f .' 1 /'''' 1 1 I 1 1; 1, I r; 1 1 1 ,-4k I • • NI . , -I 1 i f -1 Nr-' I -I ,-i,, --I- 'sf‘• ; 1 I-*- t, 1 •••-,:‘,.. --I t -I I , '. -1 l'-'C'L I 1.'t Fk‘ L 1 1- 1 ! r 1 f 1- 1 1 rr- ' -1 , ,i11\ ii i .l. ili., )} .,1 ti .1 ,H ), ,, • • i ) . ; , • 11Ii 1 1r i i . , , . , i- IFF '.. ii i 'l 1 , . .i . r.,. i _. , .t. i \ , . , I 1 1 i . r 1- , 1 , i, 1 , , „ lr ,, 'I „ 1 i '! i-- - . , r ; ; t , . • ; t - . i , . , , , , .1,... 1 ' t ' ' 1 ' 1 ‘•, ' 1-1*,,,. ,x,)N, 1 , , 1 r -1 ss\ ' 1 ; ' 11 1- 11111 [• 111 '' 1111 ! 1 , ' , ' i 1- 1- I til -i1- 1 [ 1' -r- itir ,, 1- 1 I- 'i-- -11ttfl ' ii TT T IT - 1 -- - 1 l' 1' .I- ,) 1 I „':- ) r H ' I I i i ': 1. i r ' ; 11 ' ; ' 11 ' I i 1 III 1 i- I 1 -I r i. i r •I 1 f 1 -1 i i l'- i I !,- 1, i ] '' I ' I , 1 ', I! -1 i -I- 1 1 II 1 ', -1 I .1 I ) i 1- I I ' ' ' ' I 1 1 I : i '- 11 ) ) 1, r, i '' I -I- ) lf )- ' /7 / 4 / ,\ ; 1 v, * -- U �j .. ... / bb!2: . .5'1- y, 2 S----; 1 )(h,. . -:77 5,-.42k . - .. ! - - . , , ,a : : , , , , , /I. , 117,.....,, _.... 2:5', (..........),, . 2 1` 7 v I /7�" / .- �� y .moo i � 1 - OX L 4 zi/� - /4/ , ir y 'p4 - <2 �,�1 _ , t�! ✓� fee rT /13 i : I i . i ir f . �w dui z_ / 1 t/' /i l v'" I ', '' 2%l/ly COMPANY PROJECT Woodworks' •SOFIWAlff PON WOOD DESIGN Oct.26,2007 162 :37 Bearnl Design Check Calculation Sheet LOADS: (tbs.Int or ptf) • Load Type Distribution Magnitude Location [ft] Pattern Start „End Start End Load? 1 i Dead Full UDL 138 V No 2 ; Snow Full UDL 252 v Yes MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): 0 2V V,3" Dead 1177 2985 15 Live 2176 5450 730 Uplift 167 Total 3353 8435 881 Bearing: Length 1.3 3.2 1.0 LVL n-ply,1.9E,2604Fb,1-3/4x16",2-Plys Load comt ©ns:ASCE 7, SECTION vs.DESIGN CODE P S- 7:( ,Us-ft,OF m) Criterion Analysis Value Design Value Analysis/Design tit Shear V 8d = 4343 Vr = 12236 V/Vr = 0.35 1 �- Bending(+) M = 14413 Mr = 35795 M/Mr = 0.40 Bending(-) M = 16127 Mr = 35795 M/Mr = 0.45 Live Defl'n 0.28 = L/904 0.70 = L/360 0.40 Total Defl'n 0.50 = L/506 1.40 = L/180 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 3 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 3 Bending(+): LC# 3 = D+S (pattern: Ss), M = 14413 lbs-ft Bending(-): LC# 2 = D+S, M = 16127 lbs-ft Shear : LC# 2 = D+S, V = 4863, V8d = 4343 lbs Deflection: LC# 3 = D+S (pattern: Ss) EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow k-wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1.Please why that the defaE deftechon Maas are cwrrisiate for your . 2.SCL-BEAMS(Structural CanitAgAte Lumber):the wed SCL selection is for prefenbrarydeskin only.For€ 'n u design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact mariner for connection deb when loads are not appNef equally to al p[ys. C-ed, -------- r -_ 111 front span at 24-cc 74/ AWarshaeusts Business TJ-8 6.25Se�lA 1 16" T.l®/Pro(TM)-55©@or__ o/c , W- User.2 10/26R007 4:96:03 PM Page1 Engine Version:&25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN a-k�.._ CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0/12 Roof S1ope0112 , AL — b 22• b All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist , 0• it''' Primary Load Grou -Snow(psi):0.0 Live at 115%duration,0.0 Dead Vertical Loads: i Type Class Live Dead Location �iA S 1 Uniform ✓ Application Comment( C � Z'� f �(pit) Snow(1.15) 84.0 0.0 1f7 To 22 Adds To Ill / (� Uniform(plt) e8rsr41.15) 0.0 320 0 To 22 'Adds To /917 f Tapered(plf) Snow(1.15) 100.0 To 0 0 0.0 To 0.0 10 To 20' Adds To �7 Point(Ibs) Snook'_15) 0 128 • te7 - Point(Ibs) � ✓ 1 .srrew(1.15) 0 270 v- 12' '-^ Point(Ibs) Snow(1.15) 0 270 ✓ 29 81116 -. SUPPORTS: I, b. f.' Input Bearing Vertical Reactions(ibs) Ply Depth Nailing Detail Other Width Length LivelDeadiliperRITotal Depth 1 Plate on steel beam 5.50" Hanger 460/555/0/1M WA WA 1.50" Top Mount Hanger None U V� 2 Plate on steel beam 5.50" Hanger 1048 481710/ 865 N/A N/A 1.50' Top Mount Hanger None ,ode '�' I HANGERS: No Manufacturer SelectedIllil hl^ A �'quI(V " Z `q 0� � ' 'A. '' Support Model Slope Skew R Top Flange Top Flange Support Wood 5111 Flanges Offset Slope Species 1 Tap Mount Hanger NONE FOUND 0/12 0 WA WA WA Spruce-Pine-Fir 2 Top Mount Hanger NONE FOUND 0112 0 NIA WA N/A Spruce-Pine-Fir DESIGN CONTROLS: Maxinwn Design Control Control Location Shear(Ike) -1811 -1811 2680 v` Passed(68%) RL end Span 1 under Snow loading Vertical Reaction(Ibs) 1811 1811 (7 Passed(84%) Bearing 2 under Snow loading Moment(Ft-Lbs) 8808 8808 13234 Passed(67%) MID Span 1 under Snow loading Live Load Dell[rn) 0_362 0.703 Passed(L/700) FM Span 1 under Snow loading Total Load Dell(in) 0.644 1.054 Passed(iJ393) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:LA60,TL:L/240). -Allowable moment was increased for repetitive member usage_ -Bracing(Lu):All compression edges(top and bottom)mist be braced at 6'1'o c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stablity. . t } Q o Q r 1t U �f� �d -1 h� PROJECT INFORMATION: [\` (�(�W\ ,i, �,� OPERATOR INFORMATION: Golden Corral 1" ,Al David Evers ` k-u` Schoder Rivers Associates ` r(l l l 453 Dixon Rd, V `` ',/ / Bldg.3,Stele 7 V Oueensbury,NY 12804 x` Copyright 6 2006 by Trus Joist, a Weyerhaeuser Business kjj0) � 1 / - TJI® and TJ-Beem® are registered trademarks of Trus Joist. 014 e-I Joist",Pros and TJ-pro'are trademarks of Trus Joist. riC � U/f jte r front swatak2arc-c DG&®U. Business TJ-e se , 16 TJ IPr 12" ©!c User 2 1 Page 2 Engine Veesiar e 625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis wed is outer from software developed by Tam Job(TJ). TJ warrants the sift of is products by this software will be accomplished m accords with TJ product design credo a d code acted design wares. The specific product appkation,input design loads,and stated dimensions have been provided by the software seer_ This one has not been reviewed bya Ti Associate. -Not all products are readily available. Check with your suppfler or TJ tech al representative for product ava lily. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Bulging Code IBC analyzing tk TJ Custom product listed above. -Dead toad on portion of joist area is less than minimum allowed. -Live load on portion of job area is very kw. Operator Notes: no load from ivl no load from meth equip PROJECT INFORMATION: OPERATOR INFORMATION: Golden Correa David Evers Schoder Rivers Associates 453 Doom Rd, Bldg.3,Seale 7 Queensbigy,NY 12804 Copyright® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam®are registered trademarks of Trus Joist. e-I Joist",Pro..and TJ-Pro.'are trademarks of Trus Joist. oo - 'QC' /4-,/a) /- 'e ifi - _ �Ai- lc� r� &� �� /7 ./i IN front span at 2•rc-c ®CAVEyerhaeuser&mpst TJ-Bearne 6.25 SeralNuenher 76047115148 16" T.11@IPro(TM)-550, 2 plies @ 12" o/C e User:2 10f28/2007 4:4725 PM Pagel Engine Ve slow 82511 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ©G fez, CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Roof Sloped/12 6 Jr 1 Et ffi 22 e Ad dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):0.0 Live at 115%duration,0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 84.0 0.0 10'To 22' Adds To Uniform(plt) Small.15) 00 320 0 To 22' Adds To Tapered(plf) Snow(1.15) 100.0 To 0.0 0.0 To Q0 16 To 20. Adds To Point(Ibs) Snow(1.15) 0 128 10' - Point(Ibs) Snow(1.15) 0 270 12' - Point(Ibs) Snow(1.15) 0 270 20'81116' - Point(Ibs) Snow(1.15) 730 ‘...----7 151 t- * 10' - SUPPORTS: lnpnt Bearing Vertical Reactions(I Ply Depth Nailing Detail Other Width Length LiveffleadAiplitUTotal Depth 1 Plate on steel beam 5.50' Hanger 860 1 638/0l 1 •.- NIA N/A 1.50` Top Mount Hanger None 2 Plate on steel beam 5.50" Hanger 13781885 f 0 ; N/A WA 1.50" Top Mount Hanger None /6t1 HANGERS:No Manufacturer Selected CI i►"i(47(n 971 l ' f 16 5 1`i - 3 G r ,,./— Support Model Slope Skew Reverse Top Flange Top Flange Support Wood `'~ Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0I12 0 NIA WA WA Spruce-Pine-Fir 2 Top Mount Hanger NONE FOUND fY12 0 N/A N/A NIA Spruce-Pine-Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear(bs) -2210 -2210 5359 j Passed(41%) Rt.end Span 1 under Snow loading Vertical Reacon(bs) 2210 2210 Passed(51%) Bearing 2 under Snow loading Moment(Ft-Lbs) 12761 12761 26467 Passed(48%) MID Span 1 under Snow loading Live Load Dell(n) 0.301 0.703 Passed(L1840) MID Span 1 under Snow loading Total Load Defl(in) 0.468 1.054 Passed(L1510) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:Lf240). -Allowable moment ties increased for repetitive member usage. -Bracing(Lu):Al compression edges(top and bottom)must be braced at 7'2"do unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. J PROJECT INFORMATION: �`� OPERATOR INFORMATION: Golden Corral �N I Evers Sc hoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 Queensbuiy,NY 12804 Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist",Pro" and TJ-Pro are trademarks of True Joist. W.Ifigt4r Irma span*24 c 16" T �Pr TM -550, 2 plies 12" Qc T,- ,05„ User Page 2 6g�e THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The arm presented is out from software developed by Tres Joist Jj. TJ warrants the sizitvg of Is products by this software will be accomplished n accordance with TJ product desk ateria and code accepted desk vary. The specific prodkrct appacrtion,input design loads,and stated dimensions have been prod by the software user. This outpd has not been reviewed 6y a TJ Associate. -Not all products are readily availabt. Check with your supper or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design met odology was used for Building Cade IBC analyzing the TJ Custom product fisted above. -Note:See TJ SPECIFIERS!BUILDERS GUIDES for muftiple ply connection. -Dead load on portion of joist area is less than minimum allowed. -Live load on porton of joist area is very law. Operator Notes: w/load from M no load from mech equip PROJECT INFORMATION: OPERATOR INFORMATION: Golden Corral Dodd Evers Sauer Rivers Associates 453 Dixon Rd, Bldg.3,Sude 7 Queensbury,NY 12804 Copyright® 2006 by Trus Joist, a Weyerhaeuser Business TJI®and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist",Pro' and TJ-Pry'are trademarks of Trus Joist. acj —_ _------front span wri twod 8 -j-�+-olc - —--—-- --- - --- --_ - - 1. by Weyerhaeuser 16" TJI®560 @ 24" TJ-Beam 6.30 Serial Number 7004105146 User 2 Engine n12AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:8.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Root Slope0/12 2. All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(pst):0.0 Live at 115%duration,0.00 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 84.0 0.0 19 To 22' Adds To Uniform(plf) Snow(1.15) 32.0 0.0 0 To 10' Adds To Tapered(plf) Snow(1.15) 100.0 To 0.0 0.0 To 0.0 10'To 20' Adds To Point(Ibs) Snow(1.15) 0 128 10' - Point(Ibs) Snow(1.15) 0 270 17 - Point(lbs) Snow(1.15) 0 270 20'81f'tfis - Point(lbs) Snow(1.15) 0 182 6`9" - Point(Ibs) Snow(1.15) 0 182 11'S' - SUPPORTS: Input Bearing Vertical Reactions( Ply Depth Nailing Detail Other Width Length LivelDeadlUptiftlTotal Depth 1 Steel beam with welded connector 3.50" Hanger 71414191011133 1 16.0GY' WA Top Mount Hanger None 2 Steel beam with welded cormector 3.50" Hanger 1114/6131011727 1 16.0(Y' WA Top Mount Hanger None -Web stiffeners am required et support(s):2. See TJ1 JOIST INSTALLATION thWORMATION for nailing requirements. HANGERS:Simpson Strom Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger LBV3 56116 Ott 0 WA No 0 N/A 2 Top Mount Hanger HWU3.56116 0112 0 WA No 0 N/A -Nailing for Support 1: Face:NIA,Top WA,Member:24410 -Nailing for Support 2: Face:NIA,Top WA,Member:6-410 DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) -1702 -1702 3117 Passed(55%) RL end Span 1 under Snow loafing ng Vertical Reaction(Ibs) 1702 1702 1984 Passed(86%) Boning 2 under Snow lrradmg Moment(Ft-Lbs) 9375 9375 14864 Passed(63%) MU)Span 1 wider Snow loading Live Load Defl(rn) 0.424 0.714 Passed(1.1606) MOD Spann 1 under Snow loading Total Load Defl(in) 0.679 1.071 Passed(L1379) MID Span 1'ender Snow loading -Deflection Criteria:STANDARD(LL1f360,L1/240). -Bracing(Lu):All compression edges and bottom)must be braced at S 11"oic unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stab► PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Stale 7 may,NY 12804 Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist",Pry' and TJ-Pro"are trademarks of iLevel®. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie rnmpany, Inc. front span 24"sit hood y8( A M/wY by Weyerhaeuser - le 560 TJ I® @ TJ-BeamO 6.30 Sew Mjmbe 7004/05146 User:2 2/202006842:12AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Veep 6-31114 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by level® ILevelewarrants the sizing of Rs products by this software will be accomplished th accordance with ilevele product design ateria and code accepted design vrdues. The specific product application,input design loads,and stated dimensions hare been provided by the software user_ This output has not been revue by an Leve>!.Associate. -Not all products are readiy avaibble. Check with your supplier or n_eveatechnical represertrikrefor product availability. -THIS ANALYSIS FOR iLeveli PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design indhockilogy was used for&eft Code IBC muilyzing the LeveMiCusb3rri product fisted above. -Dead load on portion of joist area is less than minknurrr a -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Ob on Rd, Bldg.3,Suite 7 Queensbury,NY 12804 Copyright ® 2007 by iLevel®, Federal Way, WA. TJI®and TJ-Beam®are registered trademarks of iLevel®. e-I Joist",Pro"and TJ-Pro"are trademarks of.'Level®. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. C.- J - - z 4 el!) -s4" ii �/ 1 1 , t , ,.r, //3 r',,,.�' LVL, 4. t _ '' , _ ! — _ / 7/r- 60,-7 't-- u-p• r ,'.lam i�AOIi (FV/ yusr , '/ .11vL /7 / z ,r "- ✓' is f�Ty I s/ ' W - _______________i .5-- i &,9,, Gtr,,f!' 1/ s Alan 2 ply sf--1a by Weyerhaeuser16" TJI®IPro(TM)-550, 2 plies @ 12" o/c „Qc77-. TJ-Beams 6.30 Serial Number.7004106146 User 2 2/13/20081001:49AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED i I- 2r Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office 13Idgs-Offices(psi):0.0 Live at 100%duration,0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 840 0.0 10'To 22 Adds To Uniform(plf) Snow(1.15) 320 0.0 0 To 22' Adds To Tapered(plf) Snow(1.15) 100.0 To 0.0 0.0 To 0.0 10'To 20' Adds To Point(Ibs) Snow(1.15) 0 128 10' - Point(Ibs) Snow(1.15) 0 270 12' - Point(Ibs) Snow(1.15) 0 270 20'81118 - Point(lbs) Snow(1.15) 689 433 1T - Point(Ibs) Snow(1.15) 488 0 1T - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Plate on steel beam 3.50" 3.50" 1080J 3031011382 End,TJI Blocking 1 Ply 16"TJI®/Pro(TM)-550 2 Plate on steel beam 3.50" 3.50" 2309179810 f 3108 End,TJ1 Blocking 1 Ply 16"TJI6tPro(TM)-550 DESIGN CONTROLS: 1� (..(f`7 Magi Design Control)Result Location Shear(Ibs) -3083 -3074 5369Passed(57%) Rt.end Span 1 under Snow loading Vertical Reaction(lbs) 3083 3083 Passed(71%) Bearing 2 under Snow loading Moment(Ft Lbs) 13553 13553 26467 Passed(51%) MID Span 1 under Snow loading Live Load Dell(in) 0384 0.432 Passed(l. MO Span 1 under Snow loading Total Load Dell(in) 0.504 1.079 Passed(U514) MU)Span 1 under Snow loadg TJPro 59 30 Passed 1 -Deflection Criteria:STANDARD(LL-LJ600,TL:lJ240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composie action with surge layer of 19132"Panels(20"Span Rating)GLUED&NAILED wood decking. -I3racing(Lu):All compressics edges and Liam)must be braced at 611"sic urdess detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stably. -2000 lbs concentrated load reousements for standard non-residential floors have been considered for reaction and ski TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor perform and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating) decking. The controgrig span is swotted by beams. for this rating i ude:Calm-None. A Mructu al analysis of the deck has not been performed by the program. Comparison Woe:5.42 PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 ttueensbury,NY 12804 Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist"',Pro"'and if-Pro"'are trademarks of iLevel®. eve yy� 2pyw'�vfa by Weyerhaeuser 16" TJI®IPIro(TM)-550, 2 plies @ 12" o/c TJ-Beam 6.30 Serial Number 7004105146 User 2 211322006100t4sAM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:63(114 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis preserted is output from software developed by Level& lever warrants the sizes of its products by this software will be accomplished in accordance with pad desk crAeria and code accepted dew values. The specific product application,input design loads,and stated dimension have been prodded by the software user. This output has not been reviewed by an iL +ale Associate. -Not all products are readily avalbble Check with your supper or ILevel®technicat representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used kr Eitffirrna Code IBC'Me Levet®Custom product listed above. -Note:See Level®Specifier's/Butider's Gide for tradfcle per cormecticit. -Dead load on portion of joist area is less than mho' non awed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Sc hoder Rites Associates 453 Dimn Rd, Bldg-3,Suite 7 Qceensbury,NY 12804 Copyright e 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of itevel®_ e-I Joist",Pro and TJ-Pry'are trademarks of ihevel®. , j : : : : . , : , : . , : ! : ' [, ; I L*,'pa'-: ---,c:, - ,/,,/ .1.>: p,,....,,..4 e 6'-.4",!5e.' ,e,-,7 '.i „,f,_ e.,,e.- ,,-7,-=,-------14,,,Avidt•-‘) H-- -- ;! ,', he.-'" . \ ':-, "" , - II � -7 7 / 4f le/4 td4 J ci exi ‘,/' z - y 3 'iy / :,,iy/*7-F C' r-g r-,,rf - G J, I /, r � —^ 1 h L i` c —;,,, ,, O 1 33'-6" . ....... ". 21'-9",_., i UotAi` 0 T/Vs M, 040 1-2 L) :4,1L. * *" '518!,PLYWOOD ROOF DECK T/PARAPET� 4. em s' -4 *i t' P I 19-O I ' il• .,/_ 10 �! .1%fir 4a."3:JIMr**111111r..4411111.411,21Mr., .. * i 4/ .-.. ao & 1 _all Pr?nil .�..-1r1 a MM�..''-•„ . Tµ,, --,,,., *y`. .- . 14'TAERG `�—,. "" Y.... _ w..,* Wes .. 13'-5" ,�] (7/1 '',,,pi ..., k Y W _ _ _ _ _-: _... 16'TJIMO©2 O.C. � 0 14'TJI 560 @ 24"O.C. CLG i;‘CLG CLO -4 2 t/ L 6'-0" 7 _____---.... FPCADE II EE C1ET. I a Ai I C 65'-0" 33'-6" r 27-0" 21'-9" a /V-9L. 014444.40 -P/rth- ''''4 4- JZ9aP > 1C7 TI TM 14_., (LA- , ��: _ : -rn' 15'-2 12" * ' 518"PLYWOOD ROOF DECK '�" T/PARAPET 1 19'-0" - �1 s1-s . r .fin-. �' _ < �..�.....,. MAII I I I I iliVile irt 1 .�10415 ,._ 5 _ -14111111W 14"TJI BRG Wv .. _ _ 18"TJI 560 4 24"O.C. C~y ). -- NW 14"TJI 580 ig 24"O.C. " ! CLG *e8'-6" 8''illii . � $ CLG -4 / FACADE EE DET. I ‘Vyy � M II s it 04 Pe- Lev by Weyerhaeuser 16" TJI®560 @ 24" o/c 7 arre,-‘ TJ-6eam®6.30 Serial Number.7004105146 (i User.2 2113/20064-.00:53Pb1 MEMBER IS INSUFFICIENT DUE TO LOAD e Page 1 Engine Version:6.3fE 14 1- t CI: 22' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):0.0 Live at 100%duration,0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 0.0 320 0 To 22' Adds To Uniform(plf) Snow(1.15) 84.0 0.0 10'To 22' Adds To Point(lbs) Snow(1.15) 0 128 10' - Point(lbs) Snow(1.15) 0 270 12' - Point(lbs) Snow(1.15) 0 270 20'81/16" - Uniform(plf) Snow(1.15) 62.0 0.0 10'To 22' Adds To SUPPORTS: Input Bearing Vertical Reactions(lass) Ply Depth Nailing Detail Other Width Length Live&Dead/UpiltUTotat Depth 1 Plate on steel beam 5.50" Hanger 46115551011017 NIA NIA 1.50" Top Mount Hanger None 2 Plate on steel beam 5.50" Hanger 1291 18171012107 NIA NIA 1.50" Top Mount Hanger None HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0112 0 NIA WA WA Douglas Fir 2 Top Mount Hanger NONE FOUND 0112 0 N/A NIA NIA Douglas Fir DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) -2026 -2026 3117 Passed(65%) RL end Span 1 under Snow loading Vertical Reaction(bs) 2026 2026 1984 Failed(102%) Beafthg 2 under Snow loading Moment(Ft-Lbs) 8885 8885 14864 Passed(60%) MID Span I under Snow loading Live Load Defl(in) 0.314 0.527 Passed(11805) MID Span 1 under Snow loading Total Load Defl(in) 0.553 1.054 Passed(L1458) MID Span 1 under Snow loading TJPro 43 30 Passed Span I -Deflection Criteria:STANDARD(LL:LI480,T1:1I240). -Deflection analysis Is based on composite aeon with sires layer et 23132"Panels(2'Span Rang)GLUED&NAILED wood decklrg. -Bracing(Lu):All compression edges(kop and bottom)11111Et be braced at 6'1'oic unless detasthd otherwise. Proper Adamms>E and posmoieng of lateral bracing is required to achieve meatier statofty. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 463 Dixon Rd, Bldg.3,Suite 7 Crueensbcat,NY 12804 Copyright® 2007 by iLevel®, Federal Way, WA. TJI®and TJ-Beam®are registered trademarks of iLevel®. e-I Joist"',Pro and TJ-Pros'are trademarks of iLevel®. 6y weye*l.aeuse, 16" TJI® 0 @ 24" o/c TJ-Beam®6.30 Serial Walter 1004105146 User.2 2113C20084:00S3Pdt MEMBER IS INSUFFICIENT DUE TO LOAD Page 2 En0le Vecsimr 6 0 i4 TJ-Pro RATING SYSTEM -The TS-Pro Rating System value provides diklaiional floor performance information and is based on a GLUED&NAILED23132"Po►ieAs(24-Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-None. A structural al analysis of the deck has not been performed by the program. Comparison Value:1.84 ADDITIONAL NOTES: -IMPORTANT! The analysis prescsited is output from software developed by Level. iteeelkl warrants the sizes of Its products by this software will be accomplished in accordance with Leve[g product design akeria and code accerffied design values. The speak prockht fir,input design loads,and stated dimensions have been pry by the software user. Tits ottput has not been reviewed by an itevelt -Not all products are readily avaffable. Check wl tt your sty or ilevelffillechnical representative for product avaffeffielity. -THIS ANALYSIS FOR Level*PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design inetlxiddogy was used for Building Code IBC mugging the 8_evelffi Custom product listed above. -Dead toad on portion of joist area is less than minimum nilowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 oueensbtry.NY 12804 Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam®are registered trademarks of iLevel®. e-I Joist",Pros'and TJ-Pros'are trademarks of iLevel®. evei byweyerbabbser 14" T 2r o/c a�G GNivi TJ-Beam0 6.30 Serial Number 7i 115148 User-2 2113/ ci_ 9r MEMBER IS INSUFFICIENT DUE TO LOAD Pagel engine vwsixL a T414 Okti Member Slope:0/1 2 lam'S 2 f , All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psi):OD Live at 115%duration,0_a Dead Vertical Loads: Type Class live Dead Location Application Comment Unifonn(plf) Snaw(1.15) 84.0 32.0 0 To 21"9" Adds To Uniform(plf) Snow(1.15) 62.0 0.0 0 To 21'9" Adds To SUPPORTS: Input Beam Vertical Reactkom( Ply Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 5.50" Hanger 1588 1 348 1 0 f 1936 N/A NfA 1.50" Top Mount Hanger None 2 Plate on steel beam 5.50" Hanger 1588I 348 I 0 f 1936 NIA NIA 1.50" Top Mount Hanger None HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Sit Wood Flanges. Offset Slope Species 1 Top Mount Hanger NONE FOUND (I112 0 NIA WA NIA Douglas Fir 2 Top Mount Hanger NONE FOUND 1Y12 0 NIA NIA NIA Douglas Fir DESIGN CONTROLS; Maximum Design Control tip Location Shear(Ibs) 1854 -1854 2749 Passed(67%) Rt.end Span 1 under Snow loading Vertical Reaction(Is) 1854 1854 1984 Passed(93%) Bearing 2 raider Snow loading Moment(Ft-Lbs) 9657 9657 12966 . Passed(74%) MID Span 1 under Snow loading Live Load Deft(in) 0.772 0_694 failed(11324) MID Span 1 under Snow loading Total Load Deft(i) 0.941 1.042 Passed(11266) MID Span 1 under Snow loading -Deflection Criteria STANDARD(LL:l 360,T1. ). -Bracing(Lu):All compression edges(top and bottom)must be braced at 5 5'at urn Maid otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stabity. ADDITIONAL NOTES: -IMPORTANT! The analysis presented Is Output farm softwme developed by iLevel® Level®wanants the sizing of Its products by this software will be accomplished in s war prochict des4n triter*and code accepted design wares. The specific product apgication,input design loads,and stated dim have been primided by the selfsame ism This admit has not been ma/awed by an Leven Associate. -Not all products are tee available. Check with your savpler or ilk technical representative for product av lity. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLYI PRODUCT SUSSTITLITION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology yam used for Buffcling Code USG artawrig the ftsvelea Carer product ftsted above. -Dead load on portion of krist area is less thmt Whims Amy/ -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg_3,Suite 7 Queensbury,NY 12804 Copyright 0 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam®are registered trademarks of iLevel®. e-I Joist",Pro and TJ-Pro are trademarks of iLevel®. I_ i I T , _ 7 G ! 1 I /1 -- I s la - . z ' Jl lam. i 1-- J/t= /`!Na'F �, P'- r ( u G v I= { ,,SIG &.-' . (1G - t . �I i t 'Izx �7 y-1 '/3 7i , r `G - 7 . � . fir/ _ - Iz� X 4,7 x �t�7 / ; i r I ' • ),Pi 1 / �/1.> ram- tzn., i� , - 3 q- ®/G - - : Pb- cotomy PROJECT ' ffl WoodWorks SOFtWARE FOR WOOD°MGM Feb.13;2008 1522:06: Beaml aGi I V I-- L/ >rat,rr Design Check Calculation Sheet LOADS: (tbs,Psf,Or PN} Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Dead ' Full UDL 90 - No 2 Snow Full UDL 252 No 3 Snow 4 Partial UDL 67 67.10 10.50 33.83 No MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in): -zr n tY 1072' 33'-1015n4.2" Dead 49 2142' 990 Live 7213 3418 Uplift 108 ' Total 49. 9355. 4409' Bearing: Length F 1.0E 3.6. 1.7 0.0 LVL n-ply,1.9E,2600Fb, 1-314x16",2-Plys Load combinations:ASCE 7-95 This section FAILS the design check Not WARNING:This section violates the following design cassia: Deflection SECTION vs.DESIGN CODE Nos-mot:( .OF n I Criterion Analysis Value Design Value Analysis/Design Shear ! V @d = 5069 Vr = 12236 V/Vr = 0.41 Bending(+) M = 18173 Mr = 35795 M/Mr = 0.51 Bending( M = 20359 Mr = 35795 MIMr =C 0_ a� e Livee Dfefl'n O.I2 = L/ L 152 0.10 = /I80 1 Total Defl'n ` 0.17 = L/107 0.20 = L/90 84 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fb'-= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1-00 2 Bending(+): LC# 2 = D+S, M = 18173 lbs-ft Bending(-): LC# 2 = D+S, M = 20359 lbs-ft Shear : LC# 2 = D+S, V = 5615, V@d = 5069 lbs Deflection: LC# 2 = D+S EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection Wails are appnipiate for yottr amis./Aiwt. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for wry design only.For final member design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufachaer for connection details when loads are not applied equally to all plys. 1 JCL<_Z ,& 1` eZ i° f / /Yy x �1y /a& rf tue 4/L (5 c 1✓3. � �f r Jur /zZ I '' t jy �� /,w �' 79e F pc ,mod (414.4 eer e, Y L 4 . .,_ , ' ! ,! e,..,. :___ g- , - !,!,,),-,- . ! c,,,, , /,,,', , ,,,,- z/. ,,,2_ , ! , : ! ' . . , . . , ,, . ! , , . ! , . . . , . , ,,,,!,.,\ , , . . , , . . . .• . . , , , . . , , . . . . . , . , , , . . . . „. , . , . . . , . , . , . . , , :::, , __:,_ ,,,, : ,, : : _ . , ! ,,,,, ,,, ! , , . . : :,, .7_ zva, ;e,..- __. ; / , , „ , __ ,,__ . , , , i \ ; .-, . - . . ; 7/ 1 z /, G, 1t/ C / ,✓ 17,.__ ak- l/'z l i=,716 .--"�' :,4, e /„c. t _— Tiimiese14 w! //, b F� e�. 14"T.I .24" cite User.2 10/29r289711:49:18 AM Page 1 Engine Version:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN sz PL CONTROLS FOR THE APPLICATION AND LOADS LISTED o,E.c Member Slope:0/12 Roof Slope0112 1 4 21■S° t All dimensions are horizontal. Product Diagram is Conceptual. LOADS: l Analysis is for a Joist Member. Primary Load Group-Snow(psf)_42.0 Live at 115%duration,1� A rrr/// Vertical Loads: /t/ , ' r ,I Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 0 382 10`10112" - f �} p ff r,6 1111 SUPPORTS: - "I i�r �I f 6 Input Bearing Vertical Reactions i ,_) Ply Depth Nailing Dead Other Width Length Live/Dead/BOW, ,, Depth 1 Plate on steel bean 5.50" Hanger 917/519 I 0 I 1•c• N/A N/A 1.50" Top Mount Hanger None Aiik 2 Stud wail 5.50" 5.50" 910 I5151011 N/A N/A N/A End,TJI BbckIng 1 Ply 14*TJI WPro(TM)-550 HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Ranges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A WA Spruce-Pine-Fir DESIGN CONTROLS: Maximum Design Contra Control Location Shear(Ibs) 1384 1384 2 J Passed(57%) U.end Span 1 under Snow loading Vertical Reaction(Ibs) 1384 1384 Passed(649e) Bearing 1 Wander Snow loading Moment(Ft-Lbs) 8232 8232 11266 Passed(73%) MID Span 1 under Snow loading Live Load Deft(in) 0.474 0.697 Passed(LU530) MID Span 1 under Snow loading Total Load Defl(in) 0.813 1.046 Passed(L1309) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LLIJ360,TL'L/240). -TJ moodminn bearing length CaltfrAS reaction capacity. Units:End supports, 31/7.Intermediate supports, 51/4". -Allowable moment was increased for repettive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 510"oft unless detailed otherwise. Proper attachment and positioning of lateral bracinf is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Aseeslarp -Not all products are readily available. Check with your suppler or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product fisted above. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Doran Rd, Bldg.3,Suite 7 Queensbwy,NY 12804 Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joists,Pro and TJ-Pros are trademarks of Trus Joist. 47-104,44fre du fr of 1Airewthaeusec Business TJ-aeam08.25Se niumber 74:04105146 User 2 10V29,200712:0(k43.P1k 14" TJI®IPro(TM)-550, 2 plies i@ 24" o/c Page 1 Engine Version:6.25.71 3 _ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN DG��? CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0/12 Roof Slopeo1l2 4. 1 � 2 21`9` All dimensions are horizontaL Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psi):42. Live at 115%duration,1 .0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Snow(1.15) 919,,4344 13'6" - ti SUPPORTS: V Input Bearing Vertical Reactions(tts) Ply Depth Nailing Detail Other Width Length Live/Deadfflpelflrotal Depth 1 Plate on steel beam 5.50" Hanger 12631 49110 f 1754 Ni* WA 1.50" Top Mount Hanger None 2 Stud wall 5.50" 5.50' 1483 f 596 f 012079 (l NIA NIA N/A End,TJI Blocking 1 Ply 14'TJI0/Pro(TM)-550 HANGERS:No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0t12 0 WA NM WA Spruce-P -Fir DESIGN CONTROLS: Maotirnwn Design Control Control Location Shear(His) 2036 -2€26 4888 /wed(41%) Rt.end Span 1 taxes Snow loading Vertical Reaction(lbs) 2036 2036 Passed(47%) Bearing 2 under Snow loading Moment(Ft-Lbs) 12497 12497 22533 Passed(55%) MID Spot 1 under Snow loading Live Load Dell(in) 0.420 0.697 Passed(L 7) MID Span 1 under Snow l>adi Total Load Dell(in) 0.592 1.046 Passed(L1424) MID Spot 1 under Snow loading -Deflection Criteria:STANDARD(LL11360,TL L1240). -TJ maximum blaming length controls reaction capacity. Lire End sum, 31/2".Intermediate suppmts, 51/4'. -Allowable moment was increased for repetthe meatier usage. -Bracing(Lu):AN compresske ectes(top and bottom)must be braced V g"etc urns detaed otherWee. Proper attachment and poskioning of lateral bracing is required to achieve member stabgty. PROJECT INFORMATION: OPERATOR INFORMATION: Dam Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Slide 7 Queensbury,NY 12804 Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beane are registered trademarks of Trus Joist. e-I Joist"',Pro"'and TJ-Pro'are trademarks of Trus Joist. e v�+ of-8 .load from el-1 TJ-e 6253 ides X04105148 4" T.J 1Pra(TM)-550, 2[dies @ 24" afc User.2 10/29/2007126&43 Page Engine ve ocr&25_71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN �j -- CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Roof Slope0/12 2 21'9" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):42.0 Lune at 115%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Snow(1.15) 919 434 13'6" 6 I - Point(ibs) Snow(1.15) 919 526 9'9" - SUPPORTS: Input Bearing Vertical Reactions(01s) Ply Depth Nailing Detail Other Width Length Liver!DeadNplift/Total Depth 1 Plate on steel beam 5.50` Hanger 1 774 7 783/0 7tbt WA WA 1.50" Top Mount Hanger None 2 Stud wall 5.50' 5.50`- 18911829t0f WA WA WA End,TJI Blocking 1 Ply 14'TJIiS/Pro(TM)-550 HANGERS:No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0112 0 WA WA WA Spruce-Phe-Fir DESIGN CONTROLS: Maxkinan Design Cordrol Control Location Shear(Ms) -2678 2668 4888 f Passed(55%) Rt end Span 1 Mier Snow loading Vertical Reaction ) 2678 2678 Passed( ) Bearing 2 under Snow loading Moment(Ft-Lbs) 18352 18352 40%-'44 Passed(81%) MID Span 1 under Snow loading Live Load Defl(in) 0.617 0.697 Passed(IAI07) MID Span 1 wider Snow loading Total Load Deft(in) 0.901 1.046 Passed(U279) MOD Span 1 under Snow loading -Deflection Criteria:STANDARD(LL'LC360,TL:Lf240). -TJ maximum bearing lei=trots reaction cry. Lin End supports, 31a12.".kitennecrade supports, 51/4". -Allowable moment was increased for repetitive member usage. -Brae i Lu):Afl won edges dap aid bottom)must be braced at 5'S oic unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member suety. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 Queen sbury,NY 12804 Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI®and TJ-Beam®are registered trademarks of Trus Joist. e-I Joist",Pro and TJ-Pro are trademarks of Trus Joist. CVele - - - ef-S�►+load ell 4:7 � F. , 14" T,�tPr TN1 55Q, 2 plies 24" ©Ic User.2 10'29/20071MM PM Page 2 EnOne Vadar 6_2531 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis prod is output from sore developed by This Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished is accordswe vdti TJ product design(Aerie and code accepted design vas The specific product appliation,input design loads,and stated dimensions have been provided by the software user This carat has not been reviewed by a TJ Associate_ -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stem Design metlxrdology was used for Building Code IBC analyzing the TJ Custom product listed above_ -Note:See TJ SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Stake 7 Oueensbury,NY 12804 Copyright®2006 by True Joist, a Weyerhaeuser Business TJI®and TJ-Beam®are registered trademarks of True Joist. e-I Joist",Brom and TJ-Pro..are trademarks of True Joist. NU um pu mut ur MNVL F L1 —"-- -- , ---. WILL M0402R.4)1 2147 11 111 VI. \ .° 1e1149112011 4orrfrommill 1 ImoaJoi 44.0- .,..,„„ •ho %a E F2 --‘ pfzils.) 'hill.. 5,oss. 1 14 XO 1 "Mt I - a ..., 40 61. 01.1.0.1•INI110 I COND, :it'L:014 21 1 1,46. Nat DEUri In ECK wet CC NE)5 Po ON i 1 1 4011 AO) la: E F-03 mous. 'i IIIV4011111 aires„u,. A *1°4)14 QC,80. mom) 1 I I 1 i -1,7 'It C°N1t1 1. 001114, 2-411160 WA ii. mow s 1, u 4..., i. 1 1 24 22- -4-^ 1194 ifilftWatt .1covitiodel Er 5 / - „ 104-IILC3 I tui liwucti ' ......11./seL7 II It i pm.,0 P'. sill In 311#41 .....aadorm 0 ''''' h.' o Liti. Ilw 2 -4 ii'*fr # 11 ,, re tt .................24111 40 11c4,00441r L g 542 less I ins.84& moos srn,it sr , L .' .,,,. — (--08r4Lii-1/1/44 4 Cref i se 5 1 N—soss •1 ast 1,,,, le? 1x101•X61 @ I ,1 r" • MSC... 1 1 11 a A ti 0 a A ti IN a N ei N a 1 .. NU .41 a 1 N Ni 4 N a A 5 4 Iii a 01 N 0 g * ia * a * a * a $ I a te a 52 14POD . OM a weft< < .... . fr-le , <IL ikt , : : a 0 a te a t'ii * 1 a a 8 8 te) • et - 1 1111111111111111111 N ; 24 tru.--,„..._ 1 II a .......4rE VIAL 2/.........M.V. ...... ............... ...1 1.11.1.2.101 44.4.44...m.4....4440.440.4.411 .44 ,......— .. ..6 ymwnpn... w400..... .• r ' / :ye" l GI �nrzl pi urn 4lf� � y 4/ Z l Zz - //' - i,q l4A"z Jai 7 r 3/ 7 7 )4// //, orK--'' 7 z ' /i t y Y /6, L "f j ! /4l� z - / • /7 0 • / 7 at /` 3a'9 /Are ` l�rLie/cam �, l 5 175-P 35 q417,7 ter C77- %Is sn 5 G'� / _ G r-_ c r4�/ � im,ey ' f 01) 1 C G 1 f //V 4-- lt,/6 j /1 . .-7.7- 17.) 71/,'_0' ; 4,7 'PI 4,7'1 i , .. , _ . , ,, 1 - / . /7/,/,7-7-- /./.57--• ol ' ii. . K -7-'' _...,-, (i) ef: :,,,,,t,' , , 4' �'®'31 / s Zoo'' 7Ga ' �Gg ry y G ; . , ; /7e.,- ,41--7c,-;',....(//, — ,/70,,,,,,,y ' 3 -:-. (z) 672-ircir° ; . : ; ; .:__, . L ' 1 0/' �G� �z lt4r 1 s 5ct -,(9.,_ ev e'' flat roof joist a by Weyerhaeuser 14" TX®560 a@ 24" o/c D6, •"e..' TJ-Bean®6.30 Serial Number:7004105146 User 2 2113/200811:29:32AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 44 4 1 ID: 13 i 21'9 i Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Offices(psf):0.0 1.ive at 100%duration,0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(pif) Snow(1.15) 30.0 84.0 0 To 21'9" Adds To Point(lbs) Fioor(1.00) 0 80 1'6" - Point(Ibs) Floor(1.00) 0 80 5'6" - Point(lbs) Floor(1.00) 0 80 5 9 15/16— Point(bs) Floor(1.00) 0 80 9'915/16" - Point(lbs) Floor(1.00) 0 200 15 6- SUPPORTS: Input Bearing Vertical Reactions(Ms) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 3.50" Hanger326/1209I0I 1535 /NIA NIA 1.50" Top Mount Hanger None 2 Plate on steel beam 3.50" Hanger 32611138/0/1465 v/ NIA IAA 1.50" Top Mount Hanger None HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND QI12 0 WA WA NIA ` Douglas Fir 2 Top Mount Hanger NONE FOUND 0/12 0 NIA N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Result Location Shear fibs) 1502 1184 2151 Passed(55%) U.end Span 1 under Dead loading Vertical Reaction(fibs) 1184 1184 1553 Passed(76%) Bearing 1 under Dead loading Moment(Ft-Lbs) 7842 6163 10147 Passed(61%) MID Span 1 under Dead loading Live Load Deft(in) 0.147 0.423 Passed(LI999+) MID Span 1 under Snow loading Total Load Deft(in) 0.688 1.058 Passed(L1369) MID Span 1 under Snow loading TJPro 36 30 Passed Span 1 -Deflection Criteria:STANDARD(LLJ1600,TL:tf240). -Deflection analysis is based on composite action will skis*layer of 23/32"Panels(24"Spain Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 5 ofc unless defaifed otherwise. Proper catatimient a d posflionkvj of lateral bracing is required to achieve member stabiBy. -2000 lbs concentrated load requirements for standard ram-residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd. Bldg.3,Suite 7 Queensbury,NY 12804 Copyright 0 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist"',Pro"' and TJ-Pro'"are trademarks of iLevel®. (±) eve! proof joist a��j jfa � E�, by Weyerhaeuser 94.E TJI€560 (1 24~ 8/C TJ-Beam®6.30 Senat Nhmtber.7004105146 User.2 2/15I2006119t32AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Ve s nnl 6.3614 CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Ratteg System value provides additional floor performance kiformation and is based on a GLUED&NAILED 23132'Panels(24"Span Rating) decking. The conlmarg span is mmported by brims. Adcthorud considerations for this Mode:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value:1.79 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Level® the sizing of its caorkEts by ttrM software will be accomplished in accordance with Levu profit desim cask'and code accepted design vat_ The sperm procke i irk design loads,and stated dimensions have been provided by the software user. This oft has not been reviewed by an iLevel® -Not all products are readily available. Check with your supplier or'Levee technical representative for product availability. -THIS ANALYSIS FOR Level®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Deekur methodology was used for&Aft Code IBC analyzing the Level®Custom product listed above. -Dead load on portion of joist area is less them minimum allowed. -Live load on portion of joist area is very tow. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 Queensbry,NY 12804 Copyright 0 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam®are registered trademarks of iLevel®. e-I Joist",Pro"and TJ-Pro"are trademarks of iLevel®. 1P �j flat roof b - ac to by Weyerhaeuser 14" TA®560(24" ©/c TJ-Beam®6.30 Serial Number.7004105146 User:2 2113t200811:36:15AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Ir 1 4 4 0; 0 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Skip-Offices(psf):0.0 live at 100%duration,0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 30.0 84.0 0 To 21'9" Adds To Point(lbs) Floor(1.00) 0 80 4'3" - Point(Ibs) Floor(1.00) 0 80 8'3" Point(lbs) Floor(1.00) 0 150 10'2" - Point(Ibs) Floor(1.00) 0 150 14'6" - SUPPORTS: Input Bemtv Vertical Reactions(ems) Ply Depth Nakig Detail Other Wuhh Length Live/Dead/Whit/Total Depth 1 Plate on steel beam 3.50" Hanger 326111581011484 / WA WA 1.50" Top Mount Hanger None 2 Plate on steel beam 3.50" Hanger 326 f 11291011455 / WA WA 1.50" Top Mount Hanger None HANGERS:No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Ranges Off Slope Species 1 Top Mount Hanger NONE FOUND 0112 0 NIA NIA NIA Douglas Fir 2 Top Moult Hanger NONE FOUND 0/12 0 NIA NIA NIA Douglas Fir DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 1451 1451 2749 Passed(53%) Lt.end Span 1 under Snow loading Vertical Reaction(Nos) 1451 1451 1984 Passed(73%) Bearing 1 under Snow loading Moment(Ft-Lbs) 8142 6469 10147 Passed(64%) MID Span 1 under Dead loading Live Load Defl(m) 0.147 0.423 Passed(Li999+) MID Span 1 under Snow loading Total Load Deft(in) 0.703 1.058 Passed(L1361) MID Span 1 under Snow loading TJPro 36 30 Passed Span I -Deflection Criteria:STANDARD(.111600,TL1J2240). -Deflection analysis is based on compositeaction with single layer of 23/37'Panels(24-Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and boftam)mast be braced*5:11"ofc urgess deleted otherwise ProperProper ansivivent and poslioning of lateral bracini is required to achieve meatier stikey. -2000 lbs concentrated load reqdrenients for standard non-ram floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 Queensbury,NY 12804 Copyright®2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam®are registered trademarks of iLevel®. e-I Joist",Pro"and TJ-Pro"are trademarks of'Level®. ■ f Ilat roof joist b a(i io by Weyerhaeuser 14.E TJI®560 t E l 24" ollc TJ-Beam®6.30 Serial Number 7004105146 User 2 2113J200611 15AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version 6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Ratkig System value provides additional floor performance information and is based on a GLUED&NAILED 23132"Panels(24 Span Rating) decking. The i span is appckted by beams. Adceonal consideraons for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Va*:1.79 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Levee. Level warrants the sizing of fts products bythis software will be accomplished in accordance with Level&product design carats and code accepted deers values. The specific product appftadion,byta design loads,and stated dimensions have been provided by the software use: Ills output has not been reviewed by an iLevekillAssocktla -Not all products are readily available. Check with your suppfier or Level®technical representative for product ava iity. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress t i methodology was used for&Wog Code IBC aradyav the iLevel®Custom product listed above. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Ducon Rd, Bldg.3,Suite 7 Queensbrxy,NY 12804 Copyright 6 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist"',Pro''and TJ-Pro"are trademarks of iLevel®. e r`�-s_�--{ ._= - 15-x. Of 72 x 1-> _ 5 z 6, C_ 979 f / _ (7,`"t /zz = Z7z e 4,6 / _ - _ 11/ (-&-\ ,. .. flat roof joist c� �J(24 j/a �P6'- by Weyerhaeuser 14" TJI®5J60s 2 plies @ " O/C (ff,R TJ-Beam 6.30 Semi Number.7004105146 User.2 2/13/200811:46:47 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:8.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 4 4 21'S' 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Offices(pst):0.0 Live at 100%duration.0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 30.0 84.0 0 To 21'9" Adds To Point(lbs) Floor(1.00) 0 70 3 - Point(lbs) Floor(1.00) 914 326 10'2' - Point(lbs) Floor(1.00) 0 100 10'2" - Point(lbs) Floor(1.00) 0 272 10'2" - Point(lbs) Floor(1.00) 0 272 14'315/16" - SUPPORTS: input Bearing Vertical Reactions Os) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 3.50' Hanger 814/1439/017752 WA NIA 1.50" Top Mount Hanger None 2 Plate on steel beam 3 50" Hanger 753 1 142810 1 2181 N/A WA 1.50" Top Mount Hanger None HANGERS:No Manufacturer Selected Support Model Slope Skew Reverse Top Flew Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0112 0 NIA WA WA . Douglas Fir 2 Top Mount Hanger NONE FOUND 0112 0 WA N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 2219 2219 54g7 Passed(40%) Lt.end Span 1 under Snow loading Vertical Reaction(lbs) 2219 2219 3968 Passed(56%) Beersg 1 under Snow loading Moment(Ft-Lbs) 15854 14181 225 0 Passed(63%) MID Span 1 under Floor loading Live Load Defl(in) 0.260 0.423 Passed(1..1978) MID Span 1 under Snow loading Total Load Defl(an) 0.666 1.058 Passed(1.1382) MID Span 1 under Snow loading TJPro 49 30 Passed Span I -Deflection Criteria:STANDARD(LL:I1600,TL11240). -Deflection analysis is based on composite acfion wdn she layer of 23/32"Panels(24"Span Rating)GLUED&NAILED wood decickig. -Bracing(Lu):All compression edges(top and boflom)must be braced at 6'ote unless detai ed _ Proper attachment and positrEva of lateral bracing is required to achieve member stiOrthly. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: David Ergs Schoder Rivers Associates 453 Mown Rd, Bldg.3,Sufle 7 Oueensbury,NY 12804 Copyright 0 2007 by iLevele, Federal Way, WA. TJI® and TJ-Seam® are registered trademarks of iLevel®. e-I Joist"',Prod"and TJ-Pro"'are trademarks of iLevel®. ■ �4111= fiat roof joist c 24" /� a‘ coz by Weyerhaeuser 14" VI®560, 2 plies @ clic TJ-Bearn®6.30 Serial Number 7004105146 User2 2113/200$11.4647A11k THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Versici 6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rates System value provides additional floor mace information and is based on a GLUED&NAILED 23132"Panels(24"Span Rating) decking. The cantle:0v span is amported by beams. Adchlional for this ratheg include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparism Value:2.98 ADDITIONAL NOTES: -IMPORTANT! The analysis pry is output from software developed by Lem Levelgtwarrants tte sizing of fts products by this software will be accomplished in accordance with tevefg product desk ateria and code accmted destm vat. Tim specific product 44.sli.dlieri I• design loads,and stated dimensions have been provided by the software user. Ills ordput has not been reVielad by an revel* -Not all products are readily available. Check with your sum or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Des*methodology was used for Bueldbig Code IBC analyzfrig the ilk Custom product listed above. -Note:See iLevel®Specifier's/Builders Guide for Intiltiple ply connection. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: David Evers Schoder Rivers Associates 453 Dixon Rd, Bldg.3,Suite 7 Queensberry,NY 12804 Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beau are registered trademarks of iLevel®. e-I Joist".,Pro.. and TJ-Pro"are trademarks of iLevel®. 111111111.11111111.1.11 ( 1) v) --"'"liIllIlli"IllilliiillIllIllIll 1 I 7 A10 A10 CUT TO FIT LVL 1 3/4"x 16" NAIL 0 0 g 0 SIDE OF VERT.STUD WALL SHEAR WALL"SW5" A10 k•ip, 9 2x10 BLKG. `Oe• 15'-9 5/8" y 2'2 / r A13 0 12'-8 7/8" 6'-9 5/8" 2'-2"(hr. • bili' EF-2 1." �7X '� (140 LBS.) 14 T 1550PR0 Imam14 TJI 5�AOPR0 w • w -� 1'51/2 8'-8 7/8" - _ co : C� SF-1B 1 � ) I F o w u`J1 COND. (595 LBS.) 1'-51/2" 3'-2 3/8' `�'L t" X j `" I a (300 LBS) "ti I r:. 0 _., 1 - �i' tx. 14 TJI 550PR © i,; 14 TJI 550PRO ,. co q ^2x10 BLKG0OOD 2x1 B K iT -- --- --- EF•6 t [ H a. w > (120 LBS.) I PO"P"'"Z. Sla 7_ 7, ,___ __ _ ____11,,m__„P-1: 5-I U -h i� X in •-e �1 — 51/2 i �/ �. 10'-7 /4' N -- II EF5 ' 1 T �. 151I2 /ALL 1�----- -•-- - ._ a (120 �Q 13.6 3/8" HOOD I HOOD EL OW _. �" \ `� 2'-1 114" #5 I .r' SEE MECH.DWGS. `T► `° co 7 II '., i . OOD BE OW A13 I I • H ► , =' EE MEC .DWGS. ff !. 4'6" �a EF - e �I' 27k F - - -. W24 x 68 T/STL�14'-11 1/2° ` ,a c;, (14 i LBS. ll W18 x 35 T/STL.14'-11 23k II 1N� • \ �' J�—HOOD BELOW SEE - 16 TJI 550PR0 i (97 i LE I MECH.DWGS. � ^ / 1 O O O O ib O o O ct \ / :E WALL • a a c a a cc a c / \ // I6"o.c. 5 16 TJI 550PR0 A13 m mco cc) coo co v 6'-10" " Ns Fr HOOD BELOW SEE o 0 M , x !WGS c�� m - -. , "�, x KNEE -wo - I ! S5 4- �x6 @ 0"o.c. IL — - :elm IT— N=••= - IW�_ �� — � — w r I 1 1 a' gi- ► .'; Aid I 16"TJI 550PRO SC cc BLOCKING BETWE UNDER KNEE WAl /7:74// 'f- 6 ,44-(/.e__. __ ,-4-ii .('- 7,9--r-- //ac -` , `yr i/1 r _,-2 .-\- - >,... ,/,--- , 0 6, Y 2 1/z__ :'. 5p/P,,, _Jo' i''-e et,a.,!.c / 4z ( C `S ' 125 /,-i-- ' 27, 'fly y-/G/f , _ Z l f 1`fr- 1 5*houf d � udsjc, V I 2.4`!G - c T ,4 l,` ,, by/ - ,_e--_,_ p ..,,,i,.. — G G7,4 14. /O c A 7 1L F® •- 4aa' aG `7 ""' cn6G Imo b'0-1-e r e2. G.X COMPANY PROJECT 04-C WoodWk e 500149WTI<WWOOODEUGN Nov.6,2)07 11:47:34 Coiumn2 Design Check Calculation Sheet LOADS: (1bs,psf,or Pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Axial 660 (Eccentricity = 0.0 in 2 Snow Axial 924 (Eccentricity = 0.0 in" 3 Wind Full UDL 29 No MAXIMUM REACTIONS(lbs): 0' 13'4" Dead Live 199 199 Total 199 199 Lumber Stud,S-P-F,No.11No.2,2x6" Spaced at 16'de; Pinned base;Loadface=width(b);Ke x Lb:1.QQ x 0.00=0.00(ttj;Ke x Id:1 O0 x 13.67=13.67(ftl;lateral support:top=Lb,bottom=Lb;Repetitive factor.applied where perrnitted(refer to online help);Load combinations:ASCE 7-5 SECTION vs.DESIGN CODE NDS-1997:(sue,and m) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 34 Fv' = 112 fv/Fv' = 0.30 Bending(+) fb = 1078 Fla' = 2093 fb/Eb' = 0.52 Axial fc = 192 Fc' = 436 fc/Fc' = 0.44 Axial Bearing fg = 192 Fg' = 1621 fg/Fg' = 0.12 Combined (axia: compression + sLde load bending) Eq.3.9-3 = 0.73 Live Defl'n 0.78 = L/209 0.91 = L/180 0.86 Total Defl'n 0.78 = L/209 0.91 = L/180 0.86 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4 Fv' = 70 1.60 1.00 1.00 (CH = 1.000) 4 Fcp'= 425 1.00 1.00 - Fc' = 1150 1.15 1.00 1.00 1.10 (Cp = 0.300) 2 Fc' = 1150 1.60 --combined comp. + bending-- (Cp = 0.221) 3 E' = 1.4 million 1.00 1.00 4 Fg' = 1410 1.15 1.00 2 Bending(+): LC# 4 = D+W, M = 679 lbs-ft Shear : LC# 4 = D+W, V = 199, V@d = 186 lbs Deflection: LC# 4 = D+W EI= 29.12e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defin_Live. Axial : LC# 2 = D+S, P =�1584 lbs Combined : LC# 3 = 8+.75(S+W), CD= 1.60 (1 - fc/FcE) = 0.65 (D=dead L=live S=snow W=wind I=impact C=construction) (Ail LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection finds are appropriate for your app 0 i e o �, 00 g ig lig 18i17 4'-7,7 CD 10'4 17-0' R� r 1 y 17-0' I 91YI• (� P1'd 14T 31'-0' r 2d, > I 4 7T ('A', '83Rr 43318 4'-elf _, 4'-8318 1 8-711e 8-71• II4 a-711P I 4,33R' 4-SW 4,03m r fd918 ,1'B, 54 y W O� CD MI 3„ fit317;1 I I y _r M 1 4 4 - F X1 -Y H1 H1 u 1111% itFHl -I H14 q Ma a 11 II e� LVL 317x 11717(SLOP®) _ i qv II h °1� -Lt1OTE (b •x- ' ,Lri917zN718'(SLOTAS7) t , $'_ ilq@4aF SPA' T.': LVL317x117m - WO TIEI E . LlL3 fir x117A' i . (SLOPED) IIIIIIIIIIIIII II (SLOPES) .1I O L - .5 317z1171B' S. U1317x11718' rool F (SLOPES) 4 (SLOPED) r7CAMLEVER LVL 18,r MILL-MIA 4 gi 1- 2HonE I I$ Lri317x11Tm LVL317x11718 (SLOPED) bzm 4 St zo CIM. ® LOL317x117m 2NOhE (� LVL317x111AT : a q Z I 75 rs I' (SLOPED) I h�_it I 4 C ) 2 H LEDGER 1� n fnIn Lri31?x117m VO % pp Et 11 �•�i (SLOPED) T Al � 3 li : • g33g� f I § I M� ccs � 3� Sq �p Y Lri317 x117m III I (SLOPED) I '''1111nr.nasx.w.r,ua e*ML7 MI Maal:S1 ."•''.9Ti.'a.IT. i' 4 CONT.SLOPED2x4LEDGER �� Ei 4 reD 4 0 a" 7 -VL91?z117IS' I (0 .. 3x1071E ID I . LV1317z11 T18' (SLOPED) (1 (SLOPED) ' 1• fff@g@ c ; 15 ,I I 15 Lri31?z117m I.. 7x10 TIE LV1317z11718 kS (SLOPED) IS-?CANTILEVER LVL - i1-0•CAMBEYERLVL (SLOPED) 14 1 O 4 I 4 LW.317x11 AP SLOPED WO TIE LVL 317x 117?(SLAPED) 116. O ►->ly - - - -r1,,,"-- _k . ,_ -__a-� J --- Q o ., 0 j�.�y 17.7' 7 I @¢ 91'S T4� IC r 18i tm 4.71m J4 D� I 218 yI 1 I � f 11 / q 0 S r . , 4 � C 7n7 6,> c-�.py�� 2 )._________---------,1_, ,.,,, A 42/ . .$ -7.-,(_"4,--/k2z;.." 'a 7— : 7 c,..__ 2 , , . . ___--- . __i d - -::4 - - -. '14 ,p/A i,v4 cvii.,,,( 7-i,....7 ---21/./fr,5 - 7 wp 012 , / ' ,,,,, '2z�-17 — 24 hZ ` 44- ,/ - / Wg , c----;1,6,..2 /(4 v5 -77 .� _ / p 1c '\\-7 0'2 .7(i7 ?,92:f7) --VI''Y..‘,4.4"-%‘,:2 -4- 1 ,,,Z4i///975 (Y.L. -0/41- PI/ ,.- ,.-*&:,,, ,;( =7- 747 .4 , 77 ate_ lr.4 c©7 > ,,4e ,- 2 = 2/d247 -7� t ji.ij7> L,fc - '-© d .' -?-) .,--„_,,,,,-,,,,,,_ , re7--D1 . , , ,,. , '44/H.'": 41W/.7 L''7P7-. '"'. : ic_Z � 4? _ .A „JD ..)-7/ . . f-74"7/ 4Z4 ,1 : - , V-'-' 7 4 7 , : , L1. . __ s'7},_2*'4,,,,,, :5-# , ,/i' -1.- 44/,/,. 7,), .- , ,,,,,„,,,.,/ ,..2 ,4-7,,,w4,',..2.,7 _/. ---74‹ : ' -iiii/ /--- / , ,e77i.v,*-idr, !0"•, /' . - ; - z4 , 2 Gravity Beam Design 1 t� ,729 RAM SBeam v3.0.1 _ a'Ggoi +r., Licensed to: Schoder Rivers Associates 10129107 16:07:23 STEEL CODE:ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) .I-End(24.25,0 00) Beam Size(User Selected) _ W16X36 Fy = 50.0 ksi Total Beam Length(ft) = 24.25 Top flange braced by decking ✓. POINT LOADS(kips): Flange Bracing Dist (ft) DL LL Top Bottom 1.000 3.08 V 5.82 No No 7.000 3.08 ✓ 5.82 ` No No 13.000 3.08 v 5.82- No No 19.000 3.08 5.82" No No LINE LOADS(klft): Load Dist(ft) DL LL 1 0.000 0.036 0.000 24.250 0.036 0.000 2 0.000 0.278 0.230' 24.250 0.278 0.230 SHEAR Max V(DL+LL)=27.51 kips fv=5.86 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip-fl ft ft fb Fb fb Fb Center Max+ 151.5 13.0 0.0 1.00 32.17 33.00 32.17 33.00 Controlling 151.5 13.0 0.0 1.00 32.17 33.00 --- --- REACTIONS(kips): Left Right DL reaction 11_05 8.89 Max+LL reaction 16.46 12.38 Max+total reaction 27.51 21.27 DEFLECTIONS: Dead load(in) at 12.13 ft = -0.492 IJD = 592 Live load(in) at 12.13 ft = -0.711 IiD = 409 Net Total load(in) at 12.13 ft = -1.203 LlD = 242 - , Gravity Beam Design -0. l6 ots-eZ RA RAM SBeam v3.0.1 'NT Licensed to; Schoder Rivers Associates 'lam'& 01/03/08 18:56:18 STEEL CODE:ASD 9th Ed. SPAN INFORMATION(ft): I-End(0 00,0.00) End(16.00,0.00) Beam Size(Optimum) _ W14X22 Fy = 50.0 ksi Total Beam Length(ft) = 16.00 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) T I. Top Bottom 2.000 Q.56 4 No No 8.000 3.08 5.82 No No 14.000 3.08 5.82 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.022 0.000 16.000 0.022 0.000 2 0.000 0.278 0.230 16.000 0.278 0.230 SHEAR: Max V(DL+LL)=17.40 kips fv=5.81 ksi Fir=18.96 ksi MOMENTS: Span Cond Moment @a Lb Cb Tension Flange Compr Flange kip-ft ft ft lb Fb fb Fb Center Max+ 68.9 8.0 0.0 1.00 28.50 33.00 28.50 33.00 Controlling 68.9 8.0 0.0 1.00 28.50 33.00 --- --- REACTIONS(kips): Left Right DL reaction 6.57 6.96 Max+LL reaction 9.71 10.45 Max+total reaction 16.28 17.40 DEFLECTIONS: Dead load(in) at 8.00 ft = -0.208 VD = 922 Live load (in) at 8.00 ft = -0.307 L/D = 624 Net Total load(in) at 8.00 ft = -0.516 L/D = 372 cG �_ et .1 ! v I. v III * 1 li&I p - / o .1) ' tip „xi; °it' 1 ? Fi'' corr` ta_ It /, .„ a ,/, id up ., to. /5 ' /e',F 7-zi_‘' /44,:t4 f 1 7) ' / y ) z.,. .,9--L 5 3 k--. Zia fi-f 7 zyxGg ati rK t- dc4,----- 7\ ._,_ k.,, ,,,f, , .,n, 3 jOiti 1 ; 5,-(0r-7 A- 1,7-'vi i .. Fs 1,i 0 , 0, pti' h V 1 = (6 4/-',_ Y 5, 8g7`4IS `' (4L.; 0 17 755C w -7 & 5z, � 17 qt" /ram ri4t,/. 44- tz-ig,t,./0 ..-/ Gravity Beam Design G.e) o6ye RAIN RAM SBeam v3.0.1 ,MERNA17CJhAL Licensed to: Schoder Rivers Associates 01/03/08 19:12:38 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I End (0.00,0.00) J-End(38.75,0.00) Beam Size(User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length(ft) = 38.75 Cantilever on right(ft) = 5.00 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top Bottom 3.750 2.05 5.04 No No 9.750 3.08 7.56 No No 15.750 3.08 7.56 No No 21.750 3.08 7.56 No No 27.750 3.08 7.56 No No 33.740 3.08 7.56 No No 38.740 11.05 16.46 No No 27.750 0.64 1.19 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.076 0.000 33.750 0.076 0.000 2 33.750 0.076 0.000 38.750 0.076 0.000 3 30.000 0.278 0.230 33.750 0.278 0.230 4 33.750 0.278 0.230 38.750 0.278 0.230 SHEAR: Max V(DL+LL)=43.94 kips fv=4.18 ksi Fy=20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip-ft ft ft lb Fb lb Fb Center Max+ 238.1 15.8 0.0 1.00 16.23 33.00 16.23 33.00 Max- -144.6 33.8 33.8 1.75 9.86 30.00 9.86 13.26 Right Max- -144.6 33.8 5.0 1.00 9.86 33.00 9.86 33.00 Controlling -144.6 33.8 33.8 1.75 -- --- 9.86 13.26 REACTIONS (kips): Left Right DL reaction 6.99 27.53 Max+LL reaction 18.18 46.84 Max-LL reaction -2.52 0.00 Max+total reaction 25.17 74.37 DEFLECTIONS: Fil Gravity Beam Design (..DC ,6z RAM RAM SBeam v3.0.1 Page 2/2 INTERNATUNK Licensed to: Schoder Rivers Associates 01/03/08 19:12:38 Center span: Dead load(in) at 16.54 ft = -0.165 LAD = 2457 Live load(in) at 16.54 ft = -0.597 L/D = 678 Net Total load(in) at 16.54 ft = -0.762 L/D = 531 Right cantilever: Dead load(in) = 0.028 L/D = 4360 Pos Live load(in) = -0.156 LID = 771 Neg Live load(in) = 0.285 LAD = 421 Pos Total load(in) _ -0.128 L/D = 937 Neg Total load(in) = 0.313 LID = 384 Gravity Beam Design Ul I „, RA 1 RAM SBeam v3.0.1 � ., • Licensed to: Schoder Rivers Associates 6_,,C) `/1 (//7 11/07/07 14:24:0: STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I End(0.00,0.00) J End(29.50,0.00) Beam Size(User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length(ft) = 29.50 ✓ Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL )op Bottom 3.750 1.40 ✓ 5.04 No No 9.750 2.08 `''' 7.56 f No No 15.750 2.08 e/ 7.56'/ No No 21.750 2.08 ✓ 7.56✓ o No 27.750 1.01 ' 4.9017 No No LINE LOADS(kilt): Load Dist (ft) DL LL 1 0.000 0.050 0.000 29.500 0.050 0.000 SHEAR: Max V(DL+LL)=22.54 kips fv=3.53 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 176.5 15.8 0.0 1.00 23.83 33.00 23.83 33.00 Controlling 176.5 15.8 0.0 1.00 2183 33.00 --- --- REACTIONS(kips): Left Right DL reaction 4.92 5.19 Max+LL reaction 15.26 17.35 Max+total reaction 20.18 22.54 DEFLECTIONS: Dead load(in) at 14.75 ft = -0.276 L/D = 1283 Live load(m) at 14.75 ft = i : 9 L/D = 403 Net Total load(in) at 14.75 ft = -1.155 LID = 307 - 2 G147 77 0 �• n _ L �I /0 iir-i_ Gravity Beam Design aG RAN RAM SBeam v3.0.1 t� INTERNIAIMA4 Licensed to: Schoder Rivers Associates ( .) /-ii 11/07/07 14:26:01 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): 1-End(0.00,0.00) .I-End(22.00,0.00) Beam Size(User Selected) = W14X26 Fy = 50.0 ksi Total Beam Length(ft) = 22.00 I. . POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top �ottom 20.500 5.20v' 17.40 VYes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.026 0.000 22.000 0.026 0.000 SHEAR: Max V(DL+LL)=21.35 kips fir=6.02 ksi Fir=20.00 ksi MOMENTS: Span Cond Moment @a Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 32.0 20.5 20.5✓' 1.75 10.88 30.00 10.88 12.97 Controlling 32.0 20.5 20.5 1.75 -- --- 10.88 12.97 REACTIONS(kips): Left Right DL reaction 0.64 5.13 Max+LL reaction 1.19 16.21 Max+total reaction 1.83 ✓ 21.35 t/ DEFLECTIONS: Dead load(in) at 12.21 ft = -0.078 L/D = 3406 Live load(in) at 12.54 ft = � ` LID = 1349 Net Total load(in) at 12.54 ft = -0.273 LID = 967 I 5 , ___:. I go // oi/,5_ TETh_Z 3& i i (d,Lt ta ` GG �6 ‘ii 4P1 Z- Si07 - G L1, ,, u44) t/ a�L Gb 17,5 /z (3 'c, 7,-c.✓�� --9,75- ,74,,s i.11 Y 9,217 Z,yy 1/' 6/ 1 q.qq ,A64,1) L'- � = z Z g � Z,, > ) 81 � . ` Viz, ,--- e� P. P �. e 1 -1, - J, L l ILL- P 3 / w - 278 7 25 rr-.- L ..r T /z, 4''1-4,4 / x4/6. = 2/9 - -= .7,-5- .,%t L ' /- 7;74 />,- C .Syy - / 6 /4./ _ P , x /,', =-7,13i 1 Gravity Beam Design �o %-26-7 RAIN RAM SBeam v3.0.1 (Y‘14 ) GG 1KriERNIATICMLicensed to: Schoder Rivers Associates 01/03/08 18:58:1 c STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I End(0.00,0.00) J-End(37.50,0.00) Beam Size(User Selected) = W24X84 Fy = 50.0 ksi Total Beam Length(it) = 37.50 Cantilever on left(ft) = 4.00 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top Bottom 0.001 6.96 10.45 No No 4.010 3.08 5.82 No No 10.000 3.08 5.82 No No 16.000 3.08 5.82 No No 22.000 3.08 7.56 No No 28.000 3.08 7.56 No No 34.000 2.44 5.99 No No LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.084 0.000 4.000 0.084 0.000 2 4.000 0.084 0.000 37.500 0.084 0.000 3 0.000 0.278 0.230 4.000 0.278 0.230 4 4.000 0.278 0.230 17.500 0.278 0.230 SHEAR: Max V(DL+LL)=39.84 kips fv=3.52 ksi I+'v=20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Left Max- -74.4 4.0 4.0 1.00 4.55 33.00 4.55 33.00 Center Max+ 251.9 22.0 0.0 1.00 15.42 33.00 15.42 33.00 Max- -74.3 4.0 33.5 1.75 4.55 30.00 4.55 15.05 Controlling 251.9 22.0 0.0 1.00 15.42 33.00 --- REACTIONS(kips): Left Right DL reaction 23.87 8.95 Max+LL reaction 35.75 18.60 Max-LL reaction 0.00 -1.30 Max+total reaction 59.62 27.55 DEFLECTIONS: 49 Gravity Beam Design ril -„, o'4 rc2 RAID RAM SBeam v3.O.1 Page 2/2 Wr Licensed to: Schoder Rivers Associates 01/03/08 18:58:19 Left cantilever: Dead load(in) = 0.071 LID = 1349 Pos Live load(in) _ -0.055 LID = 1752 Neg Live load(in) = 0.186 LID = 516 Neg Total load(in) = 0.257 LID = 373 Center span: Dead load(in) at 20.92 ft = -0.227 LID = 1773 Live load(in) at 20.92 ft = -0.491 LID = 818 Net Total load(in) at 20.92 ft = -0.718 LID = 560 Gravity Beam Design QG� RAN RAM SBeam v3.0.1 NrENAToNAL Licensed to: Schoder Rivers Associates `/MO 01/03/08 19:04:30 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) .I-End(34.71,0.00) Beam Size(Optimum) _ W18X65 Fy = 50.0 ksi Total Beam Length(ft) = 34.71 Cantilever on left(ft) = 4.50 Cantilever on right(ft) = 4.00 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist (ft) DL LL Top Bottom 0.654 3.21 5.86 No No 6.654 3.21 5.86 No No 12.654 3.21 5.86 No No 18.654 3.21 5.86 No No 24.654 3.21 5.86 No No 30.654 2.14 3.19 No No 32.654 1.61 2.93 No No 0.000 8.89 12.38 No No 34.708 6.57 9.71 No No LINE LOADS(kIft): Load Dist(ft) DL LL 1 0.000 0.065 0.000 4.500 0.065 0.000 2 0.000 0.278 0.230 4.500 0.278 0.230 3 4.500 0.065 0.000 30.708 0.065 0.000 4 4.500 0.278 0.230 30.708 0.278 0.230 5 30.708 0.065 0.000 34.708 0.065 0.000 6 30.708 0.278 0.230 34.708 0.278 0.230 SHEAR: Max V(DL+LL)=32.92 kips fir=3.98 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Left Max- -136.4 4.5 4.5 1.00 13.99 33.00 13.99 33.00 Center Max+ 137.7 18.7 0.0 1.00 14.12 33.00 14.12 33.00 Max- -136.4 4.5 26.2 1.24 13.99 30.00 13.99 14.70 Right Max- -78.5 30.7 4.0 1.00 8.05 33.00 8.05 33.00 Controlling -136.4 4.5 26.2 1.24 --- --- 13.99 14.70 roGravity Beam Design RAN RAM SBeam v3.0.1 Page 2/2 ITKA. Licensed to: Schoder Rivers Associates 01/03/08 19:04:30 REACTIONS(kips): Left Right DL reaction 26.42 20.74 Max+LL reaction 38.83 31.50 Max-LL reaction -1.77 -3.07 Max+total reaction 65.26 52.25 DEFLECTIONS: Left cantilever: Dead load(in) _ -0.013 LID = 8378 Pos Live load(in) = -0.257 LID = 421 Neg Live load(in) = 0.226 L/D = 477 Pos Total load(in) _ -0.269 LID = 401 Neg Total load(in) = 0.213 LID = 506 Center span: Dead load(in) at 17.74 ft = -0.088 LID = 3578 Live load (in) at 17.74 ft = -0.408 La(D = 770 Net Total load(in) at 17.74 ft = -0.496 LID = 634 Right cantilever: Dead load(in) = 0.018 L/D = 5222 Pos Live load(in) = -0.182 LID = 529 Neg Live load(in) = 0.197 L/D = 487 Pos Total load(in) = -0.163 L/D = 588 Neg Total load(in) = 0.215 IA) = 446 tilt ..._t=�_;_ , gft9 /3 i f ys✓T ! �/l / '/ r' " i - /0,0P"' / / -l-,'c./ //-/iz 4. Gravity Beam Design ytiG2 RA , RAM SBeam v3.0.1 041 Licensed to: Schoder Rivers Associates 10/30/07 10:31:59 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I End(0.00,0.00) J-jnd(21.00,0.00) Beam Size(User Selected) = W18X76 ,/ Fy = 50.0 ksi Total Beam Length(ft) = 21.00 t..-' Cantilever on right(ft) = 4.63 t7. POINT LOADS(kips): Flange Bracing Dist (ft) DL LL Top Bottom 21.000 V 6.55'738.83 " Yes No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.076 0.000 16.375 0.076 0.000 2 16.375 0.076 0.000 21.000 0.076 0.000 SHEAR: Max V(DL+LL)=65.73 kips fv=8.50 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max- -303.2 16.4 16.4 1.75 24.92 30.00 24.92 30.00 Right Max- -303.2 16.4 4.6 1.00 24.92 33.00 24.92 33.00 Controlling -303.2 16.4 16.4 1.75 24.92 30.00 --- --- REACTIONS (kips): Left Right DL reaction -6.93 35.07 Max+LL reaction 0.00 49.80 Max-LL reaction -10.97 0.00 Max+total reaction 4.93 84.87 Max-total reaction -17.89 35.07 DEFLECTIONS: Up I..;4:1 Center span: Dead load(m) at 9.50 ft = 0.092 L/D = 2132 Live load(in) at 9.50 ft = 0.138 L/D = 1420 Net Total load(in) at 9.50 ft = 0.231 L/D = 852 Right cantilever: Dead load(in) = -0.176 LID = 629 v Pos Live load(in) = -0.260 LID = 426 V Pos Total load(in) = -0.437 LID = 254 rt/41''----•6-li- I pc 10, / ) -- r m Z 7s2f (Li; , A - 76;/5\/ 7:44 . . . vLe "Lc,_ . c '77 A 736e v 7 c /'s `I TV "= 7 /V � — � 1 T �` .-lam 5- ,k�� j ` f� 7 �`,,� c f/fl L - VI- _ 215'v 41 /r; '/ y zJ,7s Gravity Beam Design in R � RAM SBeam v3.0.1 p�.gaz I'T : Licensed to: Schoder Rivers Associates U( Ln 4.9z 5iv�✓ 11/07/07 14:42:47 STEEL CODE:ASD 9tb Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) .I-End(27.27,0.00) Beam Size(Optimum) = W18X40 Fy = 50.0 ksi Total Beam Length(ft) = 27.27 V Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top Bottom 1.000 0.15 0.00 .�To No �/ 12.854 2.00 t✓7.15 No No 18.854 2.12 4/ 7.55✓ No No 23.854 1.59 V 5.67✓ No No LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.040 0.000 27.270 0.040 0.000 2 0.000 0.572/ 0.981 - 8.000 0.572 0.981 SHEAR: Max V(DL+LL)=20.02 kips fv=3.55 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 142.3 12.9 0.0 1.00 24.96 33.00 24.96 33.00 Controlling 142.3 12.9 0.0 1.00 24.96 33.00 -- --- REACTIONS(kips): Left Right DL reaction 6.51 5.02 Max+LL reaction 13.52 14.70 Max+total reaction 20.02 19.72 DEFLECTIONS: Dead load(in) at 13.63 ft = -0.283 L/D = 1155 Live load(u) at 13.77 ft = -0.764 LID = 429 Net Total load(in) at 13.77 ft = -1.047 1.113 = 313 • 1q Lam = v, r- •//• -/ io? L‘e_' ' 1//. z , y, /.gy. '_ 2 • ii ..J , ,/ . 1, • 1/ 3 Gravity Beam Design is i` RAM SBeam v3.0.1 GG P Licensed to: Schoder Rivers Associates 10/30/07 10:58:3 F STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) .1l-End(23.83,0.00) Beam Size(Optimum) = W18X31,7 Fy = 50.0 ksi Total Beam Length(ft) = 23.83 Top flange braced by decking. LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.035 0.000 23.830 0.035 0.000 2 0.000 0.727 f 1.036 V 23.830 0.727 1.036 SHEAR: Max V(DL+LL)=21.42 kips Iv=4.24 ksi Fy= 19.13 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 127.6 11.9 0.0 1.00 26.59 33.00 26.59 33.00 Controlling 127.6 11.9 0.0 1.00 26.59 33.00 --- --- REACTIONS(kips): Left Right DL reaction 9.08 9.08 Max+LL reaction 12.34 12.34 Max+total reaction 21.42 21.42 DEFLECTIONS: Dead load(in) at 11.91 ft = -0.374 L/D = 765 Live load(in) at 11.91 ft = -0.508 L/D = 563 Net Total load(in) at 11.91 ft = -0.882 L/D = 324 4 • E ' ' - g-fi'l -k , , /4 a / 7 /3‘ ' •- - .-----. ----i- C.. -.,-�. --, ii - se , 7e, _ M 7 t- � /P. _ 7 lam'/ , g, fig 1 "" ° r`tl11 xZ <83f 7 <5G& _' /2 �/ t- / r , ,pc 1 Gravity Beam Design RAMRAM SBeam v3.0.1 CV rK Licensed to: Schoder Rivers Associates ii r u P 10/30/07 11:08:18 STEEL CODE:ASD 9th Ed. SPAN INFORMATION(ft): I End(0.00,0.00) J d(35.38,0.00) Beam Size(User Selected) = W24X68 4 Fy = 50.0 ksi Total Beam Length(ft) = 35.38 ✓. Cantilever on right(ft) = 4.50 t. , Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist (ft) DL LL Top Bottom 35.375 c., 9.08 ,-- 12.34L---No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.068 0.000 30.880 0.068 0.000 2 0.000 0.727'- 1.036 30.880 0.727 " 1.036 3 30.880 0.068 0.000 35.380 0.068 0.000 4 30.880 0.727 r 1.036 35.380 0.727 7' 1.036 SHEAR: Max V(DL+LL)=32.00 kips fv=3.42 ksi Fv= 19.79 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 194.5 14.6 0.0 1.00 15.16 33.00 15.16 33.00 Max- -114.8 30.9 30.9 1.75 8.95 30.00 8.95 12.55 Right Max- -114.8 30.9 4.5 1.00 8.95 33.00 8.95 33.00 Controlling -114.8 30.9 30.9 1.75 - - 8.95 12.55 REACTIONS(kips): Left Right DL reaction 10.70 26.52 Max+LL reaction 16.00 35.13 Max-LL reaction -2.14 0.00 Max+total reaction 26.69 61.66 DEFLECTIONS: Center span: Dead load(in) at 15.13 ft = -0.212 LID = 1745 Live load(in) at 15.13 ft = -0.399 LAD = 928 Net Total load(in) at 15.13 ft = -0.612 LAD = 606 Right cantilever: Dead load(in) = 0.059 L/D = 1831 Pos Live load(in) = -0.113 LID = 952 Neg Live load(in) = 0.186 LID = 580 Gravity Beam Design !z r ,ram U 1 RAM SBeam v3.0.1 Page 2/2 INITERNATICNALLicensed to: Schoder Rivers Associates 10/30/07 11:08:18 Right cantilever: Pos Total load(in) = -0.054 LA) = 1985 Neg Total load(iin) = 0.245 lID = 440 Gravity Beam Design GGrori RAN RAM SBeam v3.0.1t ,14 ' ^r Licensed to: Schoder Rivers Associates / - -17 10/30/07 11:08:4c STEEL CODE:ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) .1-End(35.38,0.00) Beam Size(User Selected) = W24X68 Fy = 50.0 ksi Total Beam Length(ft) = 35.38 Cantilever on right(ft) = 4.50 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist (ft) DL LL Top Bottom 35.375 7.36 12.34 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.068 0.000 30.880 0.068 0.000 2 0.000 0.727 1.036 30.880 0.727 1.036 3 30.880 0.068 0.000 35.380 0.068 0.000 4 30.880 0.727 1.036 35.380 0.727 1.036 SHEAR: Max V(DL-ELL)=31.74 kips fv=3.40 ksi I«v=19.79 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 198.2 14.7 0.0 1.00 15.45 33.00 15.45 33.00 Max- -107.1 30.9 30.9 1.75 8.34 30.00 8.34 12.55 Right Max- -107.1 30.9 4.5 1.00 8.34 33.00 8.34 33.00 Controlling -107.1 30.9 30.9 1.75 --- 8.34 12.55 REACTIONS(kips): Left Right DL reaction 10.95 24.55 Max+LL reaction 16.00 35.13 Max-LL reaction -2.14 0.00 Max+total reaction 26.94 59.69 DEFLECTIONS: Center span: Dead load(in) at 15.13 ft = -0.227 LID = 1631 Live load(in) at 15.13 11 = -0,399 LID = 928 Net Total load(in) at 15.13 ft = -0.626 LID = 592 Right cantilever Dead load in = 0.072 LID = 1493 Pos Live load(in) = -0.113 L1I) = 952 Neg Live load(in) = 0.186 LID = 580 Gravity Beam Design 0 Rut RAM SBeam v3.0.1 Page 2/2 IhrrE"MNAI Licensed to: Schoder Rivers Associates 10/30/07 11:08:49 Right cantilever; Pos Total load(in) _ -0.041 LID = 2632 Neg Total load(m) — 0_259 LID = 418 4,, a • , _ _ . • _ _ , • I3 2 • 4 /71 uti et✓vi1 7 Aft- I Gravity Beam Design (62.20.,p,--- li RA RAM SBeam v3.0.1 - °\ Licensed to: Schoder Rivers Associates �./ 10/30/07 11:16:1 F STEEL CODE:ASD 9th Ed. SPAN INFORMATION(ft): 1-End(0.00,0. ) J-End(34.21,0.00) Beam Size(User Selected) = W24X68 Fy = 50.0 ksi Total Beam Length(ft) = 3421 -vr Cantilever on left(ft) = 4.50 Cantilever on right(ft) = 5.00 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL r.Top Bottom _ 0.000 9.08 12.347 No No p v �� t; 1 t(/;11 b- n' 1i.` 34.208 6.44 12.05 No No .-- Cr G LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.068 0.000 4.500 0.068 0.000 2 0.000 0.727 1.036 4.500 0.727 1.036 3 4.500 0.068 0.000 29.208 0.068 0.000 4 4.500 0.727 1.036 29.208 0.727 1.036 5 29.208 0.068 0.000 34.208 0.068 0.000 6 29.208 0.727 1.036 / 34.208 0.727 1.036 J SHEAR: Max V(DUI-IL)=29.66 kips fir=3.17 ksi INF= 19.79 ksi MOMENTS: Span Concl Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Left Max- -114.9 4.5 4.5 1.00 :.96 33.11 .96 33.0 Center Max+ 94.3 17.0 0.0 1.00 .34 33.00 7.34 33.00 Max- -115.3 29.2 24.7 1.00 8.99 30.00 8.99 10.02 Right Max- -115.3 29.2 5.0 1.00 8.99 33.00 8.99 33.00 Controlling -115.3 29.2 24.7 1.00 -- 8.99 10.02 REACTIONS(kips): Left Right DL reaction 22.76 19.97 Max+LL reaction 32.47 32.99 Max-LL reaction -2.96 -2.67 Max+total reaction 55.23 52.96 DEFLECTIONS: Gravity Beam Design Fa nE aGpz/ RAN RAM SBeam v3.0.1 Page 2/2 Licensed to: Schoder Rivers Associates 10/30/07 11:16:18 Left cantilever: Dead load(in) = -0.022 LID = 5020 Pos Live load(in) _ -0.138 L/D = 784 Neg Live load(in) = 0.095 L/D = 1132 Pos Total load(in) _ -0.159 L/D = 678 Neg Total load(in) = 0.074 LID = 1462 Center span: Dead load(in) at 16.98 ft = -0.013 LID = 23557 Live load(in) at 16.85 ft = 0.173 L/D = 1714 Net Total load(in) at 16.98 ft = -0.176 L/D = 1682 Right cantilever: Dead load (in) _ -0.019 LID = 6428 Pos Live load (in) = -0.161 1.1D = 744 Neg Live load(in) = 0.106 LID = 1132 Pos Total load(in) _ -0.180 LID = 666 Neg Total load (in) = 0.087 VD = 1374 i . Hic /0-- .� i z `7- 75 G 1 fir. w' �ry� ' f' 7 L r . q 4 t � t/ / 3 • • / f/ J ✓ • 1 , s ' f 6 er L G ,./_ 7n / , i =/7,4.1. CIS 6 -4Y' LLjbGc.� t:),6, �, so�l� ff �• `' -- - �l/L-sue_- - - -- 1 F' '` �,✓' -z - - vim" 4. v /-- [el //of�' Ag 7 l 4 A k - 2 E _/ y- - \ j , , . , 1 1 ,../ „ , , 1 ..,.z.„ 4,__ )e,,ii,,,177 , , , , -.,,„ez, ../4./ 1 f,,. . fA-/-) '>.i'hi _i- -_ -,- -' /c'—'°f A -,11P .p , } , / ' [ ' - 't' 4/ii 1 cf/e/,,,ef/ ,[cki_i,6. .8_ 1_,A)2- ' . ) ' Tube Steel Column Design Date: 1/3/08 (ASD) Designer.DWE Checker Project : Golden Corral File Name: - SRA Job#: Col. Location: b4 Load Discription: i Hollow Section*: HSSB l8 Axial IL: 49.00 k Axial UBL x: 17.40' ex: 2.89 inA2 Axial UBL y: 17.40' ey: 2.38 in^2 1 Bending UBL x: 17.40' Fy: 46 ksi 1---� Bending UBL y: 17.40' E: 29000 ksi z As: 11.70 in"2 kx: 1.0 d: 0.00" ky: 1.0 •, rx: 2.17" Cc: 111.5 e �, Z 5 ry: 2.17" e� " r Sxx: 18,40 in"3 Syy: 18.40 in"3 1-7 X-X Direction Y-Y Direction Z Z KUr 96.2 KUr 96.2 Fa 15.1 ksi ok Fa 15.1 ok M: 142kin M: 117kin 17yy,75- Fb: 30.4 ksi ok Fb: 30.4 ksi ok e�: fb: 7.7 ksi fb: 6.3 ksi if Fe: 16.1 ksi Fie: 16.1 ksi % Z‘irI Effective Fa: 15.1 ksi fa: 4.2 ksi V Z2 y,7 5 Cc: 111.5 �� Eqn. H1-1** : 0.90 e 1.0, OK y 3C( Eqn. H1-2 : 0.61 < 1.0, OK Eqn. H1-3 : 0.74 (Eqn. H1-3 not allowed) *-9th Ed. ASD has some tubes that are no longer in the steel manual **-Cm assumed to be 1.0 i _ski% - r fr t y — ,1„ > /q17— 2 t 04 dl Ems_ _ e L. B -- f ely, z 7 3 i'z ".-'S ,"z� / L xi ( i‘141-‘ ' Lek 1 1I, .'' � tU 1,1/ z 9 - l i` , . Z 1- L 70 lb V ' ' ' ' ' . ' , 111/, ' , y , 1. vitk / A. ,//cZ- ",z, tiz/-1) , -5 ,,,E../- : / I t 1/'' ---- 4...... g ��' � `3 Z $5 Vi,1 v z I 75 x3 d,zrvv _p J � Ly��ti yvi._. ._ , . )_. . __ . 77E dGf Tube Steel Column Design Date: 1/3/08 (ASD) Designer:OWE Checker. Project : Golden Corral File Name: - SRA Job#: Col. Location: L4, L2 Load Discription: Hollow Section*: HSS4x4x1/2 Axial TL: 25.00 k / Axial UBL x: 14.20' ex: 2.00 inA2 Axial UBL y: 14.20' ey: 0.00 in^2 Bending UBL x: 14.20' Fy: 46 ksi Bending UBL y: 14.20' E: 29000 ksi As: 6.02 in"2 kx: 1.1 d: 0.00" ky: 1.1 rx: 1.41" Cc: 111.5 ry: 1.41" Sxx: 5.97 in"3 Syy: 5.97 in3 X-X Direction Y-Y Direction KUr 132.9 KUr 132.9 Fa 8.4 ksi ok Fa 8.4 ok M: 50 k-in M: 0 k-in Fb: 30.4 ksi ok Fb: 30.4 ksi ok fb: 8.4 ksi fb: 0.0 ksi Fie: 8.4 ksi Pe: 8.4 ksi Effective Fa: 8.4 ksi fa: 4.2 ksi Cc: 111.5 / Eqn. H1-1** : 1.03 No Good, Increase col. size. Eqn. H1-2 : 0.43 < 1.0, OK Eqn. H1-3 : 0.77 (Eqn. H1-3 not allowed) *-9th Ed.ASD has some tubes that are no longer in the steel manual **-Cm assumed to be 1.0 dc_ Tube Steel Column Design Date: 1/3/08 (ASD) Designer:DWE Checker: Project : Golden Corral File Name: - SRA Job#: Col. Location: a2,a4 Load Discription: Hollow Section*: HSS4x4x1/2 Axial IL: 24.70 k Axial UBL x: 14.04' ex: 2.85 in"2 Axial UBL y: 12.75' ey: 0.00 in^2 Bending UBL x: 14.04' ' Fy: 46 ksi Bending UBL y: 12.75' E: 29000 ksi As: 6.02 inA2 kx: 1.0 d: 0.00" ky: 1.0 rx: 1.41" Cc: 111.5 ry: 1.41" Sxx: 5.97 inA3 Syy: 5.97 in^3 X-X Direction Y-Y Direction KUr 119.5 KLfr 108.5 Fa 10.4 ksi ok Fa 12.6 ok M: 70k-in M: 0kin Fb: 30.4 ksi ok Fb: 30.4 ksi ok fb: 11.8 ksi fb: 0.0 ksi F'e: 10.4 ksi F'e: 12.7 ksi Effective Fa: 10.4 ksi fa: 4.1 ksi Cc: 111 A e ^ Eqn. H1-1** : 1.03 No Good, increase col. size. Eqn. H1-2 : 0.54 c 1.Q, OK Eqn. H1-3 : 0.78 (Eqn. HI-3 not allowed) *-9th Ed. ASD has some tubes that are no longer in the steel manual -Cm assumed to be 1.0 Tube Steel Column Design Date: 11/7/07 (ASD) Designer.DWE Checker: Project : golden corral File Name: - SRA Job#: 06-802 Col Location: ext col w/wind, grid a Load Discription: Hollow Section*: HSS4x4x1/2 Axial IL: 24.70 k Axial UBL x: 15.54' ex: 1.78 in^2 Axial UBL y: 12.75' ey: 0.00 in^2 Bending UBL x: 15.54' Fy: 46 ksi Bending UBL y: 12.75 E: 29000 ksi As: 6.02 inA2 kx: 1.0 d: 0.00" ky: 1.0 rx: 1.41" Cc: 111.5 Ty: 1.41" Sxx: 5.97 in^3 Syy: 5.97 in"3 X-X Direction Y-Y Direction KUr 132.3 KUr 108.5 Fa 8.5 ksi ok Fa 12.6 ok M: 44 k-in M: 0 k-in Fb: 30.4 ksi ok Fb: 30.4 ksi ok fb: 7.4 ksi fb: 0.0 ksi F'e: 8.5 ksi F'e: 12.7 ksi Effective Fa: 8.5 ksi fa: 4.1 ksi Cc: 111.5 Eqn. H1-1** : 0.95 < 1.0, OK Eqn. H1-2 : 0.39 < 1.0, ©K Eqn. H1-3 : 0.72 (Eqn. H1-3 not allowed) *-9th Ed.ASD has some tubes that are no longer in the steel manual -Cm assumed to be 1.0 0Z . .. __ „ , . „701I k- __ /h�' GxG 3 ,'- ,x - 3y . x 7.`�Lx /G / ( y / "- /G its .l L = ' � C lr X° Tube Steel Base Plate Design Date: ######## (ASD) Designer DINE Checker. Project: File Name: SRA Job#: Co!. Location: a input Data: B= 12" Axial Load P= 62.0 k N = 12" fG= 3ksi Tube Section: HSS6x6x1/4 d= 6.00" fy= 36 ksi 4= 6.00" Moment= 0.00 k-ft Pier Area= 576.0 inA2 Input for Moment Base Plates: A' fit'= 10.50" a= 1.50" A'= 4.50" b= 1.50" < ? Aosta= 144.0 in2 F = 2.10 ksi m= 3.15 o b fp= 0.431 ksi n = 3.15 tpLe= 0.689 in. e= 0.00 in. Small Eccentricity critical section= 3.150 in. 0.7 ft=,-'2.10 ksi f� = 0.43 ksi 0.35 fc(A2IA = 2.10 ksi f2= 0.43 ksi J,�' FP= 2.10 ksi Small Eccentricity Design Lame Eccentricity Design 0 f= 132.3 ksi 0.923955483 A= 2.273 in. T= -33.36 kips Mite= 0.00 in-kips/in. M = 5.65 in-kips/in. -8.34 in-kips/in. tplate= 0.00 (fn. tplge= 1.12 in. 67, 8zi; Tube Steel Base Plate Design Date: ### ### (ASD) Designer: DVVE Checker: Project : File Name: SRA Job#: Cot. Location: Input Data: B= 12" Axial Load P= 84.9 k N = 12" fc= 3ksi Tube Section: 1-ISS6x6x1/4 d= 6.00" f y= 36 ksi bf= 6.00" Moment= 0.00 k-ft Pier Area= 576.0 inA2 Input for Moment Base Plates: = 10.50" a= 1.50" A' = 4.50" b= 1.50" < N > Ape= 144.0 in2 y Fp= 2.10 ksi m= 3.15 a f = 0.590 ksi n= 3.15 tphde= 0.806 in. e= 0.00 in. Small Eccentricity critical section= 3.150 in. 0.7 2.10 ksi f1 = 0.59 ksi 0.35 f, ' +A1)1'= 2.10 ksi f2= 0.59 i FP= 2.10 ksi Small Eccentricity Design .rge Eccentricity Design 0 f= 132.3 ksi 0.652961248 A= 3.216 in. j T= -44.38 kips Mpfate= 0.00 in-kips/iV = 7.05 in-kips/in. = -11.09 in-kips/in. tplate = 0.00 in. tome= 125 in. f'G fie' Tube Steel Base Plate Design Date: (ASD) Designer. DWE Checker . //` Project : File Name: SRA Job#: Cot. Location: Input Data: B= 7.5" Axial Load P= 24.0 k C Z N = 10" fc= 3ksi Tube Section: l-1SS4x4x3/8 d= 4.00" fY= 36 ksi bt= 4.00" Moment= 0.00 k-ft Pier Area= 576.0 in"2 Input for Moment Base Plates: A' N' = 8.50" a= 1.50" A' = 3.50" b= 1.50" Ape= 75.0 in2 < > Fp= 2.10 ksi m= 3.1 fp= 0.320 ksi n= 1.85 T tome 0.585 in. e= 0.00 in. Small Eccentricity critical section= 3.100 in. 0.7 f,= 2.10 ksi t = 0.32 ksi 0.35 fE (A2/At}112= 2.91 ksi f2= 0.32 ksi Fp= 2.10 ksi Small Eccentricity Design Large Eccentricity Design 0 f= 66.9375 ksi 1.586575914 A= 1.324 in. T= -13.58 kips Moat,= 0.00 in-kips/in. , ItIplatte= 2.29 in-kips/in. More= -3.39 in-kips/in. twat,= 0.00 in. tpbte= 0.71 in. Interior Square Spread Footings Date: ## # (ACt Designer: DWE Checker: Project : \ File Name: - SRA Job#: 4 0,-7 Column Location: Axial TL= 85 k d= 8.625 in Footing Dim.= 6.00' q = 2.36 ksf OK Sq. Pier Size= 12.0" q„= 3.78 ksf Ftg. Depth= 12.0" fu= 4000 psi fy 60000 psi %H 3.0 ksf Shear One-Way: Vu= 40.4 kips 0.85V„ 66.8 kips OK Two-Way: A 33.05 in2 Vu= 124.8 kips 0.85VR 153.0 kips OK Bending m= 17.65 Mu= 70.83 k-ft Req'd R„: 176.33 psi Req'd As Cale. As 1. 3(fu)1t2lfy 200bdlfy T&S 1.87 .49 1.96 2.07 1.56 Controlling As= 2.49 in2 No. #4 Bars- 13 No.#5 Bars- 9 No. #7 Bars- 5 No. #8Bars- 4 Bottom cover=3" Load factor for design with total load is 1.6. Critical section for bending taken at face of pier. Example based on Salmon&Wang Concrete Design page 819. Sq.pier size for steel columns directly supported by footing should be 1/2 between face col&edge base plate.(ACI 15 4.2) 6260,1 Interior Square Spread Footings Date: #ia1l # (ACI) Designer. DWE Checker. G `- Project : 1 File Name: - SRA.lob#: 1 ' Column Location: Axial TL= 24 k V/. d= 8.625 in Footing Dim.= 3.00' qot= 2.67 ksf OK Sq. Pier Size= 12.0" q„= 4.27 ksf Ftg. Depth= 12.0" tic= 4000 psi fy= 60000 psi gala„= 3.0 ksf Shear One-Way: Vy 3.6 kips 0.8514= 33.4 kips OK Two-Way: A 6.05 in2 Vu= 25.8 kips 0.85Vn= 153.0 kips OK Bending m= 17.65 11 ,= 6.40 k-ft Req'd Rn 31.86 psi Req'd AS Cato. As 1.33*AS 3(f is)1/2If, 200bcdify T& 0.17 0.22 0.98 1.04 .78 J Controlling As= 0.78 in2 No. #4 Bares= Cato. #5 Bars- 3 No. #6 Bars- 2 No.#7 Bars- 2 No. #8 Bars- 1 Bottom cover=3" Load factor for design with total load is 1.6. Critical section for bending taken at face of pier. Example based on Salmon&Wang Concrete Design page 819. Sq.pier size for steel columns directly supported by foam shod be 112 between face cal&edge base plate.(Act 15.42) • `� //f-? mac , - 4-,,T c- /ij; e "7. , , , , , • • At/X7 , • / 'a ( vL /Y ty. i 41 j�/4! P�t�f�7�r° 'aGlv�� E Z 72/7:3 /7611e /Z •5 9 � GyS __ czi "/ /91= yz ,� 0 44,e1li/(/° , ew l G✓ a ' h./ o ¢ 3 22 ¢ , —l- t L. p ,, 3 j /2 /1 ) f f = /ZLS = / 8 4 1 4 1--- >i‹. 2,09 T= Z9yzd- :3g, 9, I _/1 _ p _ <5-X 2/ !Joy -2) ( Z , z)'-lC/,,,, ,75 1, ,-- ( 3/y 7,yz\) x Z ,GcJ I COMPANY PROJECT 17,! :;/ �G g WoodWorks' Oct.31,2007 09:51:00 Column1 Design Check Calculation Sheet LOADS: ( or Fa) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Snow Axial 1793 (Eccentricity = 0.0 in, 2 Wind Full UDL 26 No 3 Dead Axial 988 (Eccentricity = 0.0 in ' MAXIMUM REACTIONS(Ibsj: • I Dead Live 126 126 Total 126 126 Lumber Stud,S-P-F(S),No,2,2x6" Spaced at 16'cfc; Pinned base;Loadface a v th(b);Ke x Lb:100 x 0( =0 00IftI;Ke x Ld:1.00 x 9.67==9.97[ft];Lateral support top=Lb,bum=Lb;Repetitive factor: applied where per itted(r!efer to once be Load :ASCE 7-95 SECTION vs.DESIGN CODE fjns-1 :(psi,and u ) Criterion =Analysis Value Design Value Analysis/Design Shear fv @d = 21 Fv' = 112 fv/Fv' = 0.18 Bending(+) fb = 482 Fb' = 1854 fb/Fb' = 0.26 Axial fc = 337 Fc' = 622 fc/Fc' = 0.54 Axial Bearing fg = 337 Fg' = 1403 fg/Fg' = 0.24 Combined (axia_ compression+ s_de load bending) Eq.3.9-3 = 0.50 Live Defl'n 0.22 = L/518 0.64 = L/180 0.35 Total Defl'n 0.22 = L/518 ` 0.64 = L/180 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 775 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4 Fv' = 70 1.60 1.00 1.00 (CH = 1.000) 4 Fcp'= 335 1.00 1.00 - Fc' = 1000 1.15 1.00 1.00 1_10 (Cp = 0_492) 2 Fc' = 1000 1.60 --combined comp. + bending-- (Cp = 0.376) 3 E' - 1.1 million 1.00 1.00 4 Fg' = 1220 1.15 1.00 2 Bending(+): LC# 4 = D+W, M = 304 lbs-ft Shear : LC# 4 = D+W, V = 126, V@d = 114 lbs Deflection: LC# 4 = D+W EI= 22.88e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Def1n_Live. Axial : LC# 2 = D+S, P = 2781 lbs Combined : LC# 3 = D+.75(S+W), CD= 1.60 (1 - fc/FcE) = 0.62 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropride for your application. tic 4/7., /6 4J 727,45 7,/,) Z7 ‘?7 F�s x 7694/ err z = 779' z 33 iGI d- 3 f al G _ I4y, /off liC 3U� 1,7Zo' = � y/ily ( cí x 'xZ-t/�, z)/ )4. z l( 3 0 3 / yss it h, , WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN -1)e ac,1-01 Bem4 Wamarftimcia Seer MEd Oct 31.2007 09:53:35 REACTION [lbs] Maximum... , P Uplift: -203 Q/M5 ;1 ti Bearing: 2419 7g& 2 ::' 7 02 XO3 + + + ! 1 1562 1566 1791 1789 2419 SHEAR [lbs] +V max: 2418 -V max: -1431 V design: -1431 LC# = 2 i 1 A A A 1 .A A A A i 1 t 1 i 1 e -1431 Design shear < maximum due to notching or loads ignored within distance 'd" of support. BENDING fibs-ft] ,- -14-1 max: 637 /,' 37 A ik LC# = 4 1 \ i ‘ -M design: -320 /LO# = 2 / / \ \ , // / I s ,. .2" 7 7 \ _--, --4 -320 Design moment < maximum when RI. or KD reduces capacity, making smaller moment critical. DEFLECTION [in] Max Live: 0 Max Total: 0 LC# = 2 /)b O , 7 t---A--6 A A A L____\ A A A \ / \ 1 \ / \-0 1 /-0 \0 a i-o , \ i , \ i \,, \ it 4 41rS • 0 st. 64" r a / 7,© / _ ,a) " 'L jam. k 1' r J. _ 3-1 0 '/ G j/�71 e ms 46/ 2,0 , /Li%Z Gve.,4 12( fl �I 60-11/4' ;e J '! ii 7G*% � GI r a '*" - .( " ''' G `""� IC" (L)LXIU..UN IINU O.Ott '� M T S V4"x 18" VL I BOTJLVL T / DET 14IS5 -vary c T1 7: IL,- _ A,. ...,..., I 1 N1 I I STRAPS TO ATTACH `m"7rw� T1 17 ,Q ihik, I HtI I H1 SHEAR W w�. SHEAR WALL•; 4" 1 I ITti'P)n 1SOLID BLOCKING PO " ) 6't 0 RIDGE (2)SIMPSON - I I a v� FIELD TRIM. , �c6 OU�ERS Q�,24 T1 � ABOVE SEAM S1FtAPSTO A CHAS REQUIRED- w .,�,. __ aAEra�ilrut aTUdB � TO son 0["L TRUSS RAFTER TAILS �_ xV4 WI) SOLID BLOCKIN r SMEAR WALL"SW4" �,a SEMEN I fiYP.EACH SIDE ‘'''''''\ If9; I 1 1_, 4 0 _ US RAI�TSR TAILS Ai .. ,rIII w NAILED TO SIDE OF TllT6 �` , ( RAFTERS k fil III SE ' M 1 ,3 2x10 RAFTERS 1 ;40,6 , 1 Al2 1 Tyra ft 3 1 """ (2) WM1x8 TOP&BOTTOM 7H [- , , LVL-812x18 T��.� �IW 1 _ I _ I C-tipuA1 L --wirohminosa . : I81KI: ,. AR li V4(1(TREATED) r 7WOOD POSTS 4 Zx8 OUTRIGGERS ATTIC ACCESS Al2 1,6. 5 I 86 Al I '• I ... I _ ae'ir 1 s g I •:-.J- Z.: ia (i) COMPANY PROJECT WóodWorks® monwarommomomww Oct31,2007 11:31:53 Beam1 . / Design Check Calculation Sheet LOADS: (lbs,Pam Or PH) Load Type Distribution Magnitud Location [ft] Pattern Start End Start End Load? 1 3 Dead Full UDL 1390 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Ji Li y/// 0' Dead 4865 4865; Live Total 4865 4865 Bearing: Length 1 1.9 1.9 LVL n-ply,1.9E,2600Fb, 1-314x16",2-Plys Load cornbinMions:ASCE 7-95 SECTION vs.DESIGN CODE NDS-1997:( or in) Criterion 'Analysis Value Design Value Analysis/Design Shear V @d = 3012 Vr = 9576 V/Vr = 0.31 Bending(+) M = 8514 Mr = 28013 M/Mr = 0.30 Live Defl'r. negligible Total Defi'n 0.05 = <L/999 0.47 = L/180 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 0.90 1.00 1.00 1.000 0.96 1.000 1.00 1.00 1 Fv' = 285 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 8514 lbs-ft Shear : LC# 1 = D only, V = 4865, V@d = 3012 lbs Deflection: LC# 1 = D only EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify thatthe dela&detection Sas are emopriete your appfeation. 2.SCL-BEAMS(Shucks-A Composte Lumber):the attached SCL selection is for prefeninaly design only.For final member deskyi contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection des when loads are not applied ear to all plys. COMPANY PROJECT Lam'`( Gtiy a, Wood Works® F Oct.31,2t137 11:53:24 Beam 72 , ) / / Design Check Calculation Sheet LOADS: ( .Psf,ar PO) Load Type Distribution Magnitude Location [ft] Pattern Start lit Start End Load? 1 Dead Full UDL 153 ✓ / No . 2 Snow Full UDL 155 11V No MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS (in) : b Dead 1377 I 1377 Live 1395 1395 Total 2772 2772- Bearing: Length 1.1 1 1.1 __ 416 4/ 1/ iS &(r w t /---.- LVL n-ply, 1.9E,2600Fb, 1-3I4x16", 2-Plys Load combinations:A E 7-95 SECTION vs.DESIGN CODE 1 S-t997:(lbs, .or in) Criterion nalysis Value Design Value Analysis/Design Shear V @d = 2361 Vr = 12236 V/Vr = 0.19 Bending(+) M = 12474 Mr = 35795 M/Mr = 0.35 Live Defl'n .1 )_ <L/999 0.60 = L/360 0.27 Total Defl'n 0,40 = L/539 1.20 = L/180 0.33 .ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 FIT' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 12474 lbs-ft Shear : LC# 2 = D+S, V = 2772, V8d = 2361 lbs Deflection: LC# 2 = D+S EI=2269.87e06 lb-in2/ply Total Deflection = 1.50(Deflr. dead) + DeflnLive. (D=dead L=live S=snow W=wind I=impact (construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is far preliminary design only..Far final member design contact your local SCL manufacturer_ 3.BUILT-UP SCL-BEAMS:contact manufacturer for corn details when bads are trot applied equally to all pays. 14_:i _ 41„,- I-- -t, 1,„- 1 !Aa K .%-1 --L ' 11- w<i) !' -1-. . i' L -Jr;- 11' j { - — i r — iT. �— { - - r 7 1 1 f i I I [ 1 1 ► I i - - I r 1 f r. ' '' �>-�_i -r - I i I I - , _ t i - j. 1 !_ I. _ I i, t r, + ( t t — �-t -i 1 t r r -t ! t-- - t. 1 - T {- —t r T I -r �--- � - _ �- { -- _ T __� t_ T_ r t 1 C 1 , t_ _ r T r -..-, -I- I T Ir t- _.—.{—a--_.__ —�—_— _. }—... --- -- ---' ;,- 1- .- f-- - -- - ,- - -- --Y' - - ..-t - .____._ ---_t__ ! - I ---t_- t Y.. • 1^ j h 1 Ci. I I I 1 —1 _ � r r � � f T � � a 7mac ; T t t i i 1 C t 1 T I I 1- f f l f r r f fi f_ r r i r i r i r r 1 � , , I t r f tt r t 1 I r ' T t 1 f 1 r - � f -1 -t fi � 1t I II �_ r 1 s4s---_4 'h ± 1, 11 f t. —[ r -I f 'a � i , r �_ _ -1 i �- + t IL i-; ';' LI ] 1 ‘ 4, 1 , 1, 1 ‘;1‘1\a"! r; r; NI_ '1 1 r ,„ 1, _ � � r ,1"- ` �+ j— rat I ► r 1 t t _` I i fi r — c 1 �y t I" 1 t r V 1 r f t• -t,-��'I t- j• _1 i T T- T 1 -1 r i j� j a -I,- __ j. f i- 1 rr r i r r r T I —r r 1 -'! r L • + "°T` T t — {--1, I —1 , ` t — —1- H I- r 'i' , -I- - I f I- i V -i err, ; ', r -'- -I j j • j �I—' 4^ r { f .r f ram} y�,j 1 1 1 7 � 1 * � �- f � � I .,� r ' � f_ I I I � r i i^ f I 1 1- r +r I r r T fi T � I t I I I I 1- '' r T f__ F I L I r r II i y i f � ` ' I I _ f- I i- i I I 1 1 ; , I II I , f �_ WoodWorks®Sizer SOFTWARE FOR DESIGN Basal WoodWalks*Sizer 2000d Jan.3,2008 20:17:40 -_ -- PROJECT --------- C/Z ]i? ANALYSIS RESULTS fa' GGfoZ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I 1 1 Start End 1 Start End I Load I I I I I 1 Dead Full UDL 47 No 2 Dead Point 103 6.00 No 3 Dead Point 103 12.00 No LOAD COMBINATIONS: ASCE 7-95 1: D only (D=dead L=live S=snow bl=wind I=impact C=construction) SHEARS AND BENDING (+ve bending = compression on top): SPAN I Load I Shear@ I Bending@ I Span_Bending Comb. I start end I start end 1 nag. loc. 1 [ lbs] 1 [lbs-ft] 1 [lbs-ft] [ft] 1 I 1 1 1 1 530 -530 0 0 -2 42 9.0 VERTICAL REACTIONS ( -ve = uplift ) fibs] : 1 18.00 ft Load I Comb_ 1 " 1 1 530 530 4,/,er,403- 4.,•••• Ipc trr 1,1'0 4"/'t1Z' r a& //f /,Z 4/`-A,i Nam _- G �tt _ Zee 7 it /S) z-J arse-- COMPANY PROJECT pz i WoodWorks® soF,W?RFMt WOOD OFSXW Oct.31,2007 13:14:42 Beam1 ei�../,q Design Check Calculation Sheet LOADS: (lbs,Psf.or PH Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 120 ___,End No 2 ` Snow Full UDL 252 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): a Dead 360 360 Live 756 756 Total 1116 1116 Bearing: • Length 1.1 1.1. Lumber n-ply,S-P-F(S),No.2,2x8",2-Plys Lateral support Top=full,Bottom=at supports;Reese factor applied where pernrtted(refer to online help);Load :ASCE 7-95 SECTION vs. DESIGN CODE NDS-1997:(Stirespsi.and in) Criterion Analysis Value Design Value Analysis/Design ! F Shear fv @d = 61 Fv' = 80 fv/Fv' = 0.76 V/ Bending(+) fb = 764 Fb' = 1069 fb/Fb' = 0.71 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.35 Total Defl'n 0.12 = L/598 0.40 = L/180 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCI Eb'+= 775 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 70 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 335 1.00 1.00 - E' = 1.1 million 1.00 1.00 2 Bending(+): LC# 2 = D+S, M = 1674 lbs-ft Shear : LC# 2 = D+S, V = 1116, V@d = 891 lbs Deflection: LC# 2 = D+S EI= 52.40e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defin_Live_ (D=dead L=live S=snow T=:ind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verily that the default demon knits are app opriate for your application. 2.Sawn kntser bending members shall be laterally sup:crted according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:d is assigned that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Wlxgv beams are side-loaded,special fastening details may be required. 17947, tT 7,74 6=7E/ 1/,9-/-7 - /7-7 J'Z/( of=T. / r 9-6 '`G Gt/L 0' t I ( , /5-)e- 3 7- /ZA/ (7s7!-- G 1), = /5r3 . I --.4'15 ( (, r- - 11( • COMPANY PROJECT WoodWor s Nov.1,2007 0929:32 Beam1 Design Check Calculation Sheet LOADS: ( .Pe.or Pff Load Type ` Distribution Magnitude Location [ft] Pattern Start End i Start End Load? 1 Dead Full UDL 153 No 2 Snow Full UDL 321 / No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 1 T-9" Dead 1358 1358 Live 2849 2849 Total 4207 4207, Bearing: Length 1.1 1.1 LVL n-ply, 1.9E, 2600Fb, 1-314x14",3-Plys Load COITIbille&SISC ASCE 7-95 SECTION vs.DESIGN CODE NOS-1997:(Vas,bs4t,ors ) Criterion '_Analysis Value Design Value Analysis/Design Shear V @d = 3654 Yr = 16060 V/Yr = 0.23 Bending(+) M = 18667 Mr = 41835 M/Mr = 0.45 Live Defl'n 0.31 = L/677 0.59 = L/360 0.53 Total Defl'n 0.54 = L/395 1.18 = L/180 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' - 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+S, M = 18667 lbs-ft Shear : LC# 2 = D+S, V = 4207, V@d = 3654 lbs Deflection: LC# 2 = D+S EI=2280.95e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Befln_Live. (Dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your apP cation. 2.SCL-BEAMS(Structural Composite Lurntrer):the attached SCL selection is for preliminary design ordy.For final member design contact your local SC L manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when toads are not applied equally to ail pip. Z /7 r -` zi L COMPANY PST P • Woodworks SORWAIMIORWMOOMMW Feb. 2008 18:32:5W° Bearn1 Design Check on S LOADS: ( Poi,or PR) Load Type Distribution - Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full UDL 165 No 2 Dead Full UDL 156 No ' 3 Snow Full UDL 451 No 4 i Dead Point 600 3.08 No MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in): d A q* 6-4" Dead ' 13241 1308 Live i 1427' 1427 Total 2751 2736 Bearing: Length 1.0, 1.0` Litt.n-ply,1.9E,2600Fb, 1-314x7-114",2-Plys Load combinations:ASCE 7-95 SECTION vs.DESIGN CODE ins 4997:(d3a,Mist,or in) .. ... . ... . ... . .. Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2285 Vr = 5544 V/Vr = 0.41 Bending(+) M = 4813 Mr = 8182 M/Mr = 0.59 Live Defl'n , 0.08 = L/984 0.21 = L/360 0.37 Total Defl'n 0.20 = L/382 0.42 = L/180 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.15 1.00 1.00 1.000 1.07 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+S, M = 4813 lbs-ft Shear : LC# 2 = D+S, V = 2751, V@d = 2285 lbs Deflection: LC# 2 = D+S EI= 211.18e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow 6=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verily tat the defer deflection finis we appropriate for your aeon. 2.SCL-BEAMS(Struchred Composite Lam:the atalead SCL selection is for preliminay design only.For final methyl design contact your local SCL manufacturer. 3.BUILT-UP SCL-BEAMS:contact manufacturer for can on details when toads me not applied mpially to as pips_ i/oyte>7.4-4/ „4-igi/i Is l '-e- �� 1 7 54y, , n ------'°;/,c. (J/y" = ff c '/fir', 2tG 5/; , ,4i l«ter >' A y4 (zoet 61,7 ?, _v Jy d /zy C4 ,)z31116 7/ c. 0 3 I //y 4,- f /-/ 4. 7/5 i ,f77,7 /,/--/ 7 ) G`, 5 61/ TECHNICAL BULLETIN Diaphragm and Tecdu mm Roof Decks Rev.April zoo6 TECTUM inc.•P.Q.Box;cm•Newark,OH 43058•www.tectum.com•1-888-977-9691 • Tectum roof decks are structural building products. As structural products they are used as an element in achieving the diaphragm requirement for a structure. Building must be able to resist the design horizontal loads imposed on the building from earthquakes (seismic)or winds. The structural roof assembly is an important element in the transfer of these loads to shear walls. This loading is typically expressed in pounds per linear foot. Diaphragm shear requirements of the roof assembly vary greatly depending on the size and shape of the building and locations of shear walls within the building. Required shear values for roof assemblies range from less than too pounds per linear foot to over woo pounds per linear foot. Most requirements for buildings where Tectum decks are used are between 200 and 35o pounds per linear foot design load. Requirements of over 50o pounds per linear foot are needed in some roof areas where Tectum decks are used. Each building project needs to be evaluated by a structural engineer to determine the design shear requirement and The transfer paths. Tectum decks were first evaluated for their adequacy as a roof diaphragm system in i956. Testing has continued as new systems and products were developed. Many of these tested systems and products are listed in our ICB©-ES Report tti6. This report is available online at wwwtectum.com that has a link to the report on the ICB0 website. Attachment of Tectum decks requires screws and construction adhesive. Adhesive is used on the supports and along the tongue and groove joint of planks. Roof plank systems require staggered ends and a two span condition to achieve the design values. Tests where spans are eight foot are based on single span. Additional diaphragm values are shown in the current roof deck catalog. Copies of specific tests are available upon request. ErEcTiJmv TM Trademark of Tectum Inc. The Noise Control Solution isod TE0351131TEC rr, BuyLine 1436 T CJLIM �D C DESIGN GUIDELINES DESIGN LOAD DATA"' [3i- Spn I.hetes based or=aka s IIANS er Ism P7 J. Ceded TubaLeaLer > 12i`G System Thidmess"*" Wt.(per"`* Product 24" 30" 36" 38" 40" 42" 44" 48" 5Q" sr54" 60" 66" 72" 84" 96" o'U Plank 2" 3.5 I 130 .._75 50 45 40 35 2 W' 451 150 120 80 70 60 50 45 35 3" 53 I 200 125 102 91 82 74 65 50 45 40 35 15 2" 3.8 1 130 75 75 75 _70 64 57 50 45 40 35 Plank 2'/2" 4.7 1 150 120 120 120 114 103 93 77 f70 65 60 50 35 3" 55 1 '200 125 125 125 125 120 -15 110`1-4 96 88 71 58 50 Comp. 3't: 4 4.. _ Ill , _.200 180 165_150 135 125 115. 95 85 _..75._. 0v.. .60 55 _.._50. :..:._.:., ..::.....:.:.:.....:...:... Plank 4" 4.6 IIi 2i?t1 195 175 155 14i1 720 310 10© 95 SS _70 60 50 35 T-111 5" 5.0 111 a n 200 175 135 125 115 105 85 70 o 50 35 6",1' 5/ 111 200 180 170 160_ 150Y 125 -75 60 8 9",10" 55 Ill 200 165 c. 200 75 NS 2/2" 47 NS 200 125 100 90 80 74 65 50 Plank 3" 5.6 NS 200 195 135 120 110 100 90 75 70 65 60 50 3'lz",4" 6.4 N5 200 195 175 155 140 120 110 100 95 85 70 60 50 E 23/4" 4.4 E 200 125 100 90 80 74 65 50 Plank 31/2" 45 E 2E0 150 135 120 110 100 90 75 70 65 60 50 4 4.6 2a 180 165 113"135 175-- 115 95 85 75 70 60 .55 50 35YP<,,.,..,._:..:.::.:.:, 5" 5.0 E 200 '195. 175 155- 140 120 -110 100 95 -85 70 65 60 45---Y-- 200 180 170 16O 150 -125 105 75 60' 8",9';10" 5.5 E 200 165 130 100 75 All published design toads are based on minimum safety factor of font For example,50 psf design load has an ultimate load of 200 psf "'Thiekrrm and weight are rttuninal_For loads greater than 200grs.,contactTectumMr_ DIAPHRAGM DESIGN DATA Type Pane[Size I Test No. I Joist Span4I Fasteners i Frehi Spadnel Perimeter I Adhes Grout julrllDsw _._.___._.___ _........_....__..._- _.. t I i I LF _ T-I Plank 3'x31"x96 88-3113-1 ,I Steel 48'4i S-25/2` Washer / 3/Joist/Panel 16'o.c. No None 825 275 T-I Plank I 3'x31'dI6" i 88-_1/3-1 Steel 1 48" S-25/2° Washer 3/Joist/Panel 16'o.o. T&6-rJoist I Now 13501 450 T-I LS i 2 h*x31'x120' 1 94-30037D` Wood 1 60' 3'/;14 Gauge Scr/2'w 2/JoisPanel t 10'an.sides+ends T&G+Joist€ None 1170E 389 T-I LS 1 3"x31'x144' 194-30037D I Wood 1 72' I 41l2"14 Gauge Scrf2'w , 2/Joist/Panel 12`o.c_sides+ends i T&G+Joist i None 860 i 286 T-I LS 2`x31'x996" 94-30270 / Wood i 48' 1 3 1:14 Gauge Scrl2'w I 2/J€mst/Pane1 12'me.skies+ends T&G+Joist None 1 964 321 T-I LS 13'x 31"x 144' (it-_asoart I woad( 72` _4'/z 14 Scr/2`w € 2/Joist/Panel 12'a.e.sides+e T&G+. St 1 1631,, 542 gauge_ T i__ T-I Tile 2'x2310043' 88-3113_1 Steel 72' 112 Ts/112 x Ts i 24'o.c 112 Ts r No ( 4 Sides i 925" 313 T-I Tile F'Y2'x31'/2`x95" 88-3113-1 Steel 96' V,168 Ts/112 x Ts 32'o.c. 168 Ts i No ; 4 Skies 575 200 T-I RT/TG I 2°x311/2'x96' 1 91-3222 I Steel 1 96' I 5-14-2+5-25/2"w 32'o.c.+2/Joist S-25@16+31End 3 T&G+Per I Long Edge 1 696 1 231 T-I Tile 2'x31'Wx95' 94-30037i11 Steel 98' 1 '14-2+8-25/2w 2/Joist 10'V an. j Joist Long Edge 1 835 278 j/ - T_-1 Tle5 2'x311/2'X96' 02-030070A1= Steel i 96" -:_ '//"14 . r: 'w 2/Jo ':net 12"a.c.sides+ends I Joist ono 15303 09 �,' 3'/2'x47'x1<r , r 'el< A "a,,, rrAII 7.. :..,• .n " 3#JoisFiik=u,, ,,,. T&G+Joist None 1068' 35 /' i T-III Plank 3'12'X47'x120' • 94-304378 I Wood 60` 6'14 Gauge Sip Scr 3/J�l 12'o.c.sides+ends . T&G+Jooist None 1093 363 5e, T-I I t Plank' S'x47' 144" 94-30037E r Wood 72' 6'14 Gam Sip 5cr 3/Joist/Panel 12 a.c.stile+ends T&G+Joist i None 964 20— H . ..y. _..t e . r �. 939 T-I I I Tile 3 r2"x47 /{x96' 95-30060 Steel. 000 3-14 /2+1464/1 .2;ww1 3/Joist/Ilan& 12'n c.skies+a Joist _ /' 1 I_—, Woo T-E Plank 4'x47"x144 94-30037G Wood 72" 6'14 Gauge Sip Stu i 3/Joist/Panel 12'6.c.skies+ends T&G+Joist None 1042 346 T-E Plank I 5'x47'x168' r 98030199 Wood i 84' 6'14 Gauge Sip Set 1 3/Joist/Panel . 12'c.c.sides+ends I T&G+Joist None 1 10121 336 /_'"7 T E Punk, 5'k48'k96" i 940303211 Wood 1 V96' 1 14 Gann€a Sip Scr._ 4/Joist/Panel_1 12"o.c.sides+ends i T&G+Joist None 1604 J 201 T-Ill PIanWI 5'x47'x144' Wood j 72" 6'14 Gauge Ser/1'/z w 6/joist/Panel 6'c.c. sides+ends i T&G+Joist None I I Overlay i '/,s x48'x144 92-3777 1 0S8 1 — r 2'td6 Gauge Staples 8�24`Centers 1 4'on.sides+ends Per&24"0.c. None 2363 786 T-E Plank/ 5'x477i96'a ___N tWood t_ - I- —6`14 Gage Sip Set 4/Joist Panel 8'in.sides+ends TI&G+Joist Nona __ I _._._ Overlay I 'ia"x48'x96 198030262 OSS I — 2 x16 Gauge Staples 8'e824'Centers 4'o.c.sides+ends ( Per&24"o.c. None 1 13151 437 NOTES: 1.Adhesive is to meet the requirements of AFG-01.A'/e bead of adhesise is to be used.Approximately 5o tin.ft.of adhesive per quart tube. 2.All panels were installed with staggered ends except"rectum 1 tile wr1b168 bulb tees and lecture filth on truss tees. 3.Specific eJlresive used on test assemblies was Meade Construction adhesive SFRr66, 1., g,� Y 4 4.Valu care ` es r wood joists conservative when supports are steel. � (0 � 5.Visit our Web site todowatoad technical bulletinT77 for more inhumation.Callfor aaistance when designing and detailing this-rectum roof deck system. (l, I .V V.VI V 0 I , %al=G t.,ici D 6' 9t adz• Conterminous 48 States 2006 International Building Code Zip Code = 12804 Spectral Response Accelerations SMs and SMs = FaSs and SMI = FvS1 Site Class D - Fa = 1 .58 ,Fv = 2.4 Period Sa (sec) (g) /.. 0.2 0.434 SMs, Site Class D 1 .0 0. 185 SM 1 , Site Class D Lp/30 Q, 1735 S� B Conterminous 48 States 2006 International Building Code Zip Code = 12804 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D - Fa = 1 .58 ,Fv = 2.4 Period Sa (sec) (g) r\ /1•t .%I r\ = «slr /3/71/' Lu c _ �.Z, ,� � 5.1y lam` ' 1 }e_ tom,/a57 _ =.._l� _%�� • 1 /i7- %.�%5 7' -lam; 67/ .71' 5? x 7� = Lid 7iz /yam X • 5`D X 2-- Z-/rjpG (1:', 41414 Z4 / .14- /97."9 - ( 1.9" /Atfr (k/P7/-ey) -- ////Z ---/c Z. 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Pat force from ASCE 7-02/Seismic maps and Modification factors from NYBC 2007 Structural System: Bearing walls w/wood shear walls R=6.5 Coefficients: Modification Factors From NYBC Table 1617. : Design Spectral Response, Sds: 0.289 ye Response Modification Factor,R: 6.5 ✓6.� Design Spectral Response,Sd1: 0.123 1 ,Deflection Amplification Factor, Cs: 4 Mapped Spectral Response,Si; 0.077 Site Class: D Occupancy Importance Factor, le: 1.00 177 Upper Limit for Perior,Cu: 1.65 +/ Cw(for CMU or cone shear walls): - Building Information: Floor Elevations: Number of Supported Levels,.N: 1 Level hx,ft: vis,kips ;yvihi k Building Weight,W: 275.0 kips V 2 8.125 275.0 2234 Cr 0.02 3 0.000 0.0 0 x: 0.75 4 0.000 0.0 0 Height from base to highest level, ha: 27.83 ft 5 0.000 0.0 0 6 0.00E 0.0 0 Determination of Fundamental Period,T: 7 0.000 0.0 0 Sec. 1617.4.2.1 Approximate fundamental period(Ta): 2234 Ta=C1(h„)^x= 0242 sec. Ta=0.1N= 0.100 sec.(Moment frame only w/story ht>10') Ta=0.0019(4/(Cw40.5) #VALUE► sec. (CMU or Conc.shear walls) T(from analysis) 0.000 sec. T=TanalysisCu= 0.000 sec. T= 0.242 (Select from Ta or Tanalysis*Cu) Calculation of Seismic Coefficient(Cs): Sec. 1617.1.1.1 Seismic Response Coefficient(Cs): Cs=(Sds) R*1e)= 0_044 Cs min 0.044Sdsle= 0.013 SDC A thru D Cs: 0.044 (Select Cs) Cs min 0.05S1/(R/fe)= 0.001 SDC E or F Cs mar-(Sd1)/(R/le)/T= 0.078 Seismic base shear calculation: V=CsW= !G > h.�per,, 0,/00o0 Vertical distribution of seismic forces: /� / Fx=C„xV: Level: h (ft): C Fx: C„x=wxhxk/S(wihi"k) 7 0 0.000 0.000 k= 1.0 6 0 0.000 0.000 5 0 0.000 0.000 4 0 0.000 0.000 3 0 0.000 0.000 2 8.125 1.000 12.100 Totals 1.000 12.100 ifc • ' w n/ • 7'q f 1 I (2/--? ) • _ • /pi x /3 y-. -� x g- • I , /?_".41'Kr'4' ' XI,4 ,-/i #41/) :iv 0 ; --77 4-// i44 - 00' /-5', i '!' /7. 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I 7 7 ?� SI G a-) 771 /7/ 213 x z/ ( 7/ - Zz --?-1/.z)/7/ f /7 x (7/ - z z - Z> -2 42)/7/ (7.0(1-3 /.2,e1 ---,/c1,,,,,,5 --)y (4,7-r-y; ...._(:,,,v rv,/../7,/z/r,z ) c I -2 _;z. '! I 2 `1_ra ,Sly-'- 2 _ o / ,, ' 9 -r (' „, ' ,) 7. n91f _ hi o- ( __ Ca' C,z-,z 0 _ iviAl. / -1 1 ?1 'Z/tvi 'ii 'd4& '� 17 '71 z/ < f > / 4 %/ w 65'L , 2/' / ,5/ g -hc`Z � 72' /z5' =.-i 7 9/Z _ , " ,X-Z -F l g '� 2/ 2/1-ebV4 v - Neil/ .71121 -*: ' '''', hic-\LIrz---532 -ie.: ) • /2 7s cjz , / / c2i6 " 2 /Y 1 !�'JQ ? ' 7 e .4// 1/61) 2 /AV P /!lord - x /77 /r-- e ”-Zz, ) 4/Z. it /5/7._ d / / 64,3 . /5' t // Z3 A ar , -_ x Z ,5/z \ tom '' Multi-Story Wood Shear Wall Design (Top Level) 11/2/2007 DWE Project: Golden Corral S i 4- JG SRA Job#: 066-802 File Name: Location: Queensbury, NY MD Load Combinations Seismic Deflection DL+W w: 1.0 5 of And posit: 1400000 psi DL+0,75W+0,75LL+0.78SL lea: 1.0 o of plywood 90000 psi 0.SDL+W Site Class: D T of plywood:0.298" DL+0.7"0.2SdsDL+0,7*Ro*6+0.75LL Sd1: 0.123 N011 ei0A: 10d (8 or 10) DL+0.7*0.2SdsDL+0.7*Ro*6+0.75LL+0.75SL Sds: 0.290 Crushing Delta:0.04" 0.8DL-O.7*0,2*SdsDL+0.7*Ro"S Seismic Use Group: I Shrinkage Delta:0.05'. Seismic Design Category: B Analysis assumes"Structural I"sheeting is not used Ro: 1.a Cd: 4.0 AI Information Sher Wall�Ngliin Gravity loads End Stud Wall Length Design Length Height'Asp RedidWind ,7EQ SW OL LL SL- Stud IComp. `tens. H.b. Size must be C2,C V V Shear Type Space (SST ..l(min(2)2x) / (k) (k) /ft Stft S/ft In Max _Mit), T pe i(ffi A 413'.&/ 558` ,j 808'✓ OK, 0,44 ''0.00.r1 7 A 81 f7 0, 0 16 1182 9_+"'H U3' ;JP W . B 819' ,.!y 4 4' , 14.0617 NO 0;56 00 08.6 A 141✓ 0_ p: 16. 1e82 ' f H U2 7 C 4 13' I.-- 3.38' 8 88'✓ N 0,44 0 00 Oaf A 89�0, ,,0 16 -12 6 10 8/pi U2 ib/ 6 255.25' ✓� 24 60' 15 53'.1`- OK 2.93✓Goo. 16.0.' A 1551"0 0 16 2684-1 . U2' z ,�{it E 10.83' 1' 10,08' 9 67' ✓' OK 4,52' .a.0a .41 .2- 0 321✓�_ 845✓16 4X 863 4 14 l3U 0..-' t?� !Fi 1 .50' -' 7.1' 19,,87''i K 5,po 7o.00. €ss.0; P 321✓0 94a✓16 W 8664 5 ' , W —� ' No 4r �.� � 67'J K. g s~ ✓a:aa hao 5 A 160% '0 16 4 C Z ��) �fy*/ ...-... ,.._ 8 00' `:, ? s' 18 80'o ' OK 0.21✓0.00 2�3 A 138✓0 X.0...,.- 16 54 , 8 --el U2*i ( '1U/ I �'�i' a� I �'.GG' 851 14,68't/ ' OK. 0;20✓0.0a ��2�.1 A 147 0 0 � 16 821 �i'I 2'� ram/ - J 6.77' 1.... . 6,02' 9 40' -' OK 0.18 70,00 26.6 A 94 0 0 16 408 0 -'I ✓ Cl ? �/ � sl•Jb$ 1 3' ✓ 2, 1 s 00'✓ OK 2.58 0.00 1 .5 253"" 0 43 16 e 14 4' 'C ;tr f/ L 15 73' %VI 7 33 OK 3,04../5 00 1` .3 ` A '73/0 0 1,6 1888 1� ✓` , /44 lvi 7 69' '' 6 g`4' _ 8 io'? OK 1.93*�`0.00 1.1 81. 0 0... 16 2i614 1 - ,DU2 `" '" 5.eo' _- 5.15' 8.10' OR 1,46 P`o:no iirt.5' A 81. 0 a �. 16 2312 1 f0U2` l0 ' 11.92' ✓ 11.17' v 8.10' ✓} OK, 2.82✓0.00 236.6 A 81 ✓0 �, 0 1s .2154 '' HD 2*� * P 6.69' S. ' 8 10' '!'. OK 1 69 0.00` 252,7' B 81 ? 0 0 16 2414 2 1''Wt'W2 Design length used for hold down centers eA 4 1/2"less each end Hold Down Uplift Capacity Shear Wall Type HDU2 2260 lb*----. 15/32"CDX,8d,8"■280*,92 239 lb/ft A HDU4 3600 lb V'- 15/32"CDX,8d,4"a 380*.92 350 Ib/ft B *'"- HDUS 4670 lb t/' 15/32"CDX,8d,3"a 490*.92 451 lb/ft C i ' HDU8 7180 lb t� 15/32"CDX,2 sides,8d,4"a 380*.92*2 699 lb/ft 0 (2)HDU2 4520 lb / (2)HDU4 7200 lb tiV (2)HDUS 9340 lb Assumes min,(2)2x SPF end studs o _ati , fie t/ r / 1//Cc., S 11—.2) _ tau y y (`' -Z- 74 (-6 e 4.44 CNN) 24 j¢_ 7//U -y t/ 7� �x COMPANY PROJECT Wood Works® flVAI Nov.2,2007 15:02:40 Co(umnl f (� - Design Check Calculation Sheet LOADS: (Ibs,psf,or plf Load Type Distribution Magnitude Location [ft] Pattern r End Start End Load? 1 ;' Wind Axial ?>2Q4�) (Eccentricity = 0.0 in' MAXIMUM REACTIONS (Ws): !' t,j I , a C 12 / Lumber n-ply,S-P-F(S), No.2,2x6", 2-Plys Pinned base;f milfacts=width(b);Built-up fastener nails;Ke x Lb:1.00 x 0.00=0.00[It];Me x Ld:1.00 x 17.00=17.00 Itt1 Load combinations:ASCE 7-95 SECTION vs.DESIGN CODE Nos-1997: stress=p4 and in) Criterion Analysis Value Design Value Analysis/Desi.al CP .W a<"r--� . Axial fc = 134 Fc' = 233 fc/Fc' = maw Axial Bearing fg = 134 _ Fg' = 1952 fg/Fg' = 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.60 1.00 1.00 1.10 (Cp = 0.132) 2 E' = 1.1 million 1.00 1.00 0 Fg' = 1220 1.60 1.00. 2 Axial : LC# 2 = W, P = 2204 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection Inds are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall confirm to the provisions of NDS Clause 15.3. a. e 72L S i COMPANY PROJECT ©G WoodWorksSOFTWARE�� ,! / NOV_2,duut 15_O&28 Coluntn1 U— / 7/5 Design Check Calculation Sheet LOADS: I lbs,per,or pit) 1 Load . Type Distribution Magnitude Location [ft] Pattern Start nd Start End Load? 1 i Wind Axial 4763 (Eccentricity = 0.0 in, MAXIMUM REACTIONS(lbs): I Lumber ,S.Pine, •.2,2x6",2-Plys Pinned base;Loadtace=width(b);Btilt-up fastener nails;Ke x _1.00 x+ ,, 0.001tj;Ke x Let 1.00 x 16.40=1&40Ikk Load combinations:ASCE 7-95 SECTION vs. DESIGN CODE NDS-1997:(slress=psi,and in) Criterion 'Analysis Value Design Value Analysis/Design Axial fc = 289 Fc' = 363 fc/Fc' = 0.79 Zr Axial Bearing fg = 289 Fg' = 3152 fg/Fg' = 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1450 1.60 1.00 1.00 1.10 (Cp = 0.142) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 1970 1.60 1.00 2 Axial : LC# 2 = W, P = 4763 lbs Kf = 1.00 (D=dead L=live S=snow W=wind 1=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default delledim bn*s are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up coiumns shall conform to the xuv siurb of NDS Clause 15.3. r7 9Z A 'Oxh 7', '2 ire 94/.9;" os h ( 2/75" (4 f 9-17f gip/ • rit 714,"'! IP c7-2j 2 c.V14 cco41-,/i-v) / 7 _ Q// COMPANY PROJECT WoodWorks SOFfWAWF FOX WOOD 431011G4 Nov.2,2007 15:09:35 Cdurnr►1 Design Check Calculation Sheet LOADS: (Nbs.Psf.or Load Type , Distribution Magnitud Location [ft] Pattern Start End Start End Load? 1 Wind Axial 6664 (Eccentricity = 0.0 in' MAXIMUM REACTIONS(lbs): a 9'-8" Lumber n-ply,S-P-F(S), No.2,2x6",2-Plys Pinned base;Loadface=ugh);Built-up fastener.nails;Ke x Lb:1.00 x 0.0 0.116 IN;Kex La 1.00x 9.67=9.67 Mk Load combinations:ASCE 7-95 SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 404 Fc' = 663 fc/Fc' = 0.61 Axial Bearing fg = 404 Fq' = 1952 1 fg/Fg' = 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.60 1.00 1.00 1.10 (Cp = 0.377) 2 E' = 1.1 million 1.00 1.00 0 Fg' = 1220 1.60 1.00 2 Axial : LC# 2 = W, P = 6664 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your app6Eabon. 2.BUILT-UP COLUMNS:nailed or bolted bust-up columns shall conform to the provisions of NDS Clause 15.3. r 9 54 P G 71.'74 9T75"X__07 V ja -- •d gArt (46, )ez_ 64 �� - - - 0G nr - �� o�y�' T zcx / 69 acy //077 A T e!T = if>t, �� LI L." " 4770- /4/7 k Aeg 4 T u-/ Q 4 > ?<Z y �-age = 1, 3 .Z941 tie (c4.-eitre-S , _ / Y - ✓ _ /! G6 itr ( 52 tv G•-ivi C„4tl � S�, • � f' le, ' /� 7-rl PIS' c2 2 /9 •-i A , 1-7 77 4 'x-=�z-,r , r / ,;r . 2 7(,.62 ,, „s j / 4.� l•� 5 7/.l I a�"d e» �/ x r r //' j.'7 j,/,, (/ g - 4L' x L 7--‘'.- < Z n P c1 PS n `9/✓= /mil/(y ,ni t/t•!yl 7 ' b D r 4 d 5 C i---'( o '` ' II)! , ,,,,,-,, �'�yF rQ , , , c/9 `,�,_,�c9 ,,,- �fz `\_ ,,,,,,, 6 5 A/ -At_ r: / 1'.. ,/l,/�/1. - 7. 6'3 . f� U =A), L. _ .- ri e CzS h1 b u-9 J /g 5e GN ) _. _IN G __ J ///,--z_ jn •' j I C ' ,;_z.5- / -gGgx ? x ,O'er L .�g r .(e.4( (..-- /74-te_ ! --r--,..--, -r---- g 0:y /yr °/ti 8 -176,i4et /5 / 4,- k-- 5 4 0 z, "1 �e 7'/�'' Ce--7 rd-, /47 4 e C' ' I 727A2- /14 .- S6-11, 7/6 Z'Z I/lG 9;56 X 741 - ,%7WjY4 /t , Ca 2 ' G ' , � s pa' �, _ /55 zy" - I - - - - 1 ocj . • /01-! ' x. n /7 Imo- 5)A-p 3z 9!Tz_ ; (z )91.),' /??' z 41.lr� l (Z R ) • // .� z . r_ - ( • Z 'I ' _ yam, an 7 - 10 ems'; _ __ �_ _.__.� 1 . i I , • : /4 /=-- , 'P/,,syi.. . • ' . , ; . , i 1 L j ' --. 1/-746, 47-",/6----7/---7.,75.. _y.---,, ,-',//, z`,0)--- ,,.. --' --cre, ,-"- -e,,,-, )„,,,,ez z-L - .g'2:4' °4. t, / : 7!0' . / '! ! ! ! ! . 4._ A r.o le � o bay® �: . 7-9-dr-0;,?r H '',— /1id44-9 li40 cil,- . i ' fri..t. , '(/9727 = . :;/7( ,.1 ._.5 - z__°)H _7 /.-/Z Y'// II)7 , . ..,&''‘,/r•-.-1 -,-- . Ar..4f,T Z W...., !— - "4-'(01,14 7-11i,1/9 19e*(tC4,,,4 LS41"Hi- (� r c Z/r/ _.? - G 37 .70dX 1`Z if/Ai/ " Z Z l/ _ /735X4-= 2 7'6- c _ 78,. / ` /off/ J_ Z '' ) ( / 'I°f i'v f/142 -a4/ e_. P-b--7 IGr p, 7. y J c b --m7 //j4 - cj (J ,j `oi ,. 5? - h � 7#,Vd i2 _ AI _ � zi � �' � -- - /jam 7917� / ct-fik2/ ,/,7' .-elli:2 VIA ,- C . .,07` /,411.412C. C c,, A < 5/7'0' :, `e/ 7 C1/2 ,i/ r ,_ -c--,0,'„.72, ,, 4,-#4,-, i x /1-e-1-7 --7,/.. e2 ///\/ .74, V -P12? p „5-3-v.,4'-,i 7,2 iliti ,y ,1?_g --,_ , pf(* V7 '---- 4 1Z Z. ' i'2/,it Se* ---or y ',wt." (tre---1 ----0, 747 ge- 5 -74-__7 3/, Z , //1 i * S ., c .ifs r2A ,/ -,:y -,-„,,e7 . i 744/94-- (1773L-S T G j5% /14/' ,/ 5/ /PG , c PIG S--z S Le-f- 7/Gv /f4, of /7i ._ /*9 a3 WoodWorks®Sizer * SOFTWARE FOR WOOD DESIGN P' dG kai Beam', WoodWorks.Sizer 2000d Nov.6,2007 09:53:28 COMPANY I PROJECT ANALYSIS RESULTS LOADS: (force=lbs, pressure=paf, udl=plf, location=ft) >>Self-weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I I ! I I 1 Dead Partial UDL 152 152.00 0.00 13.00 No 2 Dead Partial UDL 120 120.00 13.00 41.00 No 3 Dead Partial UDL 213 213.00 41.00 62.00 No 4 Dead Partial UDL 136 136.00 62.00 84.00 No LOAD COMBINATIONS: ASCE 7-95 1: D only (D=dead L=live S=snow W-wind I=impact C=construction) SHEARS AND BENDING (+ve bending = compression on top): ` `SPAN Load I Shear@ I Bending@ I Span_Bending Comb. I start end I start end I mag. loc. [ lbs] I [lbs-ft] I [lbs-ft] [ft] I I 1 1 0 -2816 0 -29616 0 0.0 I I i 2 1 5355 -4630 -29616 0 75246 34.3 VERTICAL REACTIONS ( -ve = uplift ) [lbs] : ( 20.00 64.00 ft Load I ----------Comb. ^ ^ 1 I 8171 4630 W Sizer SOFTWARE FARAD DESIGN C- G B Waodgfork Sizes 2000d Nov.6,20Qt b 25 REACTION [lbs] Maximum... Uplift: 0 Bearing: 8171 4630 8171 SHEAR fibs] +V max: 563 -V max: -4630 LC# = 1 A BENDING [lbs-ft] +M max: 75246 7524-6-- -.. LC# = 1 max: -2961 r_'. -LC# = - ;,,' A -29616 DEFLECTION [in] Max Live: 0 Max Total: 816.51 LC# = 1 �I-6.51 4O7.49 .2-71 02 I35.13 @_41 A ,,3Q .65 - 350.52 672.62 m 8 r . (:) -- - C7 --.-'''' t COMcheck Software Version 3.5.2 Envelope Compliance Certificate 2001 IECC " Report Date:01/24/08 'I ' i Data filename:S:\0619-GOLDEN CORRALi0619 golden corral-energy.cck . 1 MAR '�. Section 1: Project Information TOW OF C1i.h._ : o R Y El Project Type: New Construction Project Title:0619-Golden Corral Construction Site: Owner/Agent: Designer/Contractor: Queensbury,NY Niral Patel Steve Cotter Cotler Architecture 950 Loudon Rd Latham,NY 12110 518-783-1663 Section 2: General Information Building Location(for weather data): Lake George,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7377 Vortical Degrng Days(baseArea c degrees F): 30 Vertical Glazing/Wall Area Pct.: 13% Il F COPY It Building Type Floor Area Restaurant 10365 Section 3: Requirements Checklist Envelope PASSES:Design 31%better than code. Climate-Specific Requirements: Component Name/Description Gross Area Cavity Cont. Proposed Budget or Perimeter R-Value R-Value U-Factor U-Factor Roof 1-tectum panel:All-Wood Joist/Rafter/Truss 6169 0.0 23.1 0.041 0.052 Roof 2-batt insulation:All-Wood Joist/Rafter/Truss 4196 30.0 0.0 0.035 0.052 Exterior Wall 1 -east-type b:Wood Frame,Any Spacing 760 19.0 0.0 0.068 0.075 Window 1 -type b:Other,Clear,SHGC 0.36,PF 0.07 14 --- -- 0.290 0.526 Window 2-type a:Other,Clear,SHGC 0.36,PF 0.06 28 --- --- 0.290 0.526 Window 3-type a:Other,Clear,SHGC 0.36,PF 0.05 28 -- --- 0.290 0.526 Window 4-type a:Other,Clear,SHGC 0.36,PF 0.06 28 - -- 0.290 0.526 Window 5-type b:Other,Clear,SHGC 0.36,PF 0.07 14 --- --- 0.290 0.526 Exterior Wall 2-south-type a:Wood Frame,Any Spacing 174 19.0 0.0 0.068 0.075 Door 101a:Glass,Clear,SHGC 0.74,PF 0.93 42 -- --- 0.460 0.526 Exterior Wall 3-east-type a:Wood Frame,Any Spacing 453 19.0 0.0 0.068 0.075 Window 1 -type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 2-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 3-type a:Other,Clear,SHGC 0.36,PF 0.72 28 -- --- 0.290 0.526 Window 4-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 5-type a:Other,Clear,SHGC 0.36,PF 0.72 28 -- --- 0.290 0.526 Window 6-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 7-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Project Title: 0619-Golden Corral Report date: 01/24/08 Data filename:S:\0619-GOLDEN CORRAL\0619 golden corral-energy.cck Page 1 of 3 Exterior Wall 4-south-type a:Wood Frame,Any Spacing 243 19.0 0.0 0.068 0.075 - Exterior Window 1 -type a:Other,Clear,SHGC 0.36,PF 0.27 28 --- --- 0.290 0.526 E Window 2-type a:Other,Clear,SHGC 0,36,PF 0.18 28 --- --- 0.290 0.526 Door 108a:Solid 20 --- --- 0.010 0.122 Exterior Wall 5-east-type b:Wood Frame,Any Spacing 91 19.0 0.0 0.068 0.075 Exterior Wall 6-south-type b:Wood Frame,Any Spacing 516 19.0 0.0 0.068 0.075 Exterior Wall 7-west-type b:Wood Frame,Any Spacing 91 19.0 0.0 0.068 0.075 Exterior Wall 8-south-type a:Wood Frame,Any Spacing 254 19.0 0.0 0.068 0.075 Window 1 -type a:Other,Clear,SHGC 0.36,PF 0.18 28 --- --- 0.290 0.526 Window 2-type a:Other,Clear,SHGC 0.36,PF 0.27 28 --- --- 0.290 0.526 Exterior Wall 9-west-type a:Wood Frame,Any Spacing 146 19.0 0.0 0.068 0.075 Window 1-type a:Other,Clear,SHGC 0.36,PF 0.70 28 --- --- 0.290 0.526 Window 2-type a:Other,Clear,SHGC 0.36,PF 0.70 28 --- --- 0.290 0.526 Door 106:Solid 20 --- --- 0.010 0.122 Exterior Wall 10-south-type a:Wood Frame,Any Spacing 32 19.0 0.0 0.068 0.075 Exterior Wall 11 -west-type a:Wood Frame,Any Spacing 1702 19.0 0.0 0.068 0.075 Door 129:Solid 23 --- -- 0.010 0.122 Door 128b:Solid 23 --- --- 0.010 0.122 Door 128a:Solid 27 --- -- 0.010 0.122 Exterior Wall 12-north-type a:Wood Frame,Any Spacing 764 19.0 0.0 0.068 0.075 Door 113:Solid 27 --- -- 0.010 0.122 Exterior Wall 13-east-type a:Wood Frame,Any Spacing 21 19.0 0.0 0.068 0.075 Exterior Wall 14-north-type a:Wood Frame,Any Spacing 153 19.0 0.0 0.068 0.075 Window 1 -type a:Other,Clear,SHGC 0.36,PF 0.20 28 -- --- 0.290 0.526 Exterior Wall 15-east-type a:Wood Frame,Any Spacing 427 19.0 0.0 0.068 0.075 Window 1-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 2-type a:Other,Clear,SHGC 0.36,PF 0.72 28 -- - 0.290 0.526 Window 3-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 4-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Window 5-type a:Other,Clear,SHGC 0.36,PF 0.72 28 -- --- 0.290 0.526 Window 6-type a:Other,Clear,SHGC 0.36,PF 0.72 28 --- --- 0.290 0.526 Exterior Wall 16-north-type a:Wood Frame,Any Spacing 174 19.0 0.0 0.068 0.075 Door 101d:Glass,Clear,SHGC 0.74,PF 0.93 42 --- --- 0.460 0.526 Floor 1:Slab-On-Grade:Unheated,Vertical 4 ft. 467 --- 8.0 --- --- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Air Leakage, Component Certification, and Vapor Retarder Requirements: Li 1. All joints and penetrations are caulked,gasketed or covered with a moisture vapor-permeable wrapping material installed in accordance with the manufacturer's installation instructions. u 2. Windows,doors,and skylights certified as meeting leakage requirements. O 3. Component R-values&U-factors labeled as certified. • 4. Insulation installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. p 5. Stair,elevator shaft vents,and other dampers integral to the building envelope are equipped with motorized dampers. O 6. Cargo doors and loading dock doors are weather sealed. O 7. Recessed lighting fixtures are:(i)Type IC rated and sealed or gasketed;or(ii)installed inside an appropriate air-tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. Li 8. Building entrance doors have a vestibule and equipped with closing devices. Exceptions: Building entrances with revolving doors. Doors that open directly from a space less than 3000 sq.ft.in area. 0 9. Vapor retarder installed. Section 4: Compliance Statement 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 2001 IECC,Chapter 8,requirements in Mcheck Version 3.5.2 and to comply with the mandatory requirements in the Requirements Checklist. . c-i- e- c a-LC a- - R.A. 2-2Y-0S Project Title:0619-Golden Corral Report date: 01/24/08 Data filename:S:10619-GOLDEN CORRAL\0619 golden corral-energy.cck Page 2 of 3 Name-Title Signature Date Project Notes: Document prepared by Derek Gribulis Envelope analysis begins with East(Front)Gable end wall and then continues clockwise around the building Project Title: 0619-Golden Corral Report date:01/24/08 Data filename:S:\0619-GOLDEN CORRAL\0619 golden corral-energy.cck Page 3 of 3 i . itl f ppyy - fT § COMcheck Software Version 3. iLil �l Interior Lighting and P wer-a� Compliance Certificate-- , �, 2007 New York Energy Conservation Construction Code Report Date:02/28/08 Data filename:\\Spcserver\spc server datag\Sigma_Psi\06166 Golden Corral-Queensbury\06166-golden-corral.cck Section 1: Project Information Project Type: New Construction Project Title:Golden Corral Construction Site: Owner/Agent: Designer/Contractor: Queensbury,NY Paul J.Martin,PE Sigma Psi Consulting Engineers,PLLC 4 Collamer Road Malta,NY 12020 518-581-9428 paulm@sigmapsi.com Section 2: General Information Building Use Description by: Building Type Floor Area Restaurant 10225 Section 3: Requirements Checklist Interior Lighting: 1. Total proposed watts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Complies 16360 14324 YES ❑ 2. Exit signs 5 Watts or less per side. Exterior Lighting: Li 3. Efficacy greater than 45 lumens/W. Exceptions: Specialized lighting highlighting features of historic buildings;signage;safety or security lighting;low-voltage landscape lighting. Controls,Switching,and Wiring: LI 4. Independent controls for each space(switch/occupancy sensor). Exceptions: Areas designated as security or emergency areas that must be continuously illuminated. Lighting in stairways or corridors that are elements of the means of egress. u 5. Master switch at entry to hotel/motel guest room. Li 6. Individual dwelling units separately metered. LI 7. Each space provided with a manual control to provide uniform light reduction by at least 50%. Exceptions: Only one luminaire in space; An occupant-sensing device controls the area; The area is a corridor,storeroom,restroom,public lobby or guest room; Areas that use less than 0.6 Watts/sq.ft. Project Title: Golden Corral Report date:02/28/08 Data filename:\\Spcserver\spc server datag\Sigma Psi\06166 Golden Corral-Queensbury\06166-golden-corral.cck Page 1 of 5 u 8. Automatic lighting shutoff control in buildings larger than 5,000 sq.ft Exceptions: Areas with only one luminaire,corridors,storerooms,restrooms,or public lobbies. Li 9. Photocell/astronomical time switch on exterior lights. Exceptions: Lighting intended for 24 hour use. 10.Tandem wired one-lamp and three-lamp ballasted luminaires(No single-lamp ballasts). Exceptions: Electronic high-frequency ballasts;Luminaires on emergency circuits or with no available pair. 11.Transformers meet minimum efficiencies listed in Table 805.6.1 or 805.6.2. Section 4: Compliance Statement Compliance Statement The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2007 New York Energy Conservation Construction Code requirements in COMcheck Version,p.5.2 encl. comply with the mandatory requirements in the Requirements Checklist. Name-Title S}{natu a Date . G� te/r+ Project Title:Golden Corral Data filename:ilSpcserverispc server dataglSigma Ps1106166Golden Co/f8l-Queensbuiyi06166-gold/J•coRal.cck Repot at Z pf�8/08 V 9 -ti COMcheck Software Version 3.5.2 11111 ill Interior Lighting Application Worksheet 2007 New York Energy Conservation Construction Code Report Date: Data filename:\\Spcserver\spc server_datag\Sigma_Psi\06166 Golden Corral-4ueensbury\06166-golden-corral.cck Section 1: Allowed Lighting Power Calculation A B C D Floor Area Allowed Allowed Watts Watts/ft2 Restaurant 10225 1.6 16360 Total Allowed Watts= 16360 Section 2: Proposed Lighting Power Calculation A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Restaurant(10225 sq.ft.) Linear Fluorescent 1:A:48"T8 32W/Electronic 4 52 122 6344 Linear Fluorescent 2:D:48"T8 32W/Electronic 2 2 61 122 Compact Fluorescent 1:E:Spiral 15W/Electronic 6 21 90 1890 Linear Fluorescent 3:K:48"T8 32W/Electronic 4 12 122 1464 Incandescent 1:RS:track mount heads/Incandescent 75W 1 48 75 3600 Linear Fluorescent 4:U:48"T8 32W/Electronic 2 4 61 244 Incandescent 2:Y:Incandescent 100W 1 6 100 600 Incandescent 3:W:Incandescent 60W 1 1 60 60 Total Proposed Watts= 14324 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Proposed Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 16360 Total Proposed Watts= 14324 Project Compliance= 2036 �.. 101 e-AttE. A *. � .�§ate � � "'�*�� u : i'� � ;;: Project Title:Golden Corral Report date:02/28/08 Data filename:\\Spcserver\spc_server datag\Sigma_Psi\06166 Golden Corral Queensbury\06166 golden corral.cck Page 3 of 5 • COMcheck Software Version 3.5.2 Mechanical Compliance Certificate 2007 New York Energy Conservation Construction Code Report Date:02/28/08 Data filename:\\Spcserver\spc_server_datag\Sigma_Psi\06166 Golden Corral-Queensbury\06166-golden-corral.cck Section 1: Project Information Project Type: New Construction Project Title: Golden Corral Construction Site: Owner/Agent: Designer/Contractor: Queensbury,NY Paul J.Martin,PE Sigma Psi Consulting Engineers,PLLC 4 Collamer Road Malta,NY 12020 518-581-9428 paulm@sigmapsi.com Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 366 Section 3: Mechanical Systems List Quantity System Type&Description 1 HVAC System 1:Heating:Central Furnace,Gas I Cooling:Rooftop Package Unit,Capacity>=135-<240 kBtu/h, Air-Cooled Condenser/Single Zone 1 HVAC System 2:Heating:Central Furnace,Gas/Cooling:Rooftop Package Unit,Capacity>=90-<135 kBtu/h, Air-Cooled Condenser/Single Zone 1 HVAC System 3:Heating:Central Furnace,Gas/Cooling:Rooftop Package Unit,Capacity>=135-<240 kBtu/h, Air-Cooled Condenser/Single Zone 1 HVAC System 4:Heating:Central Furnace,Gas!Cooling:Rooftop Package Unit,Capacity>=135-<240 kBtu/h, Air-Cooled Condenser!Single Zone 1 HVAC System 5:Heating:Central Furnace,Gas/Cooling:Rooftop Package Unit,Capacity>=90-<135 kBtu/h, Air-Cooled Condenser/Single Zone Section 4: Requirements Checklist Requirements Specific To: HVAC System 1 : O 1. Newly purchased heating equipment meets the heating efficiency requirements a 2. Equipment minimum efficiency:Rooftop Package Unit:9.5 EER Li 3. Integrated air economizer required Requirements Specific To: HVAC System 2 : ❑ 1. Newly purchased heating equipment meets the heating efficiency requirements a 2. Equipment minimum efficiency:Rooftop Package Unit:10.1 EER • 3. Integrated air economizer required Requirements Specific To: HVAC System 3 : El 1. Newly purchased heating equipment meets the heating efficiency requirements Project Title: Golden Corral Report date: 02/28/08 Data filename:\\Spcserver\spc_server datag\Sigma_Psi\06166 Golden Corral-Queensbury\06166-golden-corral.cck Page 4 of 5 D 2. Equipment minimum efficiency:Rooftop Package Unit:9.5 EER ,.,.0 3. Integrated air economizer required ` • Requirements Specific To: HVAC System 4 : u 1. Newly purchased heating equipment meets the heating efficiency requirements ❑ 2. Equipment minimum efficiency:Rooftop Package Unit:9.5 EER u 3. Integrated air economizer required Requirements Specific To: HVAC System 5 : D 1. Newly purchased heating equipment meets the heating efficiency requirements D 2. Equipment minimum efficiency:Rooftop Package Unit: 10.1 EER ❑ 3. Integrated air economizer required Generic Requirements: Must be met by all systems to which the requirement is applicable: D 1. Load calculations per 2001 ASHRAE Fundamentals D 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 u 3. Minimum one temperature control device per system ❑ 4. Minimum one humidity control device per installed humidification/dehumidification system ❑ 5. Thermostatic controls has 5 degrees F deadband - Exception:Thermostats requiring manual changeover between heating and cooling ❑ 6. Automatic Controls:Setback to 55 degrees F(heat)and 85 degrees 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 cfm ❑ 8. Outside-air source for ventilation;system capable of reducing OSA to required minimum o 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 degrees F. 10.Ducts sealed-longitudinal seams on rigid ducts;transverse seams on all ducts;UL 181A or 181B tapes and mastics - Exception:Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g.pressure classification • 11,Mechanical fasteners and sealants used to connect ducts and air distribution equipment LI 12.Operation and maintenance manual provided to building owner D 13.Balancing devices provided in accordance with 603.15 of Mechanical Code for New York State ❑ 14.Stair and elevator shaft vents are equipped with motorized dampers Section 5: Compliance Statement 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 2007 New York Energy Conservation Construction Code requirements in COMcheck Vgrsion 3.5.2 and to comply with the mandatory requirements in the Requirements Checklist. 7 . ) 1/4,4_____.,_____ Name-Title gnature Date Ewy //ctS''AMEs M cttf- \) ..I- +i 4. .Y" AROFI.. Project Title: Golden Corral Report date: 02/28/08 Data filename:\\Spcserver\spc_server_datag\Sigma_Psi\06166 Golden Corral-Oueensbury\06166-golden-corral.cck Page 5 of 5