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2004-892
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CE RTIFI CATE OF OCCUPANCY Permit Number: P20040892 Date Issued: Tuesday, January 31, 2006 This is to certify that work requested to be done as shown by Permit Number P20040892 has been completed. Tax Map Number: 523400-308-016-0001-082-001-0000 Location: 280 CORINTH Rd Owner: WILLIAM BUCKINGHAM Applicant: LOGGER'S EQUIPMENT This structure may be occupied as a: Commercial Addition By Order of Town Board Commercial /Industrial Unheated TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. 1 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040892 Application Number: A20040892 Tax Map No: 523400-308-016-0001-082-001-0000 Permission is hereby granted to: LOGGER'S EOUIPMENT For property located at: 435 CORINTH 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 Jd,o Ordinance. Type of Construction Value Owner Address: WILLIAM BUCKINGHAM 14 SYLVAN Ave Commercial Addition $200,000.00 Commercial/Industrial Unhea QUEENSBURY,NY 12804 Total Value $200,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency HORNING CONSTRUCTION 1484 ROUTE 9 FORT EDWARD.NY Plans&Specifications 2004-892 LOGGERS EQUIPMENT 1600 SQ FT UNDATED STORAGE BLDG., 6000 SQ FT ADDITION TO EXISTING BUILDING AND 900 SQ FT ADDITION TO PARTS ROOM $1,046.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Wednesday, July 05, 2006 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Tom(of Q ensb d y, July 05, 2005 SIGNED BY 1 'N for the Town of Queensbury. Director of Building&Code orcement Building Permk Applications Town of Queensbury—Dept of Community Development,742 Bay Road,Queensbury,NY •� (518)761-8256ot A permit must be obtained before beginning construction. Permit File No. _fil 2 2004 No inspection will be made until applicant has received a Foe Paid $ ; valid building permit. All applicants' spaces on this Roc.Fee Paid $ application must be completed and must appear on the Reviewed By: _ J Y application form. 4 = i L 1 r Applicari. oI' h' y�S O n c: ?.`n= Own= OY Address: / Address: Phone#(._)1`l�- o a7, }?hone#(i) - Property Location: Lot Number: /.-House Number.4(,,� .� �� /�_�_ �a ! �2r-4• Subdivision Name: Tax Map Number: o New Building: residence 1 commercial 'Estimated Market Value of Construction:$ d� O Addition: residence! commercial If an Addition,what will use of new addition be? O Alteration: residence! commercial O No change to.extedor size: residence/com'1 o Other work-(deseribe ) Check Occupancylnfo:rmation 1' Floor r° Floor Other floor Total Below sq.ft. sq.ft, sq.ft. Square Feet o SinjLe fanifly dwelling o Two family dwelling o Townhouse a, Multifamily dwelling #of units O Offico - O Mercantile o Manufactutin o 1 aar detached P=90 n 2 car detached garage 0 3 car detached garage -. 0 1 oar Attached garage 0 2 oar attached garage - 0 3 car attached garage _ r Sto go— - it t :. �-- - -�����_ coommecial T o Storage building- residential _ Dt0- e propose height of ctnr , feet inches uS What is the pr p gh -. Will any second hand or ungraded lumber be used? If so,for what? � i Type of Beating System: electric/ W—gas d /forced hot air/.baseboard/other: . i � Number of -dreulaces to be installed Number of Woodstoves'to be installed CI List below the person(s)responsible for supervision of work as regards to building codes: Name Address- Phone Number Builder - r v aj Q_ Plumber ti- Mason t Electrician Ir Deelgratio : please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that Uwe shall submX`prior to a Certificate of Occupan or Certificate of Compliance being issued,as requested by the Zoning koz6iniitrator or Direct9 of Buil d Co ,anAs Built Survey by a licensed surveyor;drawn to scale,showing actual ocatioa of all new co " coon. Signature: G' owner,owner's agent,architect;contractor - I Application for Permit--Septic Disposal Systern Town of Queensbury 742 Bay Road Queensbury,NY 12804 (518) 761-8256 1. OWNER INFORMATION: ,.•.,•..................•..........•.....................................................•.......... Office Use Location of installation: 3 5- �l ^{-�. ' File Permit No. p J'J Tax Ma No. ��a ✓�— l NOV ? 2004 Coee Paid Owner's Name: C, o v�S ���cs. . 3...:... l�•...........................:........•.....•..•..•.•.....•..•,..........•. Address: 61'1 171 l2 r), 2. INSTALLERS NAME �oGLL r t C. �� PHONE NO. 3. RESIDENCE INFORMATION: (circle year of dwelling, indicate#bedroom(s) and multiply #of bedrooms with applicable gallons per bedroom to equal total daily flow) i Year of House- No of Bedrooms x Computation = Total Daily Flow 1980 or older x 150 gal/bdrm = 1980- 1991 x 130 galibdrm = 1991 -present x 110 gal/bdrm = Garbage Grinder Installed yes— / no Spa or Hot Tub Installed yes_, / no 4.' PARCEL INFORMATION: (circle applicable information&indicate measurements) Topography Soil Nature Ground Water Bedrock or Impervious Material ater Su 1 Fla� sand at what depth at at depth municipal Rolling oam tij'4 feet -feet., well Steep slope clay if well; water supply %slope other from any septic-system depth: absorption is ft. other Percolation Test: (To be completed by licensed professional engineer or architect) Rate: minute per inch 5. PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder,Spa or Whirlpool Tub. Septic Tank: 1,00 0' gallon (min. size 1,000 gal.) Tile Field: each trench ft. Total System Length: ft. Seepage Pit(s): number of o2 size of each: ft. by_�ft. Size at'Stone to be used: # 3 1 depth or thickness j feet i Bed.System Size: x Alternative System: length and/or size 6. HOLDING TANK SYSTEM: (if required) Number of tanks: / Size of each: gallons /TOTAL Capacity: gallons Note: Alarm System and associated electrical work must be inspected by a Town approved electrical inspection agency. 7. SIGNATURE &INFORMATION FOR RESPONSIBLE PERSON(please read) For your protection,please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations with respect to t "s application and agree to abide by these and all requirements of the To of Queensb anitary Sewage Disposal Ordinance. Sign a of po sible person Date • :'l't�tvtt t>f t�uettrt�Ia:i•y ' 5rtivt:r•:t :tncl 50wti);c: I)i:.ptr:::t1 Chapter ApIrcttttli x t A-USOMI'VION. IN ll,'Ijl.) • RI:1'/1ItA'I'IWIN IZI�t.Zt•)1ILI�[�]I���1'1'� G �� t 1 �' SG r'I ice thz',rntt'tx%3 .•+� a ..+. 7. Sltirl A URE INFO.LtIY ATION FO-F,F-4SI'V M$MJ-,i rr+AOv"l \.LvFl& r&w"Nv 1 :• r R TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 _December 23,2004-- -- - - - - ---- --- __. - -- - Charlie Johnson Paradox Design P.O. Box 255 Honeoye Falls, NY 14472 Dear Charlie: -The following issues still need to be resolved before a permit can be issued for the Logger's Equipment addition and standalone storage building. 4 The storage room shown in-the addition must have a-one hour fire rating around it, which includes a three-quarter hour fire door. The lunchroom and locker room must be. provided with your natural ventilation or mechanical ventilation consistent with the fresh air rates in the Mechanical Code. We need Information regarding the type of system to be used to provide fresh air in this or if windows will provide natural ventilation for these area. . The plans do not show the existing exit doors to determine if distance to travel is adequate-throughout the building. Please give us a floor plan of the entire building to determine adequacy of all exits within the building. 6)We need all structural calculations for wind, ground snow load and seismic design stamped by a licensed engineer. This should include an analysis of all structural elements of tthe/b ilding. �,w, fQW (�:.P �`1s Id 3_/1-141 The inerior f / inish on the addition is shown to be two inch rigid foam. By Code, the foam cannot be left exposed unless it meets a certain criteria. Please explain further as to the type of foam being used. b. There are no exit lights or emergency lights shown. Please show all proposed exit lights and emergency lights, along with existing exit lights and emergency lights to determine the adequacy of both. `/1W� allil (114F.Ile- l, we-U e- GAe JX// Aee610 0 cols / . There's no floor drain shown in the plans. We need to know how the drainage for the floor system will be constructed, as well as any oil separators or other devices for the floor drainage. There are no canopies shown over the exit doors. They are required by � ��� Code. /91",Is the lunchroom to be provided with a sink? If so, it must' be handicap accessible. /.�We received no ComCheck Energy evaluation with this building. Along with the ComCheck. we must receive the mechanical and lighting evaluation of the building. e need structural design calculations for the separate open pole barn storage building to be built on site. This would include all structural calculations. Al, 6e P JJw�- ahe septic application has not been filled out, and therefore needs to be completed by someone and signed. As of now, these are the open items that need to be resolved in order for this Department to issue a building permit. I'm not sure if there are any zoning issues associated with this permit. Therefore, you should contact Craig Brown to assure that all zoning issues have been met before issuance of the permit. Thank you for your attention in this matter. Sincerely, Tow" ueensbu David Hatin, Dir for Building and Code Enforcement DH/mg L:\Maria Gagliardi\MARfAG\Johnson.doc lb of Cl6`le G C.`6CY e vz lJfuef "Home of Natural Beauty ... A Good Place to Live " Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection re est r c iv a: Queensbury Building&Code Enforcement Arrive: i �� Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Im ' s: NAME: �Or�C- -Q��� I� — PERMIT 1 bC'�� LOCATION: ] 4 �� DATE: COIi^1I+✓;rENTS �j`�—v���� Chimney/"B"Vent/Direct Vent Location Y 1�1 IAA Plumbing Vent Throu b Roof 6"/hoof Complete 11J1��RLC ��� bf Exterior Finish/Grade Complete 6"in 10' or Equivalent o Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in. 38 in./Step Risers 71'/Treads 11" Vestibules For Exit doors>3000 sq. ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Cano or E uiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers _ Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %z doors > 10%> 1000 s . ft. 3/a Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Of Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler 5 Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building& Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc Septic Inspection Report Office No.(518)761-8256 Date Inspection re est re i Queensbury Building&.Code Enforcement Arrive: am/p D rt. am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi NAME: ��,c&ZLLj F—QO 02t, EZ1 —, PERMIT NO.: ppy LOCATION: C�2�NTH CZp ��_ INSPECT ON: RECHECK: Comments and/or diagram Soil Type: Sand/Loam/Clay Type of Water: Municipal/Well Water Waterline separation distance _ft. Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. -Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Size Type Building to tank Tank to Distribution Box Distribution Box to Field/Pit Opening Sealed: Y/N/Partial End Caps Location/Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits ft. kn nforms er Plot Plan Ngineer Report n As-Built Y N Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear Sys em Use Sta s: Approved Partial Approved and needs to be re-inspected, please call the Building& Codes Office Disapproved Last revised 116105 HAANEN ENGINEERING, LLP RECEIVED January 17, 2006 Bob Clear JAN 1 .g 2006 Clear Enterprises 129 Park Road Quensbury, NY 12804 Re: Septic System Review Bob, Haanen Engineering (HE) has reviewed as-built conditions for septic installation at Logger's Supply in Queensbury. Installation differs from original approved design solely in the fact that toilet effluent line enters 1250 gal. septic tank and bypasses 1250 gal. grease trap. This is an acceptable alternative in this specific situation as no.oils or greases are anticipated in toilet waste effluent stream. All other design criteria remain valid and unchanged. It is HE's opinion that Code compliance officer should consider this construction complete and compliant. If you have further questions regarding this subject, please contact me at (518) 793-7444. Very truly yours, H N E INEERING, LLP Scott Quigan, S. 4- 254 BAY ROAD, QUEENSBURY, N.Y. 12804 TEL: (518) 793-7444• FAX: (518) 793-7061 • E-MAIL: hjh@hjhllc.com 01/17/2006 15:17 518-793-2865 ROZELL IND PAGE 02 - ...... _......... 1 � I i I. I I I j Alt. Jl � I 5LJ- L ► I I I ! l j I � _ i I I i J ...- --- I I _ I _.._. _._._ 1 k I I � I I I �� � i ifs... I J I II i � I � I � .l_. _. ._ _..1, . ------- --- � -• ---:---- --...--.... I 1 i i ------.Zx . I .i.. r __.. _..... I... i I ' I � I ! I Sip- - - : Framing / Firestopping Inspection Report Office.No. (518) 761-8256 Date Inspection eque r ce' ed: -� Queensbury Building&Code Enforcement Arrive: a part: a m 742 Bay Road, Queensbury,NY 12804 Inspector's Ini gal : , NAME. _ — — PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/ COMMENTS Framing Attic Access 22"x 30" minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly �I 12"O.C. Headroom 6 ft. 8 in. j Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls C Metal Strapping for Notches Top Plate 1 '/z w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade t HAANEN ENGINEERING, LLP January 12, 2006 Commercial Truck & Equipment Sales, Inc. P. O. Box 476 Glens Falls, NY 12801 Attn: Mr. Greg Buckingham Re: Building Addition Inspection Gentlemen: Haanen Engineering, LLP (HE) has completed a visual inspection of the wood framing for pole barn storage area and metal building addition. The buildings have been constructed as per the construction documents. If questions arise with the above information, please contact me at (518) 793-7444. Very truly yours, Daniel A. De Nero, P. E. VA Senior Structural Engineer CC: John Rozell, Rozell Industries No.0249 �+ OFItiWo��� l 2, 254 BAY ROAD, QUEENSBURY, N.Y. 12804 1 TEL: (518) 793-7444• FAX: (518) 793-7061 • E-MAIL: hjh@hjhllc.com Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit Now Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: I '3ir�''j Time: a>` Phone: (518) 761-8206 Business Nametti��-�. Fax: (518) 745-4437 Location: '>.' f J Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery !r° TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun �✓ Inspection of extinguisher r Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System Fire Suppression-kitchen Fire Suppression-Gas Island Hood Installation Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D_Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sign Emergency Evacuation Plan �,�(p " Approved (If no other approvals apply,the B&C Office will issue the Certificate of Occupancy) ❑ Denied - ❑ Call for Recheck _ Inspected BY: L:\Sue Hemingway\Fire Marshals Office inpsection 08.17.2005.doc Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. Town of Queensbury VA 742 Bay Road VV 6 Queensbury,NY 12804 Scheduled Inspection Date: d Time: .�7 Phone: (518) 761-8206 Business Name- ` /P Fax: (518) 745-4437 Location: Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width V-Z- Secondary Aisle Width EXIT SIGNAGE Sign-normal SI U jl/7ija `G -�! Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: l.l,7 Vlrg f /�''�- G <� Hun � ` Inspection of extinguisher Hydro extinguisher 2,0 FIRE ALARM SYSTEM {� Fan Shutdown Fire Sprinkler System Fire Suppression-kitchen 1/ Fire Suppression-Gas Island C�� "67/ (il ���Z� Ll�l�• f Hood Installation 2v t G,. /*Lj Interior Finishes Stora e Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane i F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sign Emergency Evacuation Plan ❑ Approved (If no other approvals apply,the B&C Office will issue the Certificate of Occupancy) —1b'Denied ❑ Call for Recheck Inspecte By: N L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Commercial Final Inspection Deport Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: ),C' am/pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: Le NAME: C' -U V4v-f PERMIT#: LOCATION: DATE: / — / COMMENTS: Y N NA,/ j f /C ChimneyL.�/"B"Vent/Direct Vent Location J Plumbing Vent Through Roof 6"/.Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks , Interior/Exterior Ballisters 4 in. Spacing Platform/Decks _ f YC /�'� iA Le gel- Stair Handrail 34 in.-38 in. /Step Risers 7"/Treads 11" J Vestibules For Exit doors>3000 s . ft. �;� ��� ���/ se���� All Doors 36 in. w/Lever Handles/Panic hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. `M G' Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Water-tight ht/Other Floors Oka 4.-'_ l�/e 14 u seJ PAti Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum / Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System ��s, (� .a���e - �J/►rv.c I Fresh Air Supply for Occupancy/Ventilation Combustion i I Low Water Shut Off For Boilers 0.4- 're cy- Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area LX - Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %z doors > 10%> 1000 s .ft. t/ 3/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire VX Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets ` '�t �rtivm Handicapped Bath/Parking Lot Si na a lh/J Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond [Both sides] Active Listening System and Signage Assembly Space 7 44, Final Electrical L Site Plan/Variance required !�-/h �1��- U Final Survey,New Structure/Flood Plain certification,if reg. _ As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Drivewayu Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc Rough Plumbing Insulation Inspection Report, Office No. (518) 761-8256 Date Inspection req st rec ' ed: Queensbury Building & Code Enforcement Arrive: ' a m Q a a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initi NAME: k-- c) EQox?t-�c—a5 ' PER #: 0yA Z LOCATION: INSPECT ON: 1 aCc� TYPE OF STRUCTURE: y /A j( Rough Plumbing / Nail Plates Plumbing Vent / Vents in Place i _ 1 ,1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction -�-� -� Pressure Test Drain / Vent Air / Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air / Head 50 P.S.I for 15 minutes Insulation / Residential Check/ Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: LAPam Whiting\Building&Codesllnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request e iv e Queensbury Building & Code Enforcement Arrive: :� a m epart: � am pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials �J NAME: �L . L. PERM ,T #: — LOCATION: INSP ON: —C� TYPE OF STRUCTURE: y N N/A /� ou h Plumbing / Nail Plates J v Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum NOT Re-rkpq Colt Cleanout every 100 feet / change of direction RiF�He , 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 / Head 50 P.S.I for 15 minutes Insulation / Residential Check / Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace _ Duct work sealed properly / No duct tape COMMENTS: i LAPam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Fran in / eta ng nspectio lie o Office No. (518) 761-8256 t N a r t r c : e f a /6 S Queensbury Building&Code Enforcement Arrive: e a�6�/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: 91 PERMIT#: l �� LOCATION: INSPECT ON: OS TYPE OF STRUCTURE: /" Y N/A COMMENTS Framing Attic Access 22"x 30" minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing 11s Ac Metal Strapping for No %s hes op Plate t � ©( 1 w) 16 gauge(8) 16D nails each side Draft "topping 1,000 q. ft. floor trusses or Bolts 6 ft. r less on center � � ��'\ ce and water shi ld 24 inches from wall ' Fire separation , 2, 3 hour Ti—re wall, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side '/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Framing /Firestopping Inspection Report Office No. (518)761-8256 Date Inspection zeq'uest receiy' d:� -, Queensbury Building&Code Enforcement Arrive: ;am/pm Depart: O;G"r t�nGpm_ 742 Bay Road, Queensbury,NY 12804 Inspector's In4l tialsr-% 4- r NAME: LnG PERMIT#: v LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y ; N N/A COMMENTS raining Attic Access 22"x 30"minimum —� U Jack Studs/Headers Bracing/Bridging Joist hangers j Jack Posts/Main Beams Exterior sheeting nailed properly j 12"O.C. ) Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls 1 r Metal Strapping for Notches Top Plate , 1 %z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade �a A- Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request re,ce�ved: Queensbury Building&Code Enforcement Arrive: a Zvpm, Depart: ,-'�a p- 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: `I'ERIVIIT#: LOCATION: _ ( _ INSPECT ON: TYPE OF STRUCTURE: 1 Comments _ ---- _ 4' N N/A Footings iers 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 pupr ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes.Inspection.FORMS\foundation Inspection Report.doc .January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection req re Queerrsbury Building&Code Enforcement Arrive: i/pm ` epart: 7_1(���a 742 Bay.Rd., Queensbury,:NY 12804 Inspector's Imtia f NAME: —° J— �r —� — ERMIT#: LOCATION: _ INSPECT ON: TYPE OF STRUCTURE: (� . Comments Y 1VT N/A Footings Piers !� Monolithic Slab 1 ` � Reinforcement in Place The contractor is responsible for providing protection from freezing _for 48 hours-following the-placement.-. of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump w Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHeiningWay\BLlilding.Codes.Inspectioii.FORMS\I-oundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-82.56 Date Insjectio'nre eive . Queensbury Building&Code Enforcement Arrive: Depart: ' ' pm 742 Bay Rd., Queensbury,:NY 12804 Inspecto NAME: _�� S 1Q ` T#: (�LOCATION: R� CT ON: — TYPE OF STRUCTURE: Comments Y N N/A F otin s �;� — �i--�— •�� � �� �� iers --� - j olithic Slab Reinforcement in Place \ �" The contractor is responsible for p providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Danipproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHcmingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28.2002 --✓ ----�''��-�����-dam -� Foundation Inspection Report / Office No. (518) 761-8256 Date Inspection r uest ec iv Queensbury Building &Code Enforcement Arrive: am/prr}� v Depart: f n% n 742 Bay Rd., Queensbury,NY 12804 Inspector's Init als• i NAME: P R- #: �_ LOCATION: SPECT ON: O TYPE OF STRUCTURE: Comments Y N N/A Footings Piers ^ -` o"Iiic_Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/ Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab _ B ckfill Approval : �x lambing Under flab _ P C Cast,/Copper Foundation Insulation ntLrjc r..io Rough Grade 6 inch drop within 10 ft. LASueHemingway\Buil ding.Codes.InspectionTORMS\l:oundation Inspe tion Report.doc J.7 28,20 03 \ 1 --11 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re est ece' _ Queensbury Building&Code Enforcement Arrive: a i/p Depart: 1 a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: , NAME: e �J ^✓1 ,RMIT#: LOCATION: _ INSPECT ON. J=� 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. Alpkerials for this purpose on site. undation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/yVatetproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfiil Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHetningway\Building.Codes.Inspection.FURMS\Foundation Inspection Report.doe January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspecf1s- RA : Queensbury Building&Code Enforcement Arrive: Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's NAME: L /LOCATION: c�T� \��� 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 pu_pr ose on site, Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width ��\ 6 inches above footing 6 it poly for wet areas under slab Ba fill Approval lumbing Under Slab PV Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASucHlcmingway\Building.Codes.Inspection.F0RMSToundation Inspection Report.doc January 28,2003 Z 9 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re st iv d: _ Queensbury Building&Code Enforcement Arrive: w'p Depart: 742 Bay Rd., Queensbury, .NY 12804 Inspector's Initials: LZ —NAME: ERMIT#: __ �9 LOCATION: _ ( _ INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings ^ Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this pu_pr ose on site,_T Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 rnil of reas under slab r . A Plumbing Under Slab ON LA t'�L-V---- p r- PP undation Insulation"Interior R- Rough Grade 6 inch drop within 10 ft. LASueHeningway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 S Fax: (518)899-7496 r. CONCRETE FIELD OBSERVATION REPORT Project Exit 18 Truck Sales(Timbedack)-Corinth NY Report No.: C-092805- Rent: Rozell Industries Inc Date: September 28,2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier: Clemente Fane Mix No.: Weather. Clear Air Temp.:AM 50 PM General Placement Location: North Foundation Wall Sheet 1 of 1 TIME WATER DATA(gal.)/ d. Added: Load' Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. +Field Total Total in. Air Temp. Specimen Set No./Remarks 1 1675 195 8 07:01 7:35 8:14 6.00 5.5 83 Set#1 ASTM Procedures C143 1 C231 113106541 REMARKS: Poured from truck chute Sampled from truck chute. CUBIC YARDS PLACED: 8 REJECTED: 0 TECHNICIAN: Dave Lantiegne COMPRESSIVE STRENGTH DATA Set Lab I Cylinder Date Age Load Fracture Compressive No, No. Diameter Area Tested (days) lbs.) T e Strength(psi) FIELD DATA BY: 1 5095 6.00 28.27 10/5 7 111,500 A 3940 SJB Services 5096 6.00 28.27 10/26 28 130,000 A 4600 5097 6.00 28.27 10126 28 130,000 A 4600 TRANSPORTATION 5098 6.00 28.27 10/26 28 134,000 A 4740 BY: SJB Services DATE RECEIVED: 9/29/2005 Specification Requirement at 28 days 4000 Cylinder Size:6'x 12"unless otherwise noted FRACTURE TYPE: Respecffully submitted, Sampled in accord with ASTM C-172 A=Cone SJ�B SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split L_ ✓ J Cast in accord with ASTM C-31 C=Cone and Shear D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth NY Report No.: C-092805 Client Rozell Industries Inc Date: September 28,2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier Clemente Fane Mix No.: Weather: Clear Air Temp.:AM 50 PM General Placement Location: North Foundation Wall Sheet: 1 of 1 TIME WATER DATA(gal.)/ d. Added: Load Ticket Truck Cubic start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. +Field Total Total (in.) Air Temp. Specimen Set No./Remarks 1 1675 195 8 07:01 7:35 8:14 6.00 5.5 83 Set#1 ASTM Procedures C143 C231 C1064 REMARKS: Poured from truck chute Sampled from truck chute. CUBIC YARDS PLACED: 8 REJECTED: 0 TECHNICIAN: Dave Lantiegne COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength(psi) FIELD DATA BY: 1 5095 6.00 28.27 1015 7 111,500 A 3940 SJB Services 5096 10/26 28 5097 10/26 28 TRANSPORTATION 5098 BY: SJB Services DATE RECEIVED: 912912005 Specification Requirement at 28 days 4000 Cylinder Size:6"x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split / ✓ Cast in accord with ASTM C-31 C=Cone and Shear D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY r71 Al R49.8110 (607)578-7182 (585)359-2730 (315)696-7359 e Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 ;3 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timbedack)-Corinth,NY Report No.: C-092305 Client: Rozell Industries,Inc. Date: September 23,2005 Contractor. Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier. Clemente Latham Mix No.: Weather. Overcast Air Temp.:AM 76 PM General Placement Location: West Foundation Wall/North Foundation Wall Sheet: 1 of 1 TIME WATER DATA al. /yd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge EmptyA +Field Total Total in. Air Tem . S ecimen Set NoJRemarks 1 1554 158 10 09:01 9:28 10:48 10 4.25 6 83 Set#1 2 1564 61 10 10:03 10:49 11:45 5 4.00 ASTM Procedures C143 C231 C1064 REMARKS: Truck#2 from Fane Concrete. 4000 psi mix. Poured from truck chute. CUBIC YARDS PLACED: 9 REJECTED: 0 TECHNICIAN: Dave Lantiegne COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) lbs.) Typ e Strength(psi) FIELD DATA BY: 1 5091 6.00 28.27 9/30 7 88,500 A 3130 SJB Services 5092 6.00 28.27 10/24 28 113,000 A 4000 5093 6.00 28.27 10/24 28 116,000 A 4100 TRANSPORTATION 5094 6.00 28.27 10/24 28 116,500 A 4120 BY: SJB Services DATE RECEIVED: 9/2712 0 0 5 Specification Requirement at 28 days 4000 Cylinder Size:6-x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested In accord with ASTM C-39 B=Cone and Split J Cast in accord with ASTM C-31 C=Cone and Shear D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 `► Eastern New York Office L Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth,NY _ Report No.: C-092305 Client: Rozell Industries,Inc. Date: September 23,2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier: Clemente Latham Mix No.: Weather: Overcast Air Temp.:AM 76 PM General Placement Location: West Foundation Wall/North Foundation Wall Sheet: 1 of 1 TIME WATER DATA(gal.)/yd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge EmptyAgg. +Field Total Total (in. Air Temp. Specimen Set No./Remarks 1 1554 158 10 09:01 9:28 10:48 10 4.25 6 83 Set#1 2 1564 61 10 10:03 10:49 11:45 5 4.00 ASTM Procedures C143 C231 C1064 REMARKS: Truck#2 from Fane Concrete. 4000 psi mix. Poured from truck chute. CUBIC YARDS PLACED: 9 REJECTED: 0 TECHNICIAN: Dave Lantiegne COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) lbs.) Type Strength(psi) FIELD DATA BY: 1 5091 6.00 28.27 9/30 7 88,500 A 3130 SJB Services 5092 10/24 28 5093 10/24 28 TRANSPORTATION 5094 BY: SJB Services DATE RECEIVED: 9127/2005 Specification Requirement at 28 days 4000 Cylinder Size:6"x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,.INC. Tested in accord with ASTM C-39 B=Cone and Split Cast in accord with ASTM C-31 C=Cone and Shear D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 Eastern New York Office z Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and x Testing Phone: (518)899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: F)dt 18 Truck Sales(Timber)ack)-Corinth,NY Report No.: C-091605 Client: Rozell Industries Inc. Date: September 16,2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier. Pallette Mix No.: Weather: Hary,Rain Air Temp.:AM PM General Placement Location: Foundation Footings Sheet: 1 of 1 TIME WATER DATA al.)/yd. Added: Load Ticket Truck Cubic Start in Plant Actual Design Slump Y. I Conc, No. No. No. Yards 7Bath.dDischarge Empty A +Field Total Total in. Air Temp. Specimen Set No./Remarks 1 1364 203 9 11:45 11:50 5 2.5 80 Set#1 ASTM Procedures C143 C231 C1064 REMARKS: CUBIC YARDS PLACED: 9 REJECTED: 0 TECHNICIAN: Chad Ye to COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength(psi) FIELD DATA BY: 1 5057 6.00 28.27 9/23 7 114,000 A 4030 SJB Services 5058 10/14 28 5059 10/14 28 TRANSPORTATION 5060 BY: SJB Services DATE RECEIVED: 9/19/2005 Specification Requirement at 28 days 4000 Cylinder Size:6-x 12'unless otherwise noted FRACTURE TYPE: Respecffully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split Cast In accord with ASTM C-31 C=Cone and Shear C ✓/ ✓) D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth,NY Report No.: C-091605 Client: Rozell Industries,Inc. Date: September 16 2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier: Pallette Mix No.: Weather: Hazy,Rain Air Temp.:AM PM General Placement Location: Foundation Footings Sheet: 1 of 1 TIME WATER DATA(gal.)/ d. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. +Field Total Total (in.) Air Temp. Specimen Set No./Remarks 1 1364 203 9 11:45 11:50 5 2.5 80 Set#1 ASTM Procedures C1431 C231 C1064 REMARKS: CUBIC YARDS PLACED: 9 REJECTED: 0 TECHNICIAN: Chad Yetto COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (tbs.) Type Strength(psi) FIELD DATA BY: 1 5057 6.00 28.27 9/23 7 114,000 A 4030 SJB Services 5058 6.00 28.27 10/14 28 140,000 A 4960 5059 6.00 28.27 10/14 28 133,500 A 4720 TRANSPORTATION 5060 6.00 28.27 10/14 28 142,000 A 5020 BY: SJB Services DATE RECEIVED_._ 9/19/2005 Specification Requirement at 28 days' 4000 Cylinder Size:6"x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split Cast in accord with ASTM G31 C=Cone and Shear /�-•_/ J a D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 *; Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 r Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth,NY Report No.: C-091405 Client: Rozell Industries,Inc. Date: September 14,2005 Contractor: Rozell Industries,Inc. Job No.: AT-05-032 Concrete Supplier. Clemente Mix No.: Weather: Air Temp.:AM PM General Placement Location: Parts Addition Footing Sheet: 1 of 1 TIME WATER DATA(gal.)/ d. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Dischar a EmptyAg . +Field Total Total in. Air Temp. Specimen Set NoJRemarks ASTM Procedures C143 �C2131J REMARKS: Field Data by Contractor Test cylinders made by contractor. CUBIC YARDS PLACED: REJECTED: TECHNICIAN: Contractor COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) Ibs.) Type Strength(psi) FIELD DATA BY: 1 5088 6.00 28.27 10/26 28 136,000 A 4810 Contractor 5089 6.00 28.27 10/26 28 144,000 A 5090 5090 11/23 56 TRANSPORTATION BY: SJB Services DATE RECEIVED: Specification Requirement at 28 days Cylinder Size:6"x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split ^ Cast in accord with ASTM C-31 C=Cone and Shear Jl / D=Shear William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 �. Eastern New York Office Contract P.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (618)899-7491 Fax: (518)899-7496 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth,NY Report No.: C-090805 Client: Rozell Industries,Inc. Date: September 8 2005 Contractor: Rozell Industries,Inc.. Job No.: AT-05-032 Concrete Supplier. Clemente Mix No.: 1031-21 Weather: Sunny Air Temp.:AM PM General Placement Location: Footing Sheet: 1 of 1 TIME WATER DATA al. /yd. -1 Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump 9/6 Conc, No. No. No. Yards Batched Dischar a Empty A . +Feld Total Total in. Air Temp. Specimen Set NoJRemarks 1 1140 171 5 01:45 1:51 2:15 3.5 2.7 81 Set#1 ASTM Procedures I C143 C231 C1064 REMARKS: CUBIC YARDS PLACED: 5 REJECTED: 0 TECHNICIAN: Bryan Lashway COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength(psi) FIELD DATA BY: 1 4997 6.00 28.27 9/15 7 112,000 A 3960 SJB services 4998 6.00 28.27 10/6 28 138,000 A 4880 4999 6.00 28.27 10/6 28 129,000 A 4560 TRANSPORTATION 5000 6.00 28.27 10/6 28 129,500 A 4550 BY: SJB Services DATE RECEIVED: 9/9/2005 Specification Requirement at 28 days 4000 Cylinder Size:6"x 12"unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split Cast in accord with ASTM C-31 C=Cone and Shear D=Shear Will am G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 Eastern New York Office - V�. t ContractP.O.Box 2199 Drilling Ballston Spa,NY 12020 and Testing Phone: (518)899-7491 Fax: (518)899-7496 11 CONCRETE FIELD OBSERVATION REPORT Project: Exit 18 Truck Sales(Timberjack)-Corinth,NY Report No• C-090805 Client: Rozell Industries,Inc. Date: September 8 2005 Contractor: Rozell Industries,Inc. Job No: AT-05-032 Concrete Supplier. Clemente Mix No.: 1031-21 Weather. Sunny Air Temp•AM PM General Placement Location: Footing Sheet: 1 of 1 TIME WATER DATA al.)/vd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. +Field Total Total in. Air Temp. Specimen Set NoJRemarks 1 1140 171 5 1 01:45 1:51 2:15 3.5 2.7 1 81 Set#1 ASTM Procedures C143 C231 C1064 REMARKS: CUBIC YARDS PLACED: 5 REJECTED: 0 TECHNICIAN: Bryan Lashway COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) lbs. Type Strength(psi) FIELD DATA BY: 1 4997 6.00" 28.27 9/15 7 112,000 A 3960 SJB Services 4998 10/6 28 4999 10/6 28 TRANSPORTATION 5000 BY. SJB Services DATE RECEIVED: 9/9/2005 Specfication Requirement at 28 days 4000 Cylinder Size:6'x 12-unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A=Cone SJB SERVICES,INC. Tested in accord with ASTM C-39 B=Cone and Split / Cast in accord with ASTM C-31 C=Cone and Shear D=Shear 'William G.Stanton E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re2,1�MIT iv _ Queensbury Building&Code Enforcement Arrive: aDepart: `b a� 742 Bay Rd., Queensbury,NY 12804 Inspector's InitialNAME: c- , P LOCATION: rNTSPECT ON: = TYPE OF STRUCTURE: Comments F tings 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 pu_pr ose on site. _ Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper— Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHetningway\Building.Codes.Inspection.FO WSW oundation Inspection Report-doe January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ Depart:&a p 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: _ PERMIT#: LOCATION: [. INSPECT ON: TYPE,OF STRUCTURE: Comments Y N N/A Footings 3 Piers Monolithic Slab XReinement in Place ontractor is responsible for ding protection from freezing for 48 hours following the placement of the concrete. _ Material-s-for-,-this,pu_pr ose on site. �qun'da bn./__Wallpour Reinforcement in Place G� L4 Foundation Dampproofing Foundation/Waterproofing Type of DampprooBng/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfrll Approval Plumbing Under Slab - ' PVC/Cast/Copper 'F,; anon-,Ysulation Interior/ xterioAl r „ f Rough Grade 6 inch drop within L:\SucHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51 i8) 761-8256 Date Inspection re est r ivt e . Queensbury Building &Code Enforcement Arrive: m/ Depart: am/pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: i Y . NAME: LOC�E�S e-QaJ r. PERMIT#: � �- LOCATION: d3- C 9-t,3-rck:� RID INSPECT ON: TYPE OF STRUCTURE: Comments _ Y N N/A Footings Piers Monolithic Slab Reinforcement in Place • The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab _ Backfill Approval Plumbing Under Slab PVC/Cast/Copper oundation Insulation Interior error R-- - Rough Grade 6 inch drop within 10 ft. I ASueHemingwaylBuilding.Codes.Inspcction.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-82.56 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pDepart: n in 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: NAME: _ PERMTT#: LOCATION: _ ( rNISPECT ON: TYPE OF STRUCCT . Comments Footings Piers Monolithic Slab II Reinf cement in Place e/contractor is responsible for providing protection from freezing for 48 hours following the placement o the concrete. aterials for this purpose on site. _ oundation/Wallpour Reinforcement in Place Foundation Dampproofing V y Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab—� PVC/Cast/Copper- Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. I L:\Sucllemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doe January 28,2003 Foundation Inspection Report Office No. (518) 761-82.56 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: an-dpm'I�f �Depart: i pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: V PERMIT#: LOCATION: INSPECT ON: TYPE.OF STRUCTU . Comments _ _ _ Y N N/A F otings Piers Monolithic Slab Reinforcement in Place � The contractor is responsible for providing protection from freezing for 48 hours following the placeinent of the concrete. Materials for this pu_pr ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above .footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/.Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.PORMS\I,oundation Inspecrion Report.doe January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re eeQueensbury Building&Code Enforcement Arrive: ni/pmepart: :. 742 Bay Rd., Queensbury,. � 12804 Inspector's Initi NAME: _( `C� �.� C', ERMIT#: LOCATION: _ INSPECT ON: TYPE OF STRUCTURE: Ac� .�tJ � Comments Y N N/A � ► Footings Piers Monolithic Slab Reinforcement in Place e contractor is responsible for roviding protection from freezing for 48 ours following the placement of t concrete. aterials for this-purpose on site. undation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump A Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfrll Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. LASucHemingway\Bui Win g.Codes.Inspection.FORMSU-oundation Inspection Report.doe January 28,2003 ll.rs✓ / Foundation Inspection Report p P Office No. (518) 761-8256 Date Inspection r quest eive . Queensbury Building&Code Enforcement Arrive: nvp Dep ` , a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: AY(,k ,RMIT#: I LOCATION: _ INSPECT ON: SZ`� TYPE OF STRUCTURE: Comments ---_--- Y N N/A Fd'otings _--!— `— Piers Monolithic Slab Rein rcement in Place he contractor is responsible for Y,/'providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. L:\SucNemingway\Building.Codes.Inspection.FORMS\I'oundation Inspection Report.doc January 28,2003 1 METALLIC BUILDING COMPANY COMMERCIAL TRUCK SALES 04/28/05 280 CORRINTH RD QUEENSBURY, NY 12804 QUOTE NO: 1455060 BUILDING SIZE: CSTS 80' X 70' X 16' JOBSITE: QUEENSBURY, NY (WARREN) Gentlemen: This is to certify that the above referenced building and its component parts will be designed and fabricated by Metallic Building Co, an AISC Certified Manufacturer, at its AISC certified facility. It has been designed in accordance with the order documents, in general accordance with the ninth edition of the AISC "Manual of Steel Construction" and the 1986 Edition (with 1989 amendments) of the AISI "Cold Formed Steel Design Manual" and with good engineering practice for the following loads. All welding is per the appropriate American Welding Society (AWS) code. Governing Code for application•,cf design loads: IBC 2000 IMP. FACTORS: WIND: 1.0 SNOW: 1.0, SEISMIC: 1.0 DEAD LOAD. . .weight of metal bldg.- structure only as supplied by Metallic Building Co LIVE LOAD . . . . . . . . . . . . . . 30 PSF COLLATERAL LOAD. . . . . . . . . 2 PSF WIND LOAD. . . . . . . . . . . . . . . 90 MPH EXP B SEISMIC ZONE.% . . . . . . . . . . Ss=20%; S1=10% SITE CLASS D GROUND SNOW LOAD. . . . . . . . . . . . . . . 70 PSF This Letter of Certification applies solely to the steel building and its component parts as furnished by Metallic Building Co and specifically excludes any r foundation, masonry, or general contract work. Sincerely, �C F NE Kr T.A 1'0 Jerry Adamski,P.E. t Q31353-1 a division of NCI Building systems 7301 Fairview Houston,TX 77041 I T: 713-466-7788 I F:713-466-3194 www.metallic.com f ' • • • K61 0 United States C O M M E R C I A L •• �t a Styrofoam ". .. a=` "` Building Materials 0 0 1 `�' P'.R•ODUCT NAME THERMAX Light Duty Insulation 2' ' closure system'for the applica- Product thicknesses and Manufacturer tion,THERMAX Light Duty R-values are shown in Table 1. The Dow Chemical Company with its low perm rating helps Not all products are available Building Materials to prevent moisture condensa- in all parts of the country. 200 Larkin tion within and behind the Additional product sizes are Midland,MI 48674 insulation. available by custom order. 1-866-583-BLUE (2583) `' Consult a Dow representative Fax 1-989-832-1465 BASIC USE , about other sizes and lead-time www.dowstyrofoam.com/architect THERMAX Light Duty is requirements. _ designed as an insulation and interior finish system for walls 3 �rOduCt ' and ceilings in metal, wood Technical Data Description post frame, and concrete or APPLICABLE STANDARDS masonry buildings, as THERMAX Light Duty meets THERMAX*Light Duty governed by building codes. ASTM.C1289-02—Standard insulation consists of a glass- The tough 1.25 mil white Specification for Faced Rigid fiber-reinforced polyisocyanurate embossed aluminum surface Cellular Polyisocyanurate foam core faced with nominal of THERMAX Light Duty Thermal Insulation Board,Type I, 1.25 mil embossed white acrylic- makes a durable insulation/ Class 2(previously known as coated aluminum on'one finish choice for use in light- Federal Specification HH-I-1972), side and 1.25 mil embossed impact areas. It can be which includes: aluminum on the other. It can pressure-washed up to 1,000 • ASTM C203—Standard Test be installed exposed to the psi with a 15-degree or greater Methods for Breaking Load interior without a thermal barrier- spray tip (at minimum 3' and Flexural Properties of THERMAX Light Duty offers distance). Block-Type Thermal high, long-term R-value**. The Insulation facers help prevent water and SIZES • ASTM C209—Standard Test water vapor intrusion into the Width and length: Methods for Cellulosic Fiber insulation foam, and allow the 4'x 8' Tx 10' Insulating Board foam to stabilize at a higher Edge treatments: • ASTM C518—Standard Test 4_J R-value. Used in conjunction Square edge, shiplap Method for Steady-State with the appropriate joint Thermal Transmission Properties by Means of the H TABLE 1 Heat Flow Meter Apparatus C THERMAX Light ' • ASTM D1621 —Standard Test YNomir�a Fear TFifekness��r ,, �y" ,_. ' >aa�tsl`iPied�t.'�`��aFue�' ' z ¢ "s" Method for Compressive 0.5 13.3 Properties of Rigid Cellular 0.75 1 5.0 Plastics Q 1.0 1 6.5 • ASTM D2126—Standard Test 1.25 1 8.0 Method for Response of Rigid 4 J 1.55 110.0 Cellular Plastics to Thermal 1.75 1 11.4 and Humid Aging 2.0 1 13.0 • ASTM E96—Standard Test •� 1 3.0 Method for Water Vapor J .0 19.0.0 Transmission of Materials (1)Stablllred R-values @ 7S'F mean temperature determined In accordance with ASTM CS18. • ASTM D1623—Standard Test (2)R-values expressed In ft'•h•'F/Bm- Method for Tensile and Tensile Adhesion Properties of Rigid Cellular Plastics IAJ ••R means resistance to heat flow.The higher the i R-value,the greater the Insulating power.R-value i 'Trademark of The Dow Chemical Company---_ I determined by ASTM C518. 1 • • INFORMATION TABLE 2 TABLE 3 lultyrim,Sri[ .0- Chemical Resistance , •..@:y..+nn �, q t ..f. a.,g,r r tsr '�>_ .r-•.u�k a ,,,.. THERMAX prgperky ardestvfthod Value Acid,inorganic Not recommended Compressive Strength ,ASTM D1621,psi,min. 25.0 Acid,organic Excellent Flexural Strength,ASTM C203,psi,min. 40.0 Water Absorption,'ASTM C209,%by volume,max. 0.03 Alcohol Excellent Water Vapor Permeance,ASTM E96,penes,max. I c0.03 Asphalt,water-based Good Maximum Use Temperature,°F i 250 Bases(caustics) Poor Ught Reflectance,Visual Light Spectrophotometer,% 65 Brines and other salts Excellent (1)Vertical compressive strength is measured at 10 percent deformation or at yield,whichever occurs first. Cements and mortar Poor Gases,carbon dioxide(CO,) Excellent PHYSICAL/CHEMICAL CODE COMPLIANCES Gasoline Excellent PROPERTIES Hydrocarbons Excellent THERMAX Light Duty complies THERMAX Light Duty exhibits with the following codes: Insecticides Excellent Kerosene Excellentnt the properties and characteristics International Residential Mineral oil USP Excellent indicated in Table 2 when Code 2003 (IRC) Section 314 Naphtha Excellent tested as represented. International Building Code paints,alcohol-based Excellent For chemical resistance (IBC) Section 2603 Paints,alcohwateol-based Excellent properties of THERMAX Light • National Evaluation Services Polyglycols, . Excellent Duty, see Table 3. (NES) NER-681 including propylene glycol BOCA-Section 2603.0 Water"' Excellent ENVIRONMENTAL DATA and Research Report (1)Water may muse discoloration of aluminum facers. THERMAX Light Duty is #98-25 (replaced) This does not impact the a-value of dry,core Insulation. manufactured with h drocarbon ICBO=Section 2602 and NOTE This table should used as guide only.For design y purposes,specific test dataa on the Intended application may blowing agents, which have no Evaluation Report#3223 he needed. ozone depletion potential. (replaced) SBCCI-Section 2603 and • Fire Performance Evaluation FIRE PROTECTION Evaluation Report 9574C of an Exterior Masonry THERMAX products should be (replaced) Wall System Incorporating used only in strict accordance • FM 4880-Wall-Ceiling THERMAX Insulation Tested with product application Construction Metal-Faced- in Accordance With NFPA instructions.THERMAX Class 1 Fire Rated to Max. 30' 285, 1998 Edition (UBC 26.9, products,when used in a build- High, 4.25"Thick, 4'Wide, intermediate scale-multistory ing containing combustible When Installed as Described testing) materials, may contribute to in the Current Edition of • FMVSS No. 302- the spread of fire. For more FMRC Approval Guide Flammability of Interior information, consult MSDS • THERMAX products are Materials-Passenger Cars, and/or call Dow at 1-866-583- covered under Underwriters Multipurpose Passenger BLUE (2583). In an emergency Laboratories Inc. (UL) files Vehicles,Trucks and Buses call 1-989-636-4400. R5622, R8181 and R2637 (Docket No. 3-3;Notice 4) • UL 1256-Fire Test of Roof • Miami-Dade NOA 02-0703.02 Deck Constructions, Roof Interior Insulation on CMU Deck Construction No. 120 Block and No. 123 • Miami-Dade NOA 02-0703.03 • UL 723 (ASTM E84) Surface Insulated Wall Burning Characteristics of • Miami-Dade NOA 02-0703.05 Building Materials Insulated Roof Assembly • The following designs are 1, 2, 3 or 4 hour wall rated Contact your Dow sales assemblies as listed in the UL representative or local authori- Fire Resistance Directory: ties for state and local building U026, U324, U325, U326, code requirements and related U330, U354, U355, U460, acceptances. U902, U904, U905, U906, U907 L 5 .Installation -::_.7 _.Warranty . Ltd;;,r,�: r•_ - _ •Boards?-of THERMAX Light Fifteen-year limited thermal Duty are lightweight and can warranty. be sawed or cut with a knife. They yinsiall quickly to walls $ Maintenance and ceilings'--inside arid- outside of purlins, trusses or Not applicable. bar joints. Butt joints must be installed over structural 9 Technical members.The surface of the insulation at all joints must be Services continuously sealed with tape or with one.of Dow's joint Dow can provide technical closure systems. . information to help address Contact.-a local Dow questions when using representative or access THERMAX Light Duty. the literature library at Technical personnel are www.dowstyrofoam.com/ available to assist with architect for more specific any insulation project. Cail instructions. 1-866-583-BLUE (2583). 6 Ava-ilability 10 Filing Systems THERMAX Light Duty •www.dowstyrofoam.com/ insulation is manufactured architect in several locations and is • www.sweets.com distributed through an exten- sive network of manufacturers and distributors. For more information, consult the nearest Dow sales office or call 1-800-232-2436. IA- • • • • i United States C O M M E R C I A L '• Building& Construction 1 PRODUCT NAME THERMAX-Sheathing 2 Manufacturer BASIC USE available by custom order. - -- - THERMAX Sheathing is specially Consult a Dow representative The Dow Chemical Company designed to have enhanced fire about other sizes and lead-time Dow Building& Construction retardant properties.It is the only requirements. 200 Larkin polyisocyanurate sheathing Midland, MI 48674 with a non-halogenated(no 4 Technical Data 1-866-583-BLUE (2583) HCFCs)blowing agent that still Fax 1-989-832-1465 maintains a Class A fire rating APPLICABLE STANDARDS www.dowstyrofoam.com/architect and can be used exposed without THERMAX Sheathing meets a thermal barrier(see NER-681). ASTM C1289-02-Standard 3 Product Sheathing also has Specification for Faced Rigid approval in exterior multistory Cellular Polyisocyanurate Descri ' tion steel stud walls with brick p Thermal Insulation Board,Type I, THERMAX*Sheathing is a cladding.See IBC Section 2603.5. Class 2 (previously known as non-structural, rigid board Federal Specification HH-I-1972), insulation consisting of a glass- SIZES which includes: . fiber-reinforced polyisocyanurate Width and length tt • ASTM C203-Standard Test foam core laminated between . 16 x 8, 16 x 9, 16 x 10, Methods for Breaking Load pinhole-free aluminum foil 2 x 8, 2'x 9, 2'x 10, 4,x.8, and Flexural Properties of facers.The glass-fiber reinforce- 4'x 9','4'.x 10'.., Block-Type Thermal ment, along with chemical Edge treatments: Insulation modifications, contributes to Square edge, shiplap • ASTM C209-Standard Test improved fire performance Methods for Cellulosic Fiber and dimensional stability. Product thicknesses and Insulating Board THERMAX Sheathing can be R-values are shown in Table 1. • ASTM C518-Standard Test installed exposed to the interior Not all products are available Method for Steady-State without a thermal barrier. in all parts of the country. Thermal Transmission Additional product sizes are Properties by Means of the Heat Flow Meter Apparatus •ASTM D1621 -Standard Test TABLE 1 Method for Compressive THERMAX Sheathing Properties of Rigid Cellular Plastics MEMO 0.5 3.3 • ASTM D2126-Standard Test 0I5 5.0 Method for Response of Rigid 1.0 6.5 Cellular Plastics to Thermal 1.25 8.0 and Humid Aging .a. 1.55 10.0 • ASTM E96-Standard Test 1.75 11.4 Method for Water Vapor .E.J 2.0 13.0 Transmission of Materials 2.5 15.8 • ASTM D 1623 -Standard Test j 3.0 19.0 Method for Tensile and S 3.5 22.1 Tensile Adhesion Properties 4.0 25.3 of Rigid Cellular Plastics ` . (1)R means resistance to heat Raw.The higher the It-value,the greater the Insulating power.Stablilred 8-values 0 7SeF mean y temperature determined In accordance with ASTM 018. (2)8-values eaprersed In M•h-710tu. W 'IYademark of The Dow Chemical Company UCT INFORMATION TABLE 2 . TABLE 3 SheathingPhysical Properties of THERMAX Sheathing Chemical Resistance of 00 THERMAX _ Com ressivr:Stren' ";ASTM D1621,psi,min. 25.0 Acid,inorganic Not recommended Flexural Stren ASTM C203psi,min. 40.0 Dimensional Stability,ASTM D2126,%linear change,max. OS Acid,organic Excellent Water Abso tion ASTM C209 %b volume max. 0.3 Alcohol Excellent Water Vapor Penneance ASTM E96perms,max. <0.03 Asphalt,water-based Good Maximum Use Temperature,1 250 Bases(caustics) Poor (1)Verticalccurs l compressive strength is measured at 10 percent deformation or at yield,whichever o first. Brines and other salts Excellent Cements and mortar Poor PHYSICAUCHEMICAL CODE COMPLIANCES Gases,carbon dioxide(C01) Excellent Gasoline Excellent PROPERTIES ;' _ THERMAX Sheathing complies Hydrocarbons Excellent THERMAX-Sheathing exhibits with the following codes: Insecticides Excellent the'properties and characteristics • International Residential Kerosene Excellent indicated'in Table 2 when Code 2003 (IRC)Section 314 Mineral oil USP Excellent tested as represented. • International Building Code Naphtha Excellent For chemical"resistance (IBC) Section 2603 Paints,alcohol-based Excellent properties of THERMAX • National Evaluation Services Paints,water-based Excellent Sheathing,'see Table 3. (NO)NER-681 Polyglycols, Excellent BOCA-Section 2603.0 and including propylene glycol ENVIRONMENTAL DATA Research Report#98-25 Watervl Excellent THERMAX Sheathing is manu- (replaced) (1)Ware r may cars discoloration of aluminum facers. factured with hydrocarbon ICBO-Section 2602 and This don not Impact the R-value of dry,core insulation. blowin a entS'which have no Evaluation Report#3223 v w This table �a°c eat o�'u e lnt as a endM appide llntlonHmay g g (replaced) be ""dcd oione depletion potential. SBCCI-Section 2603 and FIRE PROTECTION Evaluation Report 9574C • Fire Performance Evaluation THERMAX products should be (replaced) of an Exterior Masonry Wall used only in strict accordance FM 4880-Wall-Ceiling System Incorporating with product application Construction Metal-Faced- THERMAX Insulation Tested instructions.THERMAX Class 1 Fire Rated to Max. 30' in Accordance With NFPA products, when used in a build- High, 4.25"Thick, 4'Wide, 285, 1998 Edition (UBC 26.9, ing containing combustible When Installed as Described intermediate scale- materials, may contribute to in the Current Edition of multistory testing) the spread of fire. For more FMRC Approval Guide • FMVSS No. 302- information, consult MSDS • THERMAX products are Flammability of Interior and/or call Dow at covered under Underwriters Materials-Passenger Cars, 1-866-583-BLUE (2583). In an Laboratories Inc. (UL) files Multipurpose Passenger emergency, call 1-989-636-4400. • R5622, R8181 and R2637 Vehicles,Trucks and Buses UL 1256-Fire Test of Roof (Docket No. 3-3; Notice 4) Deck Constructions, Roof • Miami-Dade NOA 02-0703.02 Deck Construction No. 120 Interior Insulation on CMU i and No. 123 Block • UL 723 (ASTM E84) Surface • Miami-Dade NOA 02-0703.03 Burning Characteristics of Insulated Wall Building Materials • Miami-Dade NOA 02-0703.05 •The following designs are 1, Insulated Roof Assembly 2, 3 or 4 hour wall rated assemblies as listed in the UL Contact your Dow sales rep- Fire Resistance Directory: resentative or local authorities U026, U324, U325, U326, for state and local building U330, U354, U355, U460, code requirements and related U902, U904, U905, U906, acceptances. U907 2 _ 5 Warranty Installation Boards of THERMAX Sheathing Fifteen-year limited thermal are lightweight and can be warranty. sawed or cut with a knife. They install quickly to walls and 8 Maintenance ceilings—inside and outside of purlins, trusses or bar joints. Not applicable. Butt joints must be installed over structural members. 9 : Technical Contact a local Dow representative or access SerVlces the literature library at www.dowstyrofoam.com/ Dow can provide technical architect for more specific information to help address instructions. questions when using THERMAX Sheathing. 6 Availability Technical personnel are available to assist with any THERMAX Sheathing is insulation project. Call manufactured in several 1-866-586-BLUE (2583). locations and is distributed through an extensive network of 1 O Filing SySterns manufacturers and distributors. For more information, consult • www.dowstyrofoam.com/ the nearest Dow sales office or architect call 1-800-232-2436. • www.sweets.com INFORMATION StP 1 2a �nn� T001"N'OF Dow Polyisocyanurate Insulation Products-�-'r�` Jo Q o^ 0 4 T a,2'c o m a v �' ¢Ci C LG- '�q E\ d:t ss• O E p•Ca E� C hOi-, �O 'b O PhysicalProPerties"' a c4� �-•� 3N �.ao'�c �� '%- E-o �- ES ASTM Method D1621 C203 C209 E96 D2126 C1289 E84 E84 CELO-VENT Insulated Shingle Deck 16 40 1.0 - 2.0 V - 25/<250 55/150 HV-THERM AP Roof Insulation 16 40 1.6 1.0 2.0 II - 2G/<250 55/150 Class 1 HY-THERM Composite Roof Insulation 16 40 2.0 - 2.0 IV 25/<250 55/150 HY-THERM NAIL-LINE Roof Insulation 16 40 1.0 - 2.0 V - 25/<250 55/150 QUIK-R 25 75 0.8 3.0 1.0 II 190 25/<250 30/185 Class 2 STURDY-R 20" 75 0.5 3.0 1.0 II 190 251230 30/165 Class 2 Super TUFF-R 25 55 0.05 <0.03 1.0 1 190 25/230 40/70 Class 1 or 2" Super TUFF-R C 25 55 0.05 <0.03 1.0 1 190 25/230 40l70 Class 2 THERMAX Heavy Duty 25 55 0.05- <0.03 0.1 1 250 25/<200 25/250 Class 2 THERMAX Heavy Duty Plus 25 55 0.05 <0.03 0.1 1 250 25/<200 25/250 Class 2 THERMAX Light Duty 25 55 0.05 <0.03 0.1 1 250 25/<200 25/250 �QQ Class 2 THERMAX Metal Building Board 25 55 0.05 <0.03 0.1 1 250 25/<200 251250 Class 2 �+ f� /r�• THERMAX Sheathing 25 55 0.05 <0.03 0.1 1 250 25/<200 25/250 Class 2 TUFF•R 25 55 0.05 <0.03 1.5 I 190 25/230 40I70 Class 1 or 2111 TUFF-Ft C 25 55 0.05 c0.03 1.5 1 190 251230 40nO Class 2 VALUE-R 20 - 0.3 <0.03 2.0 1 190 25/<125 651150 Class 1 NOTES: 1.Data reflect product with hydrocarbon long-term creep.For static loads,3-1 is sug- 4.These numerical flame spread ratings are not blowing agent,except flame spread and gested.For dynamic loads,b-1 Is suggested. intended t0 retlecT hazards presented by This or smoke development as indicated. 3.Water vapor permeance varies with product any other material under actual fire conditions. 2.Vertical compressive strength is measured at type and thickness.Values are based on the 5.Varies with thickness. 10%deformation or at yield,whichever occurs desiccant method,and they apply to insulation '-ASTM D1622 first.Since Dow dolvisocvanurate insulation l'in thickness.Thicker products have lower products are visco-elastic materials,adequate permeance. design safety factors should be used to prevent •For Technical Information:1-866-583-BLUE(2583) •For Sales Information:1-800-232-2436 THE DOW CHEMICAL COMPANY •Building Materials•200 Larkin•Midland,MI 48674•www.dowstyrofoam.com ti(rl'1(:I.:\o frr(rhnli from any patent owned by Dew--the"is to br Inferred.Iles i"e t'undirimt.....I applisahl,,l;ne.may differ(ruin one locati"110 another and may chanxe with tittle.('u.In el re.pon.ible fur lovnnhting whether 111=1 and tha•lufixnmtinu In this dotum.nl ore appropriate Inc Customer,u.e and fur tmwuing t1w cmlumvr',workpl-and dl.pival practitr>are in c"m- plinwe.rift.app7icthle law.and other g"t.crn lent e.wilts.Dow assume.-"hliplinn nr Ilability for the Information in this doctnnent.NO wAHAAN 1'IF AAF GIVEN;ALI.IMPLIED WARHANTIB Ill:%IHICIIAN'*A1111.11Y OR IIINNSS 1011 A PAR11CL I.AR 1'(:RPOSi Alt).I.X11R151t.Y EXCLUDED. Dnw I'nlyi.oeyanuratt•Inculatton Other'I'han'rHERMAX Products t'OMRI!6I IIu.F:Irma.t Imnl high heat.nurse..I-I building-ivc may nrluin•t prnlertiee m or theral barrier.For nmre Infer l'alin n co. ..... MSD6.call 11uw at I-Ka+Sx:i-It1.V1:12.iri.h ll or-Ma your Products; b"it,mg i-p-l"r.In an......rge,,,y. all 1-989.616-44M. '1'I IFRMAX 1'nubnit to MRU11'lltl F:I 1111 AX Ill h.M Lild N-aced onh•in ttrist au'urdance with product aplHlt'ulnn Intt-al'n..l'IIF.RMAX In,,d s,11hen ose11 in a building-iltaiuing...... tible ntatrrialc,may' nnndbu:e to the I"e'd of lire-I"r morn ininnnation.nmsult MSDS and/m call Dott•at I-rin(i-.Sri:t-III.DI.i2:%u.In an emergentq.call 1.989-h36-44M. tv:OtNI�G:111FAMAX in-Ution 0h,kh b"atdc do not tunslitule a working walkable•surface nr qualify a.a tall 1-tteti"n pratuet. • /� Living. Improved daily. ssm GTREEAMK SWNGURM99 Printed in U.S.A. 'Trademark of The Dow Chemical Company Form No.179.07030X-0603PFsM M<KAV175575 PARADOX D E" S 1 G N S March 17,2005 David Hatin Building Inspector , Town of Queensbury - ARCHITECTURE 742 Bay Road Queensbury,NY 12804 INTERIORS RE: 280 Corinth Road Loggers Equipment Dear Dave, This letter and related drawings will serve as an amendment to the building permit documents " originally submitted for the above referenced project. I have changed the floor drain and related seepage pit as originally shown to reflect modifications as requested. I have shown an oil separator and septic tank servicing the new and existing floor drains and the new hand sink. They are directed to an open air retention area. The calculations for the oil separator capacity are as follows: repair garage floor area equals 11,040 square feet. New York State Building Code states: Oil separator shall have a minimum capacity of Charles Johnson 6 cubic feet for the first 100 square feet of floor area plus 1 cubic foot for each additional 100 square feet of floor area. 11,040 sf—100 sf= 10,940 sf/100 sf= 109.4 cu.Ft. Following this equation yields a total capacity of 6 cu.ft.+110 cu.ft.= 116 cu.ft. Converting cubic feet to liquid measure . uses the following conversion factor: 1 cu.ft.=7.48 gallons. This yields a total minimum gallon capacity of 868 gallons for the oil separator. I have indicated a 1,200 gallon receptacle size. The open air retention area is indicated as a 25'x 100' area that is 6"deep. This creates a capacity of 1,250 cu.ft.of area. This area is to be seeded and maintained as an open turf area A structural engineer is completing the wind load calculations for the open air storage structure. Upon completion of these calculations early next week I will forward to you for your review I have affixed my professional seal to the revised drawings for your use. Should you have any ADIRONDACK OFFICE questions or comments please do not hesitate to contact me. Long Alley Best regards, Saratoga Springs, NY 12866 Tel/Fax 518.583.0027 Charles Jo FINGER LAKES OFFICE SA P.O, Box 255 Al 4 ik Honeoye Falls, NY 14472 Tel/Fax 585.624.5930 www.ParadoxDesigns.net i It—;I�a -- (Amr, WA 1 I �e o � -cam x In ks-, -1ao PW h9 _cede X l o br sr. - 1 ck-,--�PLP I I � 110,oa7 �6 1� v� (2 o t LOAD TABLES 6PLF): R00F (SNow LoAD AnEA 1157.) HOW TO USE THIS TABLE 1. Determine the total load on the beam or header in pounds per lineal loot(plo. 2.Locate under SPAN a span that meets or exceeds the required beam or header span (center-to-center of bearing). 3.Scan from left to right within the SPAN row until you find a cell where the maximum TOTAL LOAD meets or exceeds the required loads.For stiffer deflection criteria,use the 1-1240 values. 4.The dimensions of the beam are shown at the top of the column of the selected cell. 5.If the selected beam is too deep or the MIN.END/INT.BEARING length is too long,continue scanning to the right to find a wider beam that may require less depth and less bearing length. �3v I Ur J50API i Poo 1X-P X- WAl'i" 1 - 1—P1AC � rE 01 - TX25 4 8dmwBMW -4" A , 1 846 873 1071 1146 1413 1692 1746 2143 2291 2827 3378 3982 3.5/8.8 4.3110.8 2.616.5 3.--E 2.6/6.5 2.7/6.7 3.318.2 2.716.7 3/8.2 3.519.8 4.3/10.8 5.2112.9 6.1115.2 566 595 818 872 1064 1132 1191 1636 1744 2128 2515 2929 470 507 813 940 1014 1626 BEARING2.2/5.4 2.3/5.7 3.1/7.8 3.3/8.4 4.1110.2 2.215.4 2.3/5.7 3.117.8 3.3/8.4 4.1/102 4.8112.1 5.604.0 -4#TOTALOAb 367 397 568 629 852 734 793 1.136 1259 1705 2002 2315 279 301 488 569 558 603 977 1137 ............ T, 1.714.3 1.8/4.6 2.6/6.6 2.917.3 3.9/9.8 1.7/4.3 1.814.6 2.6/6.6 2.9/7.3 3.9/9.8 4.6/11.5 5.3/13.3 Z 233. 252 413 461 630 466 504 827 921 1260 1623 1912 179 193 315 367 586. 357 386 629 735 1171 1 1.513.5 1.5/3.5 2.215.6 2.516.2 3.418.5 1.513.5 1.513.5 1 2.215.6 2.5/62 3.418.5 4.4110.9 5.2112.9 156 169 279 327 480 312 338 558 654 961 1239 1550 121 131 214 t 250 401 242 262 428 501 803 1171 1.5/3.5 1.5/3.5 1.714.3 2.015.1 3.0/7.4 (.5/3.5 1.5/3.5 1.7/4.3 2.0/5.1 3.0/7.4 3.8/9.6 4.8/12.0 109 118 196 231 374 218 236 393 461 749 975 1220 86 93 152 178 286 171 185 304 356 573 840 1171 1.513.5 1.5/3.5 1.5/3.5 1.6/4.1 2.616.5 1.513.5 1.5/3.5 1.5/3.5 1.6/4.1 2.6/6.5 3.4/8.5 4.3110.6 79 85 143 168 274 157 170 285 336 548 786 985 63 68 112 131 211 125 136 223 262 423 621 870 1.5/3.5 1.5/3.5 1.513.5 1.5/3.5 2.115.4 1.513.5 1.513.5 1.513.5 1.513.5 2.115.4 3.117.7 3.919 S TOTALOADr 44 48 81 96 158 87 95 162 191 316 471 668 37 40 65 77 124 73 79 130 153 248 367 516 1.513.5 1.513.5 1.5/3.5 1.5/3.5 1.5/3.8 1.5/3.5. 1.513.5 1.513.5 1.5/3.5 1.513.8 2.2/5.6 11/7.9 26 28 49 58 98 51 56 98 116 195 294 420 23 25 41 49 79 46 50 93 97 158 234 330 1.513.5 1.5/3.5 1.513.5 1.513.5 1.513.5 1.5/3.5 1.513.5 1.513.5 1.5/3.5 1.5/3.5 1.7/4.2 2.3/5.9 31 37 63 31 34 62 74 127' 193 278 28 33 53 31 34 56 65 106 158 223 1.5/3.5 1.5/3.5 1.513.5 1.513.5 1.5/3.5 1.513.5 1.513.5 1.513.5 1.5/3.5 1.814.5 PARADOX DESffGNS January 25,2005 David Hatin Building Inspector Town of Queensbury � ARCHITECTURE 742 Bay Road Queensbury,NY 12804 FEB ty INTERIORS FEES 07 2oa5 PLANNING RE: 280 Corinth Road 1 TOWN OF QUEENSBURY .Loggers Equipment `� PLANNING OFFICE Dear Dave, This letter will serve as an amendment to the building permit documents originally submitted for the above referenced project. Please find attached two sets of revised drawings. The drawings reflect modifications as requested in a letter from your office dated: 12/23/04. The following additions/changes have been incorporated: All interior partitions are indicated to have a fire rating of one hour. The ceiling of all interior spaces(lunch,locker,bath,mechanical,storage)are indicated to have a fire rating of one hour. The Lunch,Locker,Mechanical, Storage room doors are all identified as fire rated -Charles Johnson ✓ doors with a 3/4 hour fire rating. The Locker room has had two 4' x 4 metal framed sliding windows added to provide natural ventilation. Each window provides six square feet of ventilation area. These;windows match the original windows shown in the Lunch room. ,3! ,Drawing A5 has been developed which illustrates the entire existing building together with / the proposed additions. The exit paths in the Vehicle_Repair Area have been delineated with C4) lengths of each labeled. The structural calculations are included for the pre engineered metal building as provided by North American Steel Buildings Inc. The rigid wall insulation will be completely covered by a 26 gauge metal liner panel. The rigid ceiling insulation is a foil backed urethane with a fire rated finish. Both wall and ceiling insulation match the existing building insulation. ADIRONDACK OFFICE 6. Floor plan on drawing A5 delineates the proposed and existing exit and emergency lights. The floor plan on drawing A2 shows a single trench drain centered in the garage area. This Long Alley drain will be connected to the existing floor drain and directed to a new dry well. The Site Saratoga Springs, NY 12866 Plan on drawing S1 depicts the additional seepage pit. , Tel/Fax 518.583.0027 .The exterior elevations have been modified to show roof canopies above the two exit doors from the garage area. No sink is proposed in.the Lunch Room. A ConCheck Energy Evaluation is attached for your review. The heating,lighting and ...ventilation requirements and systems are shown on drawing A5. FINGER LAKES OFFICE �A. See attached structural calculations for the separate pole barn storage building. P.O. Box 255 12. The septic application will be completed by the Contractor. Honeoye Falls, NY 14472 I have affixed my professional seal to these drawings for your use. Should you have any questions Tel/Fax 585.624.5930 _ or comments please do not hesitate to contact me. Best regards, harles Jo n LoGGER'5 F-QQ I P'T O, -002 GARRM ENGINEERING, P.C. SHEET NO. 1 OF %5 Engineers & Construction Managers 38 East South Street CALCULATED BY_HEG DATE_n Gau- MAAZ-05 GENESEO, NEW YORK 14454 CHECKED BY DATE (585) 243-1335 FAX (585) 243-0902 SCALE C00 PRrV.rEYy USA :AND OcCuPAWGY CLASSIFICATIQN: 3.0'2...( . 5TO RAGi S . ( OCCUPA OUP UASSI FI GAT to N „5^) Low-; t4Zd►R0 STORAGE C-tF�OUf', S'-2:. ................... ...........:... ...:.....:_... ::....... . .. ... ..:..... MQTo R IZ [v......E.Q.�...t P M r�T Sa o.�LAG C S i Pik .AR x TO pp �SSr Siao•rata tN i21C i.t�GiA2AC C5`�t. . TA 13LE. Oti : PAGE- 3 2 40G.2' G ' IOAAKING SOP- ikce- a as Cal-1/1.LT p�t2M1T.T�C� AT GRoVNtO... L-0 .6L, MUT " MA In S 0021 Vr WI C WE C-NTRM V'ORS y 40Co;3 OPE.W PWZKt"G QtAc2laG>r._ REQU1t2IES OPENcINGS GOOSED GARAGE - •tT WAS OPENIn1G5 ON ONE: Site ONLY, 40r,.4. ALLOwAaLe taEiGNTs AND Atzras SPI lFIEO �N TA13Le 503. . .. TY P C 005 CONSTQUCTI O 0 ;Al.I.pW/�t3t,.E t-1EIGt�T = 2 STo21ES (40 '�}� . ALt.OWA f3 LE .gc2c-4 131 500 -40(p.4.2 MrCA,&W%CAL VC-NTIL.4T to,N . tZC-Q 0. 503 GF-NC-rZAL 1-%GtGt4T 4 ARIF-A LIMtTATiQNS A2rR f�l2ov i o -0 s SO x 20 - 1)000 59.4, < 13,50a 1-IEIGWT plZoviDep - 1 STO(zy < 2 = ► 7 TYPc OF 'CoIVSTt2UCTtoN Go25 T`{pr Ll CoNSTRuGTION -RFkC VVESISri,NJ0t' tZ(7-gU%2f,:0 . 1=OR ou1I..pt At F,.L: Ntw.NTs . .(TA13L�''Go1) FtRG RCSI5TANGIr. REQV,tD. rxTRIo2 W,&UL s (TA6LE G02) 15ASEcr 'atv SEFArZXTlc N OISTA► IC15 '>_30" '-:W0NE 12t 0`0 r joB LOGGER'S ��IlPr. a5-oo2 GARRET? ENGINEERING, P.C. SHEUNO. 2 of 15 Engineers &Construction Managers CALCULATED M FCx w, 28-MAR-OS 38 East South Street GENESEO, NEW YORK 14454 (585) 243.1335 FAX (585) 243.0902 � O ev DATE SCALE Mr;r-'L1r t5 41!7 �,amass i o63.2.2 DES 1GN 'OCCUPANT WAD Tna�.E 1003:2.2.2 - rt�orz. AQEa Pr2 GcGuPANT 200 CAA eAGOS ) , m .................................:_........................... .. .. ... ... ...... ......................."... I i/....',.....1.� .. .. _ N.. ..j.... ...:6 (CANT =".... L2oo .._ 8.. PAS'; -. l toO.3. .3 �Gi2 55 .\N IDT1-k T4i U-S. .1003.2.3 Vl/t17T1.! RC;R OccoMNT - 0.20.1-n (W/O SPQJN.K I-ER) TOTAL. WtfOT!-d P20�It�izt� = '(48)(4) 192 111n (4 f34YS OCCIL3p m r o .5y a 12' W t O rm V..:41C. r - t BAY dLOCK� p COM(�t.i�Tl;L� ) .. too3.3..C,l SlZ(v of UOot�S'°.-..... LE4R WiDTt•} R�Q'A Z 32`� _c`Pr2ov: 1405.2 MINIMUM 71-Ate,KOMS Or STG-G{, SIIOING = 0.0149 n C-C/�t3t�r t405.2) \A05.10. 1 AT:TgGUmCNT' ot:- Stt71NG MUST 151=, COMPt..I/4Nr �N1TO TUTS: ShCCIO0 GllZr :5PAOING; MOST' NOT E cEED 1405.10.2 GIRTs -MOST 159 Pac-sSuas 'rIZG4TEp: V405. to.4 Mr-.TALL TL Vt�lJC-C2 MUST 5F GP-,0UrJ0io As 9 ; IN CODE CNAPTGR 2-L 1504.3,1 Mr-_TAB PAW eL ROOF SYSTEM SRA" PSE TrSTSO IN ACc0%Z0ANGE wat4 UL580 00_ ASTM E1592. 1505. a F1P, TAt5UF- 150S. I- t-i I tO If4.0M CLASS "C" ROOP ASSEMBLY 'RCQ'p A.STri e149 OR U>r 19 0 •1507.4.5 I-Am)IMUM t-4A;T'L .RE(PUt fZIvMENuTS •(TA15Lr= 1507.4.3) AST H -:AG53 G-90. GALvArjrzEc) :O.043 i+n.....N1iN.tMU.M ..?titCI�N SS 1604.3. 1 MAXIMUM A -trOWABUE . DCFI,C-QTtONS (T&oLrr IGO4.3.) 'P,00G MGMt3�RS R/t8o d . 5crERl 02 WALLS k/t 20 ' f � I LOGGER'S SQ01PT. 0 5-002- GARRETT ENGINEERING, P.C. SHEEr,40. 3 cw 15 Engineers & Construction Managers CALCULATED MFC9 °DATE28-MAR-05 38 East South Street GENESEO, NEW YORK 14454 (585) 2}43-1335 FAX (585) 243-0902 CHECKED� DATE SCALE � 1 ►dpq,, tMPeRT4 evCE ( CToR - Ta�l.tr trro4.5 Bucuolti� CoT�EC�ORY 1V Ma NOR ST'ot2AG E F/I►C.1 t-YY SrIS.rRtC Ml''02TA4C To T. SNOW: lMp012TAN0r= r-ACTO.12 - Zs t. 0.8. ........ .... WCrv�: tMPOR'tA ..�'87 . . .. d665.3 LOAD: Corte &MATIONS :US.F :pbR 7a�S ow + WINO + NOVA/ CJ.L.+1 ssis .IC + soYOV4 . P12oTs At.l. 13U.1L-01".G `.COLUMNS. WITta :8;; .t'�lA..,.�'.i.PE...Qti►:'AAOT . ...8 ..L[3r�1G tv�Lrt,En W ITtA C0002ET E'. 'SF_tJ No 4FEWIC'AA LOAO-T keeQ. �'O $E APPL400 To TIdE COl.t1MN5 AS A LIVE WAD 16 08 .. SNOW L.dA;D:..__ ......... GrZoUmO SMoW LOAD. (frtd. 1608.2) p9 . ?Op' V 5[_oP6D 200F SNOW= LOAD '(r_R6f-4 SEC.?.4 o1- ASGC- _i-:02 - PS Pc = 0.1 CeGt=sx :(70p, 2 (T&f3LC- IGO8.5.l j TlBQ(ZAIN. CATS`GOO? ..Q,. 194POSvZ �t Gl—kELTfE2E.0") Ct = 1.2 (TABLE IG018.3.2 UNUBATEv STRUCTUP- ;zs = 0.8 t ss;6' A60VE) m . _ (o,Q3)t%A) = 52.5 psi 1 j f 4 JOB LoGC ER ''S 05-002 ' GARREIT ENGINEERING, P.-C. SHEET NO. OF 15 Engineers & Construction Managers 38 East South Street ca�uuTty sv DATE -M A R-OS GENESEO, NEW YORK 14454 (585) 243.1335 FAX (585) 243-09®2 � � DATE SCALE llNt31�►1.&tj CC-D 5"OW LOAD Srst,. '1,G > O(= ASCC "7-02 - CAscr t`lI. t roO g..:.. .... ..... �1•/I N U I 11 D.s......:.... ....: 1G09, t. l°. GccrtTloNs 1. V�INQ M -1E P2o� 1s°IONS:LOAo5 OrTr. o OF SC-CTI ON IG09. G Sao .NOT ,da�PLY SF. TI-Ile `0u1L®INGt 15 NoT A 51HPLE:". " DIAP!-�QAG4M 5UILpiN Car ( IT IS. A P16,12TVALLY EOCLOSC0 BUIL-01NG) USE. SEcmoN G of ASce 7102` G.1.2 40ES tGN AC R,DING -To' "ET"0 2 G.1.4 1 IJIINtHuM Qr=StG0 \NImP Fbe_cE ®N PAP_TlAt,.t,L ''.VcNI,.COSE Mv<1F.,R5 IS .AO�c�, 6.t.d 2 MI,NIHUH OC-SICN W(NO ►09-0F_ FOR coMPoKisO'CS " A;NP "CI:A17t�iNGi: lS IOps� Co/2 1°0w :RISC 5U%L-p IN G, - M1vAN ROOF IAT. S. Go, COK!) MEAN ROOF 14T.' c . M 1 N. 140212. Dim. (01 .&) PART%,4,LC Gt,)CLOSEO SL-DG - t to A,� C? A o = (-19.5'x 12' ) = 955 Qq A. Aoo 4 r • Ao a 1. 10 Ac; pro > 0.01 A9 C?) p, _ 0.`t 0 A. >. 0-o B3 DG. IS PARTIALLY. ENCLOSEo Z r • ,B L.Oc(3ER'S EaJIPT. 05-0011 GARRE7T ENGINEERING, P.C. SHEEMO. 92 of 15 Engineers & Construction Managers cAuxluTM M FG DATE 29-M AQ-0 5 38 East South Street GENESEO, NEW YORK 14454, CHECKM81, DATE -(585) 243.2335 FAX (585) 243.0902 souE 2 ! 5 J If f1 J < 5 J 1 1 (3UILOING iS A SIMPLC DiAPIaRAG" 13U L�010 G 15q AS C1 NOT 84 N`{ SrAT E Cork!: ) b:5.4° F_Q IC WIND: 5PeC-D 90 .. ............. .. ... �� Kdl C"Cf....4=ACTOp� ...{ ASS u M C."fv-LAT- TC 59_(ZA I N 6.5.5. _ 1 MPORTA'1,30 . t~ACToCZ ; STRUCTOze CATFt3csQY ° S : (TA$l.E G.5.4p ExP0509. SORFACe Roc e14 jrSS "f3" : URO&" Arz-AS OR OTN(SR TERRAI N W M4 . "Q MMRocaS c(_osF_t.Y SPACIGo 0 STRUGT lows 1AAvik3Q THE SIZE: ... O.t=. .450GL ..f�dl4 tL`!r Dw[t.LinlGs O R I-A RG iE2, C-)RC VA►1 US I N 'Ate. rjl 2ECT►" t=ot2 A 015TAMCe OP AT 1^FAST 1500 �4. . �iC�E'Q t.�Al. . C�2E aSc]QE' C®E F'F,1 G 1 F►•1TS GCS .- SEE V(Gi G.-hn. . �lEl-OGIT� � IP2i�SSut2E •CoFt=eCaENT ;. LASS t ? 0- 15' ) 0.70 ( / K M a/7 K. Z' 0.101. , r f f ,ram LOGGER'S goutpl 05 -042 GARRM ENGINEERING, P.C. SHEET NO. �o of t5 Engineers & Construction Managers 38 East South Street CALCULATED ev M MA DATE 29-MAR-O S GENESEO, NEW YORK 14454 (585) 243.1335 FAX (585) 243.0902 CHECKED DATE SCALE 6 7 1, 1 1 4 d 1 0 1 6.5. 1p- °VELOC.�TY PRI�SSu2S'9 - .�O.Oo2SG�)(6.16 I�(I)C 1)(90)"(A h - s INTFCZWAL PRESSc1 C,O�Ff toot=e.�' Gc o .... . _ . ... .. ......... . ................... ..... . . ... tiCT. 2ilAL t �2...Pf2trS5 ;Co.�Fp;CENz. ... c Cps _. 5E C .Fla. G-10 . G.5:t2: OF-SIGN WINO .1�AO.5 = Ct2.G)CGGP�ta.'.55) t -oM PIG. (Z9 POR CompottlEN- s Aw0 CLe0Qlk)G , G. 4.0. !7 V-'S I GO FORCES SNOW LOAD UNiTcorzm .` 52:5. .ps� 0vc2atoi. UtJ5ALA"GI`Q = 65.E pst OVER LOUVER tAALF . W t MO L-0A0 i:ORCC. KC-.%ISTI NG _SYS.TIS-M - Pr, W t WDWAtZ 0 PQESSU RE - Co1�Morv. 13.Gp D COMMON ROOF `(2) _ (- 4. 9:-O':55)(� 6)=. l5•:6 P . ODRNER SLDEVVALL (i (_) _ (0.60;} 0,.55)(1.2,G) - 1?.0p4 9001= t2Atc� (2E) = (-1.0'1?-.rrs) LEC WPIR0 Pt2 ESSu r2.E COMM00-AN W.....(.y)._7:..(.-..Q,y3 4...pti�. . coMM:ory ROOF CoRt4EK SIDrWhLL (4C.) Rooms' P-& E C3E) '_ (- 0.45 r • ws L_oGGER'S EQutPT. 05-On2 GARRETT ENGINEERING, P.C. SKET NO. -1 of 15 Engineers & Construction Managers 38 East South Street cwcuLa�in BY M Frti °n� Z9—M AR- 5 _ CENESEO, NEW YORK 14454 (585) 243.1335 FAX (585) 243.0902 `�" D 8"- °a,E - sca.E i z1 - 1 1 u 1 1 - 2 1c 1 1 1 1 iu e z .i 1 1 .1 1 1 2 3 1 t 6 1 . SIrjcE A.. p�Ywoo®: pteap�tRArM IS N550 I-I, . I lCAZ%Z0mTA.L �32aC I N Cx . telo GC�IaV tTY t o IS Su P t2T D I TNT' tutET,at_ Roop I N Ce. Tu E Oiv V_ MOST OCZ. BASTE M15 O to : W aTN STAM 0 5 cT I o .. _....... .........: u............... ............ . ...:...... ...,.....:.._..._ �AS'�FcNtNG� : RQ'T5 WI o A'QC-A 00 OCCK i (2.VW261) e 5osr:�f. Cx C P - -2;3` '(AT FbGl�5S): . I q rt.SEW NGtzS ,..3F�tFT = (►-?)1;;13) ° 15,E��. ELSE�ytJEt2� : . ROOF QEC K Boor TR0 65 59ACI tL Q*.- 2 ' O.G 500W LOAD = G5 .G U S 5/8 " COK a� `9/3z' O.S B. (C,F, ?.1.1 f4) (Srm NY STATE Te�►B .. ..23.Q4;. (3).. . . 'DECK MUST M GLUED 70 TtZussEs C23o4:�.2) NAIL. t��crc To TRUSSES WITt 4 .8a. CONTEST 0A,IL.S 0 G. p.0 AT JofN-�S, 02'� O.C. A UL OC14S Q 5UPPOgM C"TABLES 2304.% OF 0E C 14 =..:1.5 CKECk F69, *100 UPLIFT U C�I-11=T V70RCE = (29.91ast)t 1',c2°) = 59 . p /r-AST>r N t~R P0000T OF 88 w,&It- = 0-7.523,5p.:. N �iJC12F..A5(�-'.t 1ls.l AOGr . TO. C.".®,:C rvi�t-t:t 6'` 0P ^.W_ . rO_GES. (FP-0t-4 Tl "5r-'R . OW)STMUGT 1 ON MANUA L.) poop 'TOQSSES 5oTTo.M.. ..Cl loQo..t3E C�1N..C�_,_......No R1zOt TAL...BoTI C*+_-. C_t-�oR.f .�.. . .... . .. SLOPIQ G1 :TOP CI4oRD (4/ 12 PITC410. 1�PACE.D. AT 21 .0.C. - OESIGM 4"' o S"oP b2AWtrtG5..' .TO COMPLY Wrra "2Eea ITS: , o rr Wy Sz'AT C Co pfE, SECT 1 o N 2504.4 e - s J00 LnG �r,-R'S E-Qg i PT. 06-002 GARRETT ENGINEERING, P.C. SHEErNO. S tr] Engineers & Construction Managers 38 East South Street CALCUurIM er M EGt DATE GENESEO, NEW YORK 14454 (585) 243.1335 FAIL(585) 243-0902 °A� SCALE I 2 J 4 5 1 T'2uSS: 609e(2lMPOS60 DGSIGN LOADS; . Top...CNoRO ... a � _. . _..... .. TOP 140P..0 SNOW Loon 53 : 0\/im: "G,o. � : SPAN 9, GUT.._...i F`aP. Spate. ... .. p VtIIND unt:.t T 0 : Tbp T. ov T S J SEI. CC StMPSOtJ (4745 : A MI lOR I!02 FAC"' Slog or- T1AE TR�15S. WtTµ ; (4;)8d NAItS; tN"Co '1°i-1E TRUSS AND -(4)8d .. ; WTq. THE.. EpvE '5EAt°�t. • DER 11EAo�25. SpAt l = 1l0' IDI:SIGN LpAOS 900 p_ D(7 C K - ; 2 94 71Z USS . . 2 ps2- V50TTOtA G"OP.P D,L. P _ 1'2....s$ SNOW LOAD ('iz)(53ps 20`� 550pip, F CgNT2OLS (r.G pSp'%0 (t5')/20' = 495 p9.t. MA.Z. t-JoMENT = ('/8)C550+ t'ZC4(_fQ lz 201800 "Ir USE. t-k S 000 Ff-taN1. 2A5 Ps; CONST ROM 0 NV 1�4 00,000.Ps• MAN UA(, ; S , .roS LOGGF-2's C-QutpT 05-0a2 GARRETT ENGINEERING, P.C. SHEEMO. -9 OF Engineers & Constriction Managers F� 29- - 38 East South Street DATE MDR o S�"� GENESEO, NEW YORK 14454 (585) 243.1335 FAX (585) 243.0902 cH BY °"'E SCALE 1 4 d 5 L 7 , 1 ton 3.... NuMBER aF LAN4IWAT ioNs 2EQ-rD = 250/3t.ra = 7.91' REQ use li"X t h!a LV L - • 2.AG 1.ANtr:MtiT1oNs tReca•v 1 t�ra 1�r1oRTI5ETo �icT 2�otz;pw OP Co" :G ............._..... .. _ RM4q ` 13925".P - . ate►p = (G50 ptp xw) 5 00p Wyd) M&IL PLIES T TNt~IZ \141 k2d tJAiLS ® %T' 0, Two : -ROWS.' 3 Coda .. SEAMS....� :.T0.p.:o.F....lz T $oLTS� 'FSTLt-A F-D, -WEIGHT G81pI.VV 64:EC K -WINO lU PL I t,-T' . 'ACZ 6A SUPPcaQT'Ef� = !Coo Sq.�, (PIG, G- 1413) p = (12,G)�A-'Z-�0,66 W ltJ 0 LOA.0 - .(1212 IxV)C 10 fit) 220 p 1� UCH wr-T . C21ao-126) - 100 ?App = S"o QEACT%Of I FREQ'Q z (1001F1M/%)(tCo') $OOp EACI-1 raSL ecT . GOA PSON. ..t4:G Tt EOOW W.. C5ETWEC-N. COLUMN . ADO AeA,0ER. w/ (8) &1. NTAILS lm : EACH (G-Fr 8900 SAVE 5EQM(5 1Dt-StGo- LOADS CSAME. AS DOOR pWS NNtt*Gt4T OF 5%0114G Gars) wTT. !or 510 imi3i IF a _ r � r ! .im "GESE'S EWIPT 05-002 GARRETT ENGINEERING, P.C. SHEEMO. to of 15 Engineers & Construction Managers CA=LATM MFG DATE. -M4R-O5 38 East South Street ca GENESEO, NEW YORK 14454 CHEer DATE (585) 243-1335 FAX (585) 243-0902 SCALE B 1 7 3 dS 9 r f i _ .......... . door - Ci2 4)C(O «o p1;psi` WAk!,LS. (2 ps9 K1T) ;Z ?G p14 TOTAL. 0E-AD: AD t. 14(. P:1t ; :SNOW! . LPAO. r: NUNI e12 01 LAMI:N.AT MOS ReQ'O ' 101/.. LSF 4" L&HINAT1ONS FoSTENcQ I TOG r=T{tE{2 1I�A. .. . .A� .t.A .�...:_BOLTS......0.. Z D..C;.. T4P... ...BOT:C3`'. AG ......... OISTA"Ce) , NO l2A NAILS ® (2" 4,G. Top$ 60TTOM. d _ CNCC K :BFAR 1 NGc - pLJ,0W/At3LE MA CT 10 0-5X245) _ 1840 ip t-ACTlca ('fz)(14G+550)(10) 3,38o ADD A .2 6 t5LOCK ON .QF 114E POST A":O . S ON tT, .. AO�►t_ At �R...'PROVtD � C1'iz)01/2.x 3 75 sq.��► TOTAL. At2CA; PROV►0C-0 14,3 --KL TOTAL- A(2rp RC-'Q'tD = 3380/245 = 15, 8 Ln2 (OK:) 8 LOct4 FAS'i E0 t N G - LOAO TO 15C- CONY C-YE<7 ►o' POST .(245 ps:)CC.75sq, .) Use CA) '12" 1014. x G. IANCx LAG BOLTS (G'.F. 43 O p :rA ) (SCE Ti Mf5G CONSTRUGTCoN. MANUAL) o .. 3.'%" BLACK .AETic�IL t FS. 5: 3��z " t ! i ,,o® Loc��FF� 'S FQUIPT. 05- 002 GARRETT ENGINEERING, P.C. SHMNo. l 1 15 Engineers & Construction Managers 38 East South Street CAUUArmsr M FGr DAM 33 O=MAP, 05 GENESEO, NEW YORK 14454 cco ev DATE(585) 243-1335 FAX (585) 243.0902 scaE 2 :1 S B !1 2 S % 81 3 4 1 G 1P1 Z J 6 fi 7 N 1 2_3 1 5 8 / 8 1 23 1S6 1 8 1 2 / 2 ], l CIA 15 cv, wl NCJ 0gt_t FT IA A:12rr,.A -9uPtJo12TEO _ (10',c 10') F GcPr —.. -1;2 J ..< L _ E ..: U.p1-.I..17 ... 4RCF......i�'2oiNt :v i W,0 � ..cir2lx t.0 a wN RrQ�t� '�'2t9P1�' -`IAApl 74pi4 s . . . aNGt 1:CaIZ . fZEAGTI;4�'.= ('74' .)C�/Zx-14') s SELf=-OT St M PS0M. LSTA,A 5� STR&t' �n`c o:w :E-rCC �aoa n ......... ................... pcE t.o t NTo . .�,L1V� F3CAM . GI RTS a ._..:.....:.•__............_..... .. _..._..... ..................... 'SPAN GRAVITY LOpO = 0 (WEtGWT OF GIRTS AND 5l_Pl N.G IS G4RRIED 13Y `rNE SlD1NG, IN -rE`NS1QN 4M10- TQAmSFERRED TO TIa.E..;... lvlaV'E. .3r�M Wt N D La A0 GC1,i' P e (12.G�(l. 10,55) ` 20.E (Jsir U N ro2M LoAn = (2o,g)(2) = 4I. i`1N+w+�; _ (Y8)C41Ca)C1012 520 +•p U SM. -k 2 1-IG7M-I`12 2-4 Co x-x Cb '_ (520)02:) /-7,56 - 825 psI < Fb (OKI ). RFC?' Ct�O C• E.ACTton1 000) .¢..248 t . U5C 51 MPSo►Af A,23 A .1GL E , CU p .13E'fWE to . GIRT: AN! POST .. .W/Q..._ 0a NbllS.. .INTO- FAGt-1 , P,..._... .._. . . . f jw LOCGER°S EoyiPT 05-Oo2 GARREW ENGINEERING, P.C. SHEET No. 12 of 15 Engineers & Construction Managers cALcuLATEn Br �"�F DATE •' •MaR-O 38 East South Street GENESEO, NEW YORK 14454 CHECKM BY ®ATE (585) 243-1335 FAX (585) 243-0902 STALE 6 7 e 7 1 W 1 rN 0 : 5RACt NG . TN C ` t*tkA N [N%N , r-ot C.� . RC-S ST►N 5 sT Er1 : vV U_ :CABS tST OF A ° C-iooF ''ijCCK OIAC'N ,t�GM.. �1J.�-IICu fl15TRIBUTES t-loR�ZoNT,4L x IF;\ CAt- ENZAC�rJGe I N Ti-lc.' Al2 AtVD FNl Val A1,l.S; S.. Wt1.....AtSo :.HAv.i : VRTICKti....... .. ......... . . n ,o►c.l n�:G : To i N St�i2 :. TA `i Li TV m ...........:....... ................. ......:.................... ................. : r m ...: ...: __.Co..4.! .�.5. .._.:.:.�`. V2 do CONTROLS P ;W w 4; W h z ►2.G :SA W4 s C 1'2:Co)C0.48)CO3') -78,CO PIF Etg0 WALL. REACTlO1V = C1O9p►�)(3) + (oO5X3)4 (96.2)07) (1e;(6)(3I) : "TAet�F_ 230f, .3. t 5"OWS AK) ALL0WA15 5t-tEAt2 CIF 3roOpl0 \=oR 12" J:IAM 0 G Alin 8d PASTE"ekS WO A f3WGKOr3 im FAsr_F N eR......S.P.AC.�N .. AT...f- 2 ga.-T.r.e.:0P t A:STCFrjER SP/ZCi"G AT Au-; OTHE:�. 1. FANE . C7QE�.y 6" r - .,os�ilS;,�GER'S Edu�PT. , 05-002 GARRM ENGINEERING, P.C. sHEETNO, i3 OF t5 Engineers & Construction Managers 38 East South Street CALCULATED sv M FG DATE_3 0 -M Al2-0 5 GENESEO, NEW YORK 14454 (585) 243-1335 FAX (585) 243-0902 ccoev DATE SCALE '1 6 7 8 1 2. 2 3 S 6 l 0 Z 6 g 1 2 3 6 1 A{ j 3 1 7 tl 1 ] 1 5 1 F 1 2 1 1 ) 5 1 .2 ] yERTiCQ.t_ E312ACt►aC� : : _ ' y ............ ...... ......... ..........-- -_..... ...................._...... .. ......... .. .. ..... N PnOR. Sl t-I PL-1G 1"t Y U SE STGE L . ST(2APS FiU t. 01 m*C*- FRoM: -n45 TO p Oi` T1.1 G ' Gt~NT�Q rNt7 `POST .T© :TN FL�oOR: I.IEV1fiL 4T NI�t2 d ] : : .. Tl-I C COR : POST ...... . 11L Sn2b�P �N51oN US t ti1G 1GGA MAT'L; Tt:ttS . . _ �A STQ . .........._. ... ......_ . ...........................:......_.._.....:_..... .......:.......... ................................... ..:Q..50/0.059.8_ .._8..3 ..Win............... (Too Much€ TRY ` 'RCEVEIZSiNG,- T"15. '�L2ECTION OF `�i-4E f3 -ACtOGi ADD �SiNG. LUME3C--9- COVAP2ESS 14ng.. . .8:12QCtt'�G ON TWF- t NS{OE �A►C>v :6F ps: ARE4 REQ'>7 = t;l J00a p/650 psis 12 9 SR.►h SEIsCTt0. . . .pQOv, USE )/2" 01A.. LAG 5OLTS F0t2 FASTENi"G To POSTS, ALL.OW46L.E LOAO VER. SCt2 La\N A60 wC) SGRisWS Re(Q-O . = 1 000/43.0. = 2G (N► �� 'M`� ;:..STEEL . TENSION ..BqA. :W.G ANC . .130..aEo... CO: ECTIONS . USE L3 V4 L.L�\!, . (ARrA PPovt dmo :_ (► t4s'.4n) W,0. A-5 07- 60 LT5 12GQ't•J - It 000/5 t 00 - 5.55 . 0,5E (4) s%e" O IA- . A 0. '130.t,'[S TO I=A5TLFty 'To .AN L5x5 Y. '3 e iu t2u-C3oLTE.. .....:To_..::ivAc .:.:5�_D ......o.r-. ._.'nay ....tsT,..._..:__...... . .... . C E C k S t-{EA►'f2 . AT Top COLD: 4 N F� t"1Aitil tuG, SECTION .AT . F46RTic ` ...(5'/i)�2%a�'= 12,4 ;��.. . . n -IOZO % 12.4 =: 5-1 O'Psi >> 45;p$; v P ' JOB L-oGGGR'S r-„ Ji PT, 05-002 GARRETT ENGINEERING, P.C. sHEETN0. 14 of 15 Engineers& Construction Managers 38 East South Street cA=LAl Der M�Gr DATE-30-MAR-O S GENESEO, NEW YORK 14454 (585) 243.1335, FAX (585) 243.0902 °ATE SCALE ,l 5 A 1. ] 4 5 6 B 1 2 1 3 7 A I 2 f. 1 13 8 2 1 J 1 6R " Tp E ►-oan TRA OS F ER . P 20". ROOP P-RoM I:NGr .7b ORo►CI 0 G. 15C" ...pI:R U - NOT T�AR60'GI4 TOG CO:LUVAW ., N0M(3CR ©F 11490UG14 , 15PUTS REq:b ' To: TRaysFc-2 70-T a TO sT'E0 LA-r r. . . ...'6Ra.: 49 EA PER OUT .as C �)C �.oAc� PER : RoLT : ( 88)(8501 .15GO e, ;. , .. . ..... ..NO.. T$_ 7I0?O/1560 1 ..06 E 55, 50L'r5 - '�'. FA. S►0E ;�F :Tt-t lr. PbST� l AT m .................... _ ...... . ...: .. ..... ...:....:............; _. . . O.C. TROSS BOOT _ �� PL WOOO - : CuoRp. S/6" ;101k 'CH12U (50L-rs 3 .... ....... ......... ENr� vva LT. � . t 1 �-4+C5%zx �RACi.NG a5_.S�M, .A15T, ...... ....... CT R. PO ST. coR' L5,c5,c3/8 ••� •POST, .:............<.... ,� f LoGnews EQut OS-OOZ GARRETT ENGINEERING, P.C. SHEETIn 15 15 Engineers & Construction Managers 38 East South Street CALCULATED er oA-m 30-M A 2-0 5 GENESEO, NEW YORK 14454 (585) 243-1335 FAX (585) 243.0902 �" D� °"TE SCALE 1 2 3 A 5 6 1 6 2 .3 5 6 7 6 1 2 3 5 6 7 6 1 2 3 5 6 7 6 1 2 3 J S 6 7 6 1 2 3 J 5 6 7 6 1 2 3 i 5 6 1 6 1 2 3 Ct- C C K GOr2.IV ER : 2 f�oST UPL.1'GT LoAfJ RElcTi 30.P ..{ ..... .. .,...: T1CAL COt-tt?0�MNT QF O/aGE F7,012 (�Z/io)('70�T0 _ 5 ^p i 4. ; :.64gao 5 0 m ._........_._. ....... .t.__:.....y......:.... ...`..... ...'.._.`_._L_..'......w.....: ._...:....�..._... .......`. _.S _ ........:..... 6 PRi, G;' 1 -1�SLLJ ...T UWN; .W t'('N.......G'AS'C`-.I IV" :P4AC ......C.'l' � , �q /► MID . �{ �j QU C �j G 34-....bi ►1: .X...`': ~. : t3AIZS. `1} u TNT= t�osr :Foci . '5"B Et' 01.N G ; I N. �NI.N P. et2AC t tJ G . I N R p►Ca WA U.. W 1N 1462IZOMT. . ':R�ACTiO�I ..i4l�Jt�1�-: K. `650 p USE :5RAC 10, ' S i M I I:.AR TO Eiv U °W Ad,LS Ct� CK ' 1.4AiD `f-f�ANS.FEl2 :i rzo" .beCK TO .WALL- :. NUMSF-9,.4(--; 142.5 CW PS USER z 39 ._..... ... ;.4�/A!L40C€ .``TRflt ISFER .z 150..p .1~A,..._....5070 .toTAL` 01i,... ..- i DRAFT COPY ��41S .3 w7 3/21/03 CHECKLIST ✓ NYS-BUILDING'CODE (BC) Building: zr, /-�'v�°✓rrd�� NYS FIRE CODE(FC) NYS PLUMBING CODE (PC) Location: NYS MECHANICAL CODE (MC) NYS FUEL GAS CODE (FGC) Date: NYS ENERGY CODE ECC Reviewer. Publication Date: May 2002 COMMERCIAL& MULTIPLE DWELLING OCCUPANCIES No. Topic Code Page Required Actual Section No. or Allowed 1 Jurisdiction BC-101.2 1 2 Flood Plain BC-1603.1.6 285 3 Separated or Non-Separated BC-302.3 18 Occupancies* 4 Occupancy BC-302 17 S-/ 5 Type of Construction BC-Table 601 81 Z]j 6. No. of Sleeping Units/Level BC-202 14& No. of Units-Total 31 No. of Occupants BC Table 1003.2.2.2 201 7 Covered Malls BC-402 33 Hi-Rise (75'Rule) BC-403 36 Atriums BC-404 37 8 -Basement Definition BC-502.1 71 (See page 8 of this check list) Legend: NR= Not Required NS=Not Shown NA= Not Applicable Note: * Non-separated occupancies impose the most restrictive requirements JAM Page 1 of 10 J ' No. Topic Code Page Required Actual Section No. or Allowed 9. Heights& Building Areas Maxirmum Tabular Area BC-Table 503 72 Maximum Tabular Height BC-Table 603 72 2�, Maximum Stories BC-Table 503 72 Mezzanines BC-505 73 10. Sprinkler System (water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 Water Source Sprinkler BC-903.3.5 172 /vk Water Source Site FC-508.1 31 11. Frontage&Sprinkler Credits Area Modifications (calc.) BC-506 74 � Height Modifications BC-504 73 12. Height&Area Summary: Ht/Area Ht/Area Tabular Area BC-Table 603 72 Frontage Credit BC-506 74 , Sprinkler Credit BC-506.3 75 4 /,q/,id Total Allowable Area Max Aggregate Area BC-503.3 73 (Allowable Area/Flr. x No. of Stories up to 3 maximum) 13. Fire Apparatus Road FC-503.1 29 G va, (150'rule) c� ..� ,� FC S®E•S� 31 �� 1v4. Exterior Walls Distance Separation* BC-Table 602 82 Exterior Wall Openings BC-Table 704.8 87 Parapets BC-704.11 88 Exterior Wall Coverings' RC-Table 1405.2 257 Exterior Wall Finishes BC-Table 1406.2 261 Combustible *Distance separations are doubled if fire fighting water is not available (FC-508.1.3). NOTES; JAM Page 2 of 10 No. Topic Code Page Required Actual Section No. or Allowed 15. Fire Rated Construction // Incidental Use Areas BC-Table 302.1.1 17 3Y - �- 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 16. Space 14 tt res.)8-CAwI tC- noe 25v Min. Rm. Dimensions BC-1207.1 251 Min. Ceiling Height BC-1207.2 251 l, 17. Ventilation (Nat. or Mech.) BC-1202.1 249 18. Light(Nat. or Mech.) BC-1204.1 250 19. Exits o"ejr (�� looq,Z.Z.1 9,10 a, Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Tablel005.2.2 224 Stair Enclosure BC-1005:3.2 224 -Emergency Egress BC-1009.1 235 Distance of Travel BC-Table 1.004.2.4 220 Aisle Width BC-1004.3.1.1 221 Corridor Width BC-1004.3.2.2 221 Capacity of Exits (calc.). BC-Table 1003.2.3 202 Corridor Wall Fire Rating BC-Table1004.3.2.1 222 Corridor Dead End BC-1004:3.2.3 222 Door Width, BC-1003.3.1.1 208 Door Swing BC-1003.3.1.2 208 Panic Hardware BC-1003.3.1.9 213 20. Stairs Riser BC-1003.3.3.3 213 Tread BC-1003.3.3.3 213 Width BC-1003.3.3.1 213 Headroom BC-1003.3.3.2 213 Vertical Rise BC-1003.3.3.E 215 Handrails BC-1003.3.3.11 215 Cv�s �c 1�3s3.z.iZ— z�� 12 I g Lam' tr3C 1003,13(p aI s JAM Page 3 of 10 No Topic Code Page Required Actual Section No. or Allowed ® 2. Structural Snow,�oading--Ground BC Fig 1608.2 296 %e C 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 4 i erior hishes` - - BC-Table 803.4 161 - - .__ 23. Swimming Pools BC-3109 629 24. Sun Rooms BC Appendix 1 693 25. Electrical _ Exit Lights or Signs BC-1003.2.10 203 y_T Emergency Lights BC-1003.2.11.2 204 Emergency Power BC-2702 611 . General Lighting-Exits-Stairs -BC-1003.2.1-1 204 26. HC ACCESS Exempt Buildings BC-1104.4 238 Parking BC-Table 1106.1 239 Route BC-1104.1 . 238 Entrance BC-1105.1 239 #of Sleeping Rooms BC-Table-1.107.6.1.1 241 #of Dwelling Units BC-1107.6.2 241 Toilet Facilities BC-1109.2 244 Service Counters BC-1109.12.3 246 Areas of Refuge BC-1003.2.13.5 207 Signage Supplemental HC Req'mts Appendix E 681 27. SPECIAL INSPECTIONS BC-1704 379 Notes: - —�-- 4I111 "MO JAM r� "__000� Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 28. Fire Protection Equipment Central Station Monitoring FC-901.9 52 !v//� Sprinkler Systems FC-903 55 Other Extingushing Syst. FC-904 59 Kitchen Hood Extinguisher FC-609.8 41 Standpipe Systems FC-905 62 Fire Extingushers FC-906 64 Fire Alarm Systems &SD FC-907.2 66 Fire Alarm Boxes+2avef FC-907.4.1 g01.9 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 t�seh+el4 FC—.9o3.�.lu 1 g 29. Plumbing Code Fixture Count PC-Table 403.1 21 )Jki ��„�,�, Se�wa S',►�c Water Spply Service Pipe Size PC-603 33. Fixture Pipe Size PC-603.1 - 33 Pipe Material PC-Table 605.4 36 Labor Law Art. 10-A UFPBC-904.6 12,340 Pipe Insulation See Energy Code Backflow Prevention PC-Table 608.1 41 Sprinkler System PC-608.16.4 44 Lawn Irrigation PC-608.16.5 44 Pipe Freezing PC-305.6 14 Sanitary Drainage Drain Pipe Size PC-Table 709.1 54 Drain Pipe Material PC-702 47 Labor Law Art. 10--A UFPBC-904.6 12,340 Vent Size PC-Table 910.4 63 Pipe Hangers PC-Table 308.5 17 Air Admittance Valves PC-917 67 Notes: JAM Page 5 of 10 No. Topic Code Page Required Actual Section No. or Allowed -30. Mechanical Code t Ventilgtion Rates MC-Table 403.3 24 Propane Below Grade MC-502.8.10.1 31 Dryer Exhaust MC-504 33 Kitchen Exhaust MC-506 34 Kitchen Hoods MC-507 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 41 Air Plenums MC-602 47 Fire &Smoke Dampers MC-607.5.1 52 Combustion Air MC-701 55 Confined Spaces-Def.. MC-202 5 31. Fuel Gas Code Appliance Location FGC-303 18 Combustion Air FGC-304 19 Clearance to Combust. FGC-Table 308.2 25 Pipe Material FGC-403 46 Shut Off Valves FGC-409 53 Chimney Termination FGC-Fig. 503.5.4 63 Gas Vent Termination FGC-Fig. 503.6.6 65. Exit Terminal Location FGC-503.8 - 68 Clothes Dryer Exhaust FGC-613 96 Unvented Room Heaters FGC-620 99 r V32. Enerq_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 Notes: ' _ V°Z'_finn`_./.(./+ JAM Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW. 1. Area 1perease Based Upon Frontage And Sprinkler Increase. Frontage'Increase: If= 100(F/P-0.25)W = 'Answer in 30 Note: If= 75%when 4 sides accessible&water available Allowable Area: Aa=AwN.+(&w x lf)+, x I =Answer in Square Feet (BC-Pg.,74) 100 100 2. Exit Capacity Calculations (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=0.7C.CtIP9= 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 (8C Table 1604.5)(Pg. 287)- P9= 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) JAM Page 7 of 10- r S. 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 1/3rd of the area of the room or space in which the level or levels are located. (Mezzanine area does not contribute to the building area or the height in stories but does contribute to the fire area, aggregate area).. 10. SMOKE BARRIER: A continuous membrane, either vertical or horizontal, such as a wall; floor, or ceiling assembly, that is designed and constructed to restrict the movement of smoke. (Required to have a 1 hr fire rating). 11. STORY ABOVE GRADE PLANE: Any story having its finished floor surface entirely above grade plane, except that a basement shall be considered as a story above grade plane where the finished surface of the floor above the basement is: 1. More than 6 feet above grade plane or 2. More than 6 feet above the finished ground level for more than 50% of the total building perimeter or 3. More than 12 feet above the finished ground level at any point. JAM Page 9 of 10 MAY.15'2005 21:18 5187931929 LOGGERS EQUIPMENT SALES #4259 P.002/005 mad 11 05 02: 05p Horning Construction 5�879302Ct7 t°• i NJAY. 10, 2DD 1 ;21 PM 1 NO, 279 P: 8, LQ,uote ING-how=Ail Buodings [Release dP-SP 2j By,Dempsey Oate.0511=00509:11:09 McWlic Building Company'(Scbastlon Conti) P'66e i of General Anchor Blot and.Foundation Notes•Applicable to A1f•8ulldtngs 1.t'Jutiding'Manufacturer speakdy exctudos any responslbifil�or Nability for any aspect of foundaltan design and conshelian. Z Unless othetwiee spKifrcally noted,tho ManufaotuMrshall notsupply,anchor bolts. 3.All enlbtidded ftclural slag,remforvtng mesh,hairpins,concrete,labor and outer IteM, are the responsibility'of the foundation contractor. d.Columtl bass date siza art sized so as trot to exceted the allowable Waving atresg of concrete that has a WhImum,compressive strongth,Py Y 300D pel of 28 days, I S.Anchor bolts are SIZed to provide the necessary boltzlreNlh for the chour and tension at the base of the column.based on A36 malalal.It is the respormUlty of the fouAdatton designer to determine the necm%y embedment length znd to ptovl4e edequate'reinforcement to ensure that the gemroedbollforces are matelyDwsrid into the foundattorr_ 6.The tolumn readons listed are shown In kips(1 kip==D pounds�The form on the foundetlon act In the opposite direction to thb,reaetions ahowtt. . 7.Foundaliorm must be designed by a mplatered professional engineer for the applicable reactions as they apply to a parlioutar bulldMprid must be adequate to toslst all of file critical combnasons for each of She loading combinations,These raaWons represent the ma;amum design Iaadkla.be r, resisted by fka foundalbn. s."rhe Sop or the foundation or floor shalt be square,level.and smooth.Anchor bob shall be ammtely set to 3 tolerance of+/.1116 MC4 CP dm►ensions Wthm the group spacing for an individual column,All other dlmensloas shall be wlthln 4-116"_ ' R.AA andor boils shall be fabritated tFom A36 malorTal.in oMer to eomply with the manuWurees design assumptions, 10.AN arxbor bolts shall be installed as shown.Inrduding dtarneter,spacrng,male4arprode,and projectlon, 11.It Is recommended Ibat aft anchor bolts be Waited using templates. 12,Drilled to-place anchorage 4Wcss,chvuld be used fairbose flashing members and'may be used forttamed opening jambs. 13,10m taclurer is not responsible for errors In anchor bolls•set lfom approvtil drawings.and an11 riot absorb costs'tor rnod&ation&*bfi"by thin predce, r' 14,AncWbolts ahoutd only besot hem"For Constmotbe anchor bolt plan.labeled'Issue 0',or lAW." s 2799 5 Not + Moment+ Typioul Reaction 1?irt mff Nor and Ver Reactions are in kips Moment ReBrtlons arb•In ft.kilps MAY.15'2005 21:18 5187931929 LOGGERS EQUIPMENT SALES #4259 P.003/005 Ma'y 11 05 02: 0SP Horning Construction 5187930207 P- 2 1 MAY, It), NO 1:22 N NO. 2?a P. 9- Quote NQ.-.n ming-A [Release 4F-SP-2] By:[�emisSey Date:MI012005 0911 Metnl;ic.Building.Company(90betstian CwU) rage 2-of 2 Preliminary Maximum gndmfl_Colw=Reactions(MOT For Construction) Line Location Dead Load War) Um Loed(Ver) Wlrrd(hat) ~ *md,(Ver) t ComerCotumn 0,06 4.00 +0.00 _._. 0.06 1 Inlarlor Columo 0100 A00 0.00 0.00 5 Comer Column 0.13 1,91 1.22 - 0.75 5 it hear Column 0.36 5.55 2.97 2.17 Proftinary Maximum Braced Bay Reactions(NOT For Cops ion) L1eVeCon Zype V4tticat Hoftontal WInl ntent' !`rontSidewall X-&ace 7,13 , 4,52 � 0,00 , Back Sidewall X-Brew 3.61 4,52 0.00 LeftEndwall None t�9tt�dw� x Brace o.50 o,s7 I fl,00 , j Preliminary Main Framo l;;nactions at Lines: 1 -4(NOT For Cofttruation) . CbnditipD Grid � Vertical �'klorizantal ;� Dead Load .� A 4.57,�•8,1,5 Deadload L 4.57 -323 L"LOBO A 46,1; G 35.02 ' Uva load 45.11 ' 45:02 . Wind Load Left A -12.0.1 a'>..,I -&Oa Vft Load left E .8.80 5.64 Wind Load Right A -8.801. -'8.S4 Wind Load Right , E 42.03 Sleeond Wind Uad Leif A -9,14 -6,3& a, Second Mnd Load Left E, -1.94 '334 Swond Wind Load Right A -4.94 •3.94 Second Wind Load Right E -B.19 ' ;, 0138 Snow Load Type A(Fu t on Lett 112 on Right) 'A 52.69 29,60 a Load Type A(ruff on Let 1/2 on Right) ]~ 22.96 ' a .29.50 Snow load Type 9(Full on Right,lR on Left) A 22.% 2940 4, Snow Load Type 9(Fun on Right,1/2 on Loft) E 51,69 ::2§,50 ' r . • 4 Y 1 •, 1. '11 Ili N I I � 4 I i I ' f. I MAY.1512005 21:18 5187931929 LOGGERS EQUIPMENT SALES #4259 P.004/005 Mab 11 CIS 02. 05p Horning Construction 5187930207 jo.3 IV. 1UV9 I: Iorm 'IJ. 1+ N, ' j• duote No.:hornlnq-A iRelease.4F-SP-2J By:Dempsey Date:0511000610:08:16 Metallic Building Company(Sabastlan Conti) Pr o 2 Of 6 Loads Building Code: IBC 2000 Building Shell: Enclosed Uvo Load; 30 sl-No Reduction occupancy: Normal Ground Snow Load: f rs -W e6r-(od f'po) Snow Exposure: Partially Exposed Collateral Load; 2 psf(Please Provide Supplemental Design info.)Hurdcane Coastline; No Wind Load: 90 mph,Exposu»8 Seisrtric; Site Class:D Ss:20.0% St:10.00 Gravity tmporlaltoe Factors:Snow:1.00 Wind.1.00 Seismic:1,00 Topographical Factor. 1.00 Thenvial ConditioA; All Others r Use Straps for Purlin$Girt Support; No Deflection: ManufaoturerS Standard Detlecton Values Adjacent Structure; None Building Information Frame Type: Gable Symmetrical(Clear Span) Column Type: Tapered Width: ='' Min.Hodz-Clear 12'-4'± Girt Types: Front SW•9-a"Maximurn By Pass Rldger to Front 5W., 4(Y.04 Note: If Clear Dimension Oro Bork 5W- C'-8•waxirtmrn By Pass Length; 101-0' Critical,Please Specify In Notes. Left PW• T.D'Ma cHvrnftsh Eave,NalgRt: 191-01 Minimum Vert Clear:12'-5't Right SW. 0'-$'N3dmum+rlu5h Roof$lope: 1,000:12 Maximum Purlln Oepff►:V-8- Low gilt- tvo Sidewall Bay Spadng: 3 Qi>)2G'-0'.10'-0" r r Left Endwalf .End framing: Non.lixpandabie MAitl Frame,Open to Roof-No Endwall Columns Rlght Endwali-Eno Framirtg: Bearing Rome,Fully Sheeted-Columns to Floor,Latera4 saved by Wall Col.Spacing: Stondard-4 @ 2V-0' BrdGfpg --Front.510W311: •X-8r2dng A1fov�ed,with day Rmuh:iions,No Fixed Base Allowed 4 gracing Allowed%tnw,ft Cvlumll tines:0. •Back Sldewall; X-8rrtefng Allowed.with Bay}1e9hictfoaa,Na Pixod 8na Allowed " Bracing Allowed 1letween Column Line:2-1 , •Left Sidwalf: NotAppkable -Right Endwall: X-Unclog Allowed,No Bay'Restoc,6oec Shop Primer.One shop coat of standard red ordde primer(unless otherwise noted) Covering _ Roof Panels; 24GA Oalvatume P3 -Gatvafume 3 - Wide Tel6:, Not ReWhd'f1k9o; Not Requ ed Fastoners: Slandard head en lh,Self-Drilling screws Eave Icing.: Not Required WeathrMight'rtess Warranty or Rewired Finish Warranty;Not Available Sebmer Rental: Not Required lnsulation: By Others-q."thick Tharm-A Blocks:Not Applicable Clips; Not Applicable E_ave Condition: SiMP14 Eave Trim at Front Side wall &rnple gav8 Trkm at-Back Sldewall . • 11 Wall Panels. a6GA Slg'm uro 2 op -Ffawa6an Slue lcastanerc: Sten4ar 'aad, ngth,Self-Dr.IliAg saews sill closuml., Not Required"6, Plnlstr warranty; Not RaQuired ' �.Wall Seal: Not Required Wn1l Eave Closures: Not Required " Insulation: By Offers.a"thlclr c 1 BaseConditiom No She fang Remss with Formed Base Trim-BumiShed State WE Wa mwmmend the use or a tomgjlte fastener for all tooMV appllcatlons 10 ensure longevity and sups;for roof per?orr�tnco cdihaistant with the quality of H*Mof panels. in edMon,Long-Life rasteneis are REQUfRED if a finish or weath7rllghtnets warravy,is requcctot vi lkgt. without 10119-11fe fasts mars will not qualify for any ettendsd warranties, 6 III. # 9/2/05 11:23 t(440) 248-9182 FCGI Silveccote Inc. Brad Heffelmire-►John Rozell 2/3 ul `i f fir PROI)UCT INFORMATIONlinked States RESIDENTIAL _4It� Y Building& Construntion THERMAX Lightnsulation --------------....-_..._...._........._. THERMAX*Light Duty ow,polytocyanurate SIZES I 'R'" - rr--o polyisocyanurate insulation is insli Lionsart,3anufactured Width and length: designed as an insulation and wit "hydrocar�on blowing 4'x 81,4'x.9',4'x 10' interior finish system for walls agents;whic>ii vilo ozone Edge treatment: and ceilings in metal,wood dep1etion:p6"ten�iaL I` Square edge post frame,and concrete or Vdi3eattiies:and benefits masonry buildings,as governed of.TI3ERMAX:Light Duty Product thicknesses and by building codes.The tough insWikon,refei:to Table 1. R-values are shown in Table 3. 1.25 mil white embossed alu- THRMAX Light Duty inside- Not all products are available minum surface of THERMAX tion bits the` ro erties indi- t P P in all parts of the country. Light Duty makes a durable cate 1n Tab1'. iand 3 when Additional product sizes are insulation/finish choice for use tested'as represe'ied. available by custom order. in light-impact areas.It can be For{chemic'_ sistance Contact your Dow representa- pressure-washed up to 1,000 psi properties of THERMAX Light tive about other sizes and with a 15-degree or greater spray Dutgsulation;see Table 4. lead-time requirements. tip(at minimum 3'distance). THERMAX Light Duty F�; �7j'. insulation can be installed - TABLE exposed to the interior without a thermal barrier. ,E'., u,.fr's�,'� ,stw?x:.{�3i" M,c'i<e%�•- ,ai'•�Rv�'�'<<S7Ev:_s Ht*;1ong-tens 11 Yikie ;Enhances thermal efficiency,reducing energy cost PROPERTIES s' i. 4] THERMAX insulations are GImsi�Ober-relnforci@'closed-cell ;Contributes to Improved Ore performance and created by an exclusive free-rise foi4wnh chemicaliiodlficatlons i enhanced,dimensional stability Whke�icrylic facers ttr`4', j Resist damage,pressure-washable,provide aactive manufacturing process,which sr„,?. ,.t< i Rrdsk reduce light energy cost,allow product to be produces a closed-cell foam detailed as a weather-resistive barrier that is specially formulated for H' irbon blowi"'agent :Environmentally friendly(no ozone depletion potential) superior fire performance.The combination of the closed-cell foam core and sturdy facers produces boards that deliver �r ,.... TABLE 2 R high R-value**(see Table 3)plus excellent dimensional stability and moisture resistance.Used In conjunction with the appro- Col StrengtMy;ASTM D1621,psl,min. 125.0 priate joint closure system for Ffei•_TSyength,ASTM c203,psi,min ;40.0 the application,THERMAX waiWAbsorptlon,/kS, c209,%by volume,max. 0.03 Light Duty with its low perm Wa*',Mp6f Verme iicem,�ASTIYI E96,perms,max. c0.03 rating helps to prevent moisture Mixl l rn Use Ter iperoture,T !250 '3 condensation within and Llghtlefiectince,Visual Ught Spectrophotometer,% 65 11)t1%atlar a,mlrtmlvaw-%'h 1,meamtal at to,--t d4—thm m yle1Q wMdieve nmtn Ntrt. behind the insulation. 1�6it$iml•dndvina=; � N s NEW .M.Mi=:'�;7n�:��=[%�=� TABLE 3 .�. -rwv�y� W }S [1` :iV�'a�.;:: •• ..t:` •' 1.0';'.�",7. '9a• 6.5 .. riszaeke ?v.*Itl '? l.so ,' �' ; 9.fi X ' .;??Qj'YIlllf tlieStal:"' f L,o.;:a 13.0 IlViv pe�#arin��i�e�t��tazlr'fy, nter.�i.d�tr,mMdr,ynastrtla. LLI 'Trademark of The botr Chentieal Company 'i'Rry`Tk fir„ rri� "it means resistance to heat flow.The Risher the n-va7oe,the gr ,#e Insulatingpo . x, f IT s/[iu0 11:LJ rt44U) L4a'Ylat 1111 cote Inc. 6raa nerlelmire-riu n Koze11 J/J PRODUCTINFORMATION _= :TAS,l•E 4 •UL 723(ASTM E84)Surface Burning Characteristics of Acid,inorganic Not Iydrocarb tl Errgleil'rR?; Building Materials recommew4ee. acid Ex&lerrtj; •The following designs are 1, Acid,organic Excelem, sine, ^,lei 2,3 or 4 hour wall rated Alcohol Excellent �,� i+tc's�s_�. assemblies as listed in the UL Asphalt,water-based Good �„•, Exr, . Fire Resistance Directory: Bases(caustic) Pool_ Zr Ysts ,sed Excellent, ,r. U026,U324,U325,U326, Brines and other salts Excellent hu, ased Excellent U330,U354,U355,U460, Cements and mortar Poor oyglycob, eluding Excelent U902,U905,U906,U907 Gases,carbon dioxide(CO:) Excellent ropyiene I •Fire Performance Evaluation Gasoline Excellent aterm t. Excellent.• of an Exterior Masonry mWaam w..dhcdlnaalmddumt.0.tn�.,ha :i` oratin stem l Wal S Inco ry ''�: ' -,ddrys`ea•rlahkm. �: y rP g Xnrlhh."w h-Idl>ev..la.wad..ly.r.&.W q` u.�d.dyS�m1= THERMAX Insulation Tested 2 INSTALLATION '�B oa 2603.0 arid" Accordance With 85,1998 Edition(UBI3C 26.9, Boards of THERMAX Light Resea Report#N8 25 intermediate scale—multi- Duty are lightweight and can (1epla A ) story testing) be sawed or cut with a knife.' ' ICBO l Section 2602 and •FMVSS No.302— They install quickly to walls Evalii4on Report#3223 ._:. Flammability of Interior n. and ceilings—inside and outside (reply ) ij Materials Passenger Cars, 1 of pllrlins,trusses or bar joints: `SBCC 'Section 2603 an..I Multipurpose Passenger ' Butt joints must be installed Evil on Report 9574C ,h Vehicles,Trucks and Buses over structural members.The (reply' ) (Docket No.3-3,Notice 4) ;mot surface of insulation'at all .FM 4 —Wall-Ceiling " .Miami-Dade NOA 02-0703.02 t: joints must be continuously Co ction Metal-Ffced,..fir Interior Insulation on CMU sealed with tape or with a Dow, Class ftre Rated to kax:!301 Block joint closure system. High,l.25'Thick,4';Wider;. •Miami-Dade NOA 02-0703.03 Whendnstalled as Describe'•:• Insulated Wall CODE COMPLIANCES in the urrent Edition oui h THERMAX Light Duty FMRC pproval Guide _..' r Insulated aRoof Assembly3.05 insulation complies with the products;are:;,; following codes: `=.cove under Und Contact your Dow sales •International Residential Labo rills Inc. I Code 2003 IRC Section 3Y4 R562 8181 and7, representative or local authori- ( ) ties for state and local building •International Building Code UL 129—Fire Test of code requirements and related (IBC)Section 2603 Deck lionstructions,*oof; acceptances. •National Evaluation Services Deck truction No.1 s (NES)NER-681 and . 123 ' I •For Technical Information:l-8664834SLUE i- •For Sales Information:1-800-232-2436 1 =' THE DOW CHEMICAL COMPANYL.,:;' •Building 8:Construction•200 LarHn--Mid 48674• .Insadata�ora -" c t� ��qy WnX'S:Yo hedmn him my pavrt owned h/Uur w .nd u..o.dRfm.and 94v auw m.luuaun m.mnhe and wry d�whM1 th.X tLaaaea .t. h.esq.dbN lm d..m.YN,rhethm lnudumad N. �ipnpla.la lLso.alir- d. q�4umddh}wrtatpcfnea•.In v.Vano rah ggt6nhN he.aid IMv ame.nn..n.ova.ls tabX.y fv tM mb...taa r :t0 WAIWI`ItU3 AXI:n1YC!NJ.aIAJfJ)W,"LLVIliS Or t- Wxl:tLlYl.udInT OX fit)1fM AIR AI'AX7�.1.LL `an1M.Chmiga to the 1m 4ti.md to idfimw rid, 'ttwh..ndtaw bed.Gail 1. ..a--"b h6 retldm.hl a.nnu din.1M baowena Uur 1nmlaed.h-t"l mid qu.hty,a.WU rhea fn dn,'.0.26.WFa6m m.mmma d.w4yd d low.hatlana u.reahmaed.tee laden:S'IYXOMAW UIxWAl r.It.437Ya)rOASI Ne.Ide.rthl 5laaM.a,Sl Y aueadr. • S)TW)M%Ms,aaerd.S)T Xnad.7Mf.R]41x,ll.rri'ald.sN-itrr•X aW di.dae du null tegnbe the me W.Ixlldln,IN-w.M1.vaerr.lI a TYh.n.W M aRna n.lded.then Ihw b— V Y..vaed.¢.Win,m...deal mmdl 6n bmavhn.I.1— t thalhba hm I)—ad m..Invluvs and I. t.n ad., ma Its). ludmin a.m, T1t0rGA34 Wr.\7 JIMM1X•and S1YXDfa,W Wt:\7 HFASlA)r.M. hl.ue I.hm shady q-ha.t as reah.aaehave pndD.d fi aw tv.luahm It'—XV16I5 d qq..td eke av). 7 NFAWX landum.hldd be u d Imly In iota.—date. tgi:arie.�p .1w 1HFxv,%X poles .hAdba amaea.g a mlm.fbN•utnhla may vmagm ew the .; ;aead d Me r.a tuwe hlhmmtlm.amah SLLSS ndrw d 466483-81J 63a3),In-.amang.d 11 - C, •' WAX-CNre 7Ht'JINAX tnmlmm din nm v dMe a r .f— u.Wl p¢edvl tr dY& 1 : }l; mt6ltlp a.Hw vmamdim lmdm.umeta.dmb..lnlm ®W) .Isla axA.me ad da�'1-r.Y .Yu ma.W gg4J.hd.dl gUm rnp.eaama d- .add will not dwdol,to my gadtic syn.n,, ving: Improved dai rtdem The Dow Che y rona No.179-072704WSPIsM :) Y` 1 STRUCTURAL DESIGN CALCULATIONS Job #3105-223876 PROJECT NAME LEE HORNING LOCATION QUEENSBURY,NY COUNTY WARREN CONTRACTOR COMMERCIAL TRUCK SALES BUILDING DESCRIPTION GABLE BUILDING BUILDING DIMENSION CS80X70X16.00EHX1.00/12 SLOPE SW BAY SPACING 3(@ 20.0'/1(@10' BUILDING CODE IBC 2000 ROOF DEAD LOAD WT OF METAL BLDG STRUCTURE ROOF LIVE LOAD FRAMES=30.0 psf; PURLINS=30.0 psf ROOF COLL.LOAD 2.00 psf SNOW LOAD 70.0 psf GROUND SNOW I=1.00 WIND LOAD 90.0 mph,Exp.B I=1.00 SEISMIC . Ss=20.0%;S1=10.0% I=1.00 OTHER LOADS NONE TABLE OF CONTENTS TITLE PAGES FjYs ' BUILDING DESIGN SUMMARY SHEET Ca ' T. ° Gam LOAD DETERMINATION PURLINS AND EAVE STRUTS SIDEWALL AND ENDWALL GIRTS ENDWALL COLUMNS AND BEARING FRAME RAFTERSe4 G 081353 1 F �. BRACING ,� � .,. MAIN FRAME 5 JUW 19 2005 STANDARD MATERIAL PROPERTIES C7 GN SA3MMA�Y I,�YL��r' gI3EET5 3 Page I /` �:E:.sr�-���:�,•!\.o-�•�:�f=t; /tom . REV# � Dafe By: Client drawings atfaached:[]Yes Revised pages Job Class:©1 I]2 Ej 3 ❑4 Revised per El Engineer 0 Cop, CUSTOMER: jcsb no: ,SOB SITE: �f Wsigped by: •• - Checked by: px�sE�rslox GS�d 7d� x/�a —$LOPE 12 Date: BAY SPACING. e ,yw It shall be fhe responsibility of the contractor to confirm that these loads comply with the requiremehts of the local building department. i}ESI+GN CO OE&EDITION IBC 2000 T RdOF DEAD LOAD*— 2 psf (rud panel and puriins) LOLL. E?EA4 LOAD �� REDUCED ROOF LIVE LOAD BASED ON TRUBUTARY AREAS: 0-200 sq.ft 20.0 psf 201-600 sq.ft. per IBC2000(Equation 16-6 ROOF �LOAD ARlMARYFKANIING 3� psf over 600 sq,fL— 12.0 per IBC2003(Equation 16-26) SECONDARYFRrANNG aU psf psf SNOW LOAD GRdn13 SNOW 70psf Exposure Factor,CE_ �Thermal Factor,CT = h/D WIND LOAD mph,EXPOSURE SEISMIC LOAb Response acceleration @shoriperiod Ss 3s°.S% Re�pr nse accelerafign @ 1-second period,Si 51. Use Group: - Site Class. _ Design Category: Analysis procedure Equfvaienf lateral force [MPORTANCE FACTOR,$: WIND: 1.0 SNOW: 1.0 SEISMIC: 1.0 SPECIAL LOADS air¢f intensity(see charts)5-minutedutation,5 yearrnean recurrence incheslhr dd std.Noted 15 to cover sheet:420 Ta roof snow load is used to calculate selsmic base shear(iBC Section 1605,M• 0 Add note to soverpage; `Budding is designed for occupancy of less than 300 people.' ❑Add std.Ngla#11 to cr_vsrshset "investigation of the exlsfing sttucturefardetrimental effects due to bldg addi6orl! [[Add note to 6oversheeh %e addillon of f is building may cause snow to accumulate an the roof of the.existing building,it shall be the buyers responsiblity to verity the stnlrfural adequacy of the existing structure for this snowcondidon.° 4 PURLIN: JOB# Page 2 Spacing: ❑6-0'o.c,standard non-standard❑measure d'anensioris on-slop-, (measures aartg in horizontal projection starting from tau eave!symmetrical @ peak for gabled roofs) rep IAK �-Sw TYP.@ 4 CORNF,R PURLIN ❑Use standard connection with�2)-112'ta A307 bolts unless noted CONNECTION TO MAIN FRAME Use(4)-112'o bolts frame lines: (Iq7ly! KNOCK-IN CrN—O EIYES BRIDGING ❑Usestandard spacing per NS 54 ❑Use non-standard spacing: @ Fnd Bays @ @ Int.Bays @ _ PEAK-TIES 110 [3 YES ❑Use 6C16 ww(s)per bay,equal spacing ❑Use 8018 row(s)per bay,equal spacing (For standing seam roofs,install peak lies to line-up with k-io-bridging). ANTI-ROLL CLIP E O ❑YES Purlin run no. Sfait count from: EAVE TO RIDGE ❑SES OES ❑12€S A FRONT SAVE: [I Purlins at front eave BACK EAYE alfirne.as front cave ❑Purlins at back eave ❑16 ga ❑16 ga P41a �� }]14ga a ❑12 ga . 5 Page 3 FRONT SIDEWALL JOB# � � Dly_-5�ss with short laps ❑long laps ❑extra4ong laps ❑Rusb with❑long clip ❑short clip _End bays-- StZE, _Int. bays--- : Elevabons: ❑3'-64 E < ❑10A ❑IV-a lZ-4 ❑13'-4 ❑16-4 ❑lr-4- ❑19A ❑Others: ❑To remain open ❑Open to collateral materials by others: ❑Spandrel beam required: ❑Spandrel beam by others(add standard note#5 to drawings) Framed openings: . [Jambs: 8 is 3'14 C E31leader.8 x 3'/z C Er&end jambs to eave ❑ Strut girls at etev. [�etaU S75 2'6tail S76 use: BACK SIMWALL same as front sidewall ❑By-pass with❑short laps Q.long laps ❑ex -long laps ❑Rush with❑long clip [l short clip _Enid bays—' SIZE: _Int. bays— Elevations, ❑3,-T ❑r-4 ❑1 W-4 ❑i V-a ❑17-4 ❑ 13!-4 ❑i6_4 ❑it 4 ❑19'-4 ❑Others: ❑To remain open ❑Open to collateral materials by others: ❑Spandrel beam required: ❑Spandrel beam by others(add standard note#5 to drawings) ❑Framed openings: ❑Jambs: 6 x 31/z C ❑Header,8 x 3%C ❑Extend jambs to have ❑ Strut girls at elev.- ❑Detail S75 0 Detail$76 use: 6 °rye 74( Page 4 LEFTEts[?WALL ❑Bearing frame ain frame [I fdofram ,)e OS# �L Std.Note#19 - - [�Required ❑ NoT CF-9. o remain open: X 57�47�i ❑Framed opening: ❑Open to collateral materials by others — El Header 8 x 3 s/z C ElSpandrel beam required: ❑Jambs 8 x 3%C E]Extend jambs to rake [I Spandrel beam by others(add standard note#5 to drawings) ❑Extend jambs to el, use GlRSS ❑Rush Mth ❑short clips .❑long clips ❑By-pass with E)short laps ❑long laps _End bays— SIZES: _lnt. bays--- Eievations: ❑3'-6 EJ 7'-4 ❑10'-4 E]11'4 ❑12'-4 ❑13'4 ❑ 15.4 ❑ 1T4 ❑194 ❑20'4 ❑ 21'-4 ❑ 234 Provide column flange braces at elevations:[)3'-6 ❑T4 ❑10'-4 ❑11'-4 ❑12-4 ❑13'-4 Ej 15'-4 ❑ 1T-4 ❑19'4 F2�4FTERS Light-gage sections: ❑$X 3'Jz C12 E(10 X 3%C12 ❑12 X 3 C12 Hot-rolled sections: []W 50 ksi materials. Built-up sections : ❑Web- ,Flanges a � Q Provide rafter flange braces E]Every pudin ❑@ purlins on each sides of the EW columns and on evorypurlins. Q Provide'/a°thick fulWepth rafter stiffeners at column location for all hot-rolled and built-up rafters. Ei Rafter splice for built-up and hot rolled sections-.---use(8)-Wo bolts with 318'thick splice plates. [3 For column to rafter connections use(2)-518'ra bolts except as noted below: ❑ (4)-518'm bolts required for El All endwall columns ❑ interior endwall columns ❑ confer column ENb ALL LAYbO Nb,COLUMN-SIZES (All light-gage columns&bearing frame rafters are 8 x 3%C unless noted) i COLUMN REACTIONS NO-$) Comer Columns Interior Columns DL+LL DL+WL DL+LL DL+WL Wall braced by❑X braces 1 ❑Panel diaphragm(add std.note#20)_ • 1 W 7 Fate 5 RIGHT ENDWALL ❑ same as Left EW a ng frame❑Main frame JOB# ❑No frame Std Note#19 ❑Required ❑Not Regired ❑To remain open: Framed opening: p Open to collateral materials by others ❑Header 8 x 3'/z C ❑spandrel beam required: ❑Jambs 8 X 3'h C ❑Extend iambs to rake D Spandrel beam by others(odd standard note#5 to drawings) ❑Extend iambs fo el. use: GIR7S lu sh with El short clfpS tong clips ❑By-pass With❑short laps ❑long laps —End bays— SIZES: �fY —Int. bays--- Elevations: ❑3'-5 P "' ❑14'4 ❑11'4 12`-4 ❑13'4 El15'4 El17 4 ❑ i9'4 ❑20'-0 ❑ 21'4 171234 Provide column flange braces atelevations:❑3'-6 ❑r 4 ❑10'-4 ❑111-4 ❑12'4 E]13'-4 ❑ 15'-4 E] 1T4 ❑19'4 RASTERS Light-gage sections: ❑8 X 3%,C12 El19 X 3%C12 El12 X 1%612 Hot rolled sections: P11 y►t�zx/�50 ksi materials. Buift-.up sections : ❑Web ,Flanges 0 � © Provide rafterflange braces❑every pudin purlins on each sides of the EW columris and on every puriins, Ct Provide'/l thick full depth rafter sfifteners at column location for all hot-rolled and built-up rafters, d Rafter splice for built-up and hot-rolled sections:--use.(8)-5/8'o bolls with 31Y thick splice plates. ` Q for column to rafter connections use -518"o bolts except as Wed below., ❑ {4)-5/8"o bolts required for All endwall columns ❑ interior 8ndwall columns ❑ comer column Ef�DViIALU.'WOUT'AND COLUMWt§Zt~ (All light-gage columns&bearing frame ratters are 8 x 3%C unless noted) x� . IN COLUMN REACTIONS(kips) Comer_Columns Interior Columns DL+LL+LL DL+WL DL+LL DL+WL Wall braced by BX-bracescp f � 5� [IPanel diaphrdgm(add std.note#20)_ eV7 �l - 8 BRACING: JOB# Page 6 ROOF Cables ❑Rods El Angles @ bay no: Tiers:match endwall column spacing at❑Lett endwali L.S' .ght endwall FRONT SIDE Wiles ❑Rods❑Angles [3C-brace @ bay no. El Fixed base @ frame Gne: OTorsior<to BSW ❑Porfal frame @ bay no. 0 Diaph(add std,note#20) LACK SIDE [Cables ❑Rods❑Angles Z<race @ bay no, El Fixed base @ frame lime: IITorslon to FSW ❑Fgrfal frame @ bay no- ❑Diaph(addsid.note#20) Brac iig reaction=at si'evuail F'sxed-base coluin s Use:(2)-518`o bolts at 4'-0°o.c•to MF column web . I H ! , �- M= ft-kips v� Fixed base materials REACTION H v Wind S,-� .1— ----------------------•--- -- seismic,FM 1 ❑Strut Purlins Use: (with 4-112�A325 bolts each end) (2 J F�rEave CI'sps 5c-1 a El Yz c--A307 bolts '/z�-A325 bolts v Frontsidewali @ frame tines: 3 Back sldevraff @ frame lines. _ 3 ❑4-Bolt Connections[]%¢,A3Q7 bolts %: A325 bolts (Pullin to main frame connections at braced point locations shown above) JIK 6ZSN • 1 1, j.I!-I q Ij j 1: tU;7 U f Ili v"Ielan; ol o':-'1HIM-�Jp ir-Cub, !J f W jrq v N gig ej 0 1 11)IS, 11 .1 A 1. � ' ��, 112 JY 1, x K Ulak: 4 j'f 4 10 FRAME SLOPE : :12 JOB NUMBER 3o�G SHEET NO of REV. t E.H.: O.F. Sig WEB X� X1 I.F. sy-mm. � m CD S � r - 3x 3�L�� (1) 4� j,�t„ A.B. + '�W' PL BY PASS ❑ FLUSH ❑ FLANGE BRACER ROOF '2' e Q,'S r 71 �i I/� 12' WALL, � `� '�®jam 5/ � (LOW EAVE TO HIGH EAVE) NOTE:ALL BOLTS ARE A-325 ' PLATE BOLTS :/ig BOLTS OPLATE : ►t O PLATE : if STIFFENERE.)SRFF>NEr (N SdS(N.S k F.S.) PIPE COLUMN PIPE COLUMN BOLTS : " 110 BOLTS : '146 BOLTS : �� BOLTS : �� OPLATE : r! O PLATE : j1 PLATE : �i/rf O PLATE : 1 ........_... ..................._._............................. .... .. ...... Job Number:223876 At:ALL By: EGD Hor+ + Moment+ A E a" Frame Reaction Schematic a0 reactions are in kips. 1 kip=1 000pounds) Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL A 43 3.5 0.0 DL+0.75*LL+0.75*WLL+CL A 19.2 15.0 0.0 DL E 4.8 -3.5 0.0 DL+0.75*LL+0.75*WLL+CL E 21.6 -16.7 0.0 DL+LL+CL A 32.9 25.2 0.0 DL+0.75*SL+0.75*WLL+CL A 34.9 27.1 0.0 DL+LL+CL E 32.9 -25.2 0.0 DL+0,75*SL+0.75*WLL+CL E 37.3 -28.9 0.0 DL+SL+CL A 53.9 41.4 0.0 DL+0.75*UBL+0.75*WLL+CL A 19.7 25.7 0.0 DL+SL+CL E 53.9 -41.4 0.0 DL+0.75*UBL+0.75*WLL+CL E 57.0 -27.4 0.0 DL+UBL+CL A 33.7 39.5 0,0 DL+0.75*UBR+0.75*WLL+CL A 64.6 26.7 0.0 DL+UBL+CL E 80.2 -39.5 0.0 DL+0.75*UBR+0.75*WLL+CL E 22.2 -27.5 0.0 DL+UBR+CL A 80.2 39,5 0.0 DL+0.75*LL+0.75*WL2+CL A 21.8 16.8 0.0 DL+UBR+CL E 33.7 -39.5 0,0 DL+0.75*LL+0.75*WL2+CL E 24.2 -18.5 0.0 0.6*DL+WLL A -6,7. -4.7 0.0 DL+0.75*SL+0.75*WL2+CL A 37.6 28.9 0.0 0.6*DL+WLL E -3.5 2.4 0.0 DL+0.75*SL+0.75*WL2+CL E 40.0 -30.7 0.0 0.6*DL+WL2 A -3.1 -2.4 0.0 DL+0.75*UBL+0.75*WL2+CL A 22,4 27.5 0.0 0.6*DL+WL2 E 0.1 0.0 0.0 DL+0.75*UBL+0,75*WL2+CL E 59.7 ' -29.2 0.0 0.6*DL+WLR A -3.5 -2.4 0.0 DL+0,75*UBR+0.75*WL2+CL A 57.3 27.5 0.0 0.6*DL+WLR E -6.7 4.7 0.0 DL+0.75*UBR+0.75*WL2+CL E 24.8 -29.2 0.0 0.6*DL+WR2 A 0.1 0.0 0.0 DL+0.75*LL+0.75*WLR+CL A 21.6 16.7 0.0 0.6*DL+WR2 E. -3.1 2.4 0.0 DL+0.75*LL+0.75*WLR+CL E 19.2 -15.0 0.0 Jun 8,2005 C:\DsnLib\223876 Page: 1 of 2 _'-_-----' � � — _'--'-_-' ---__--__--'______-_----- _-----.___'______-�� ' Job Number:22387G At:ALL By:E8D A Frame Reaction Schematiq(61/rMeac, ns are in kips. i kip=1,000 pounds,) Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom Jun 8.20O6 O:\OonLUd228070 Page:2pf2 �jNAzior� 1.10� DFT� 14 00 January 1900 12:00 AM Snow Load Calculations ASCE 7-1999 Job Number.223876 Engineer.STEWED Building Use Category Thermal Condition Table 7-3 Roof Type(G or SS) Gable Structures kept just above freezing and ouiers vab cold ventila Table 7-3 Terrain Category Ground Snow Load,p2 (psi) Fig.7-1 C(see Section 65.3) . Exposure Factor,C. 0.90 Table 7-2 Exposure of Roof IFLffiyevosed Thermal Factor,C r 1.10 Table 7-3 Roof Surface Type Unobstrtded siipmSurfave(I.e.rteW). Roof Slope Factor,C, 1.00 Fig.7-2 Length(ft) v? 1'Sp J_: Importance Factor,I 1.00 Table 7-4 - Width(ft) ; $.3 ;;-t (70149 t 0.5 2.25 Sec.7.3.4 Eave Height(ft) 3 lS?44 .;-. Minimum value of,p (psi) No Min Sec.7.3.4 Ridge Height 19.33 Flat Roof Snow Load,p f(psf) 49.5 Sec.7.3 Roof Slope(in/ft) `<TQO `?' Sec.7.10 • Roof Angle(degrees) 4.764 Sloped Roof Snow Load,p,(psf) 48.510 Frames Need Not Be Analysed Under Partial Loading Unbalanced Snow Load is Required Unbalanced Snow Loadings At Ridge At Eave �•'�r ""� Leeward Side(psf) 64.68 126.665 Uniform Load Windward Side(psf) 14.55 7" Section 7.5.1 Continuous)Beam Systems f Continuous beam systems shall be investigated for the effects of the three loadings shown in Fig.74: • Case 1:Full balanced snow load on either exterior span and half the balanced snow load on all other spans. • Case 2:Half the balanced snow load on either exterior span and full balanced snow load on all other spans. • Case 3:All possible combinations of full balanced snow load on any two adjacent spans and half the balanced snow load on all oilier spans. For this case there will be(n-1)possible combinations where n equals the number of spans in the continuous beam system. �,Z-r a, � ;. �•`mod' -- !t• (r� 15 ASCE Job Number. 2.=761 7-1998 WIND LOADS and Engineer n.CISYSTM4 L.P. Date: Last Revision on:1/03/03 No - "quit. Gable 9 0 1.00 EMO.;i.. 0.701 WWII 12348 19.333 Endmed -0.18 16.000 1.3 ON 16.053 ON 4.764 Wind Coefficients for MWFRS Bracing Cp qhcp+GcPiGhcR-GcPi Roof-Parallel ToSlope CR GhICV±QCpQh*CP-GCyi Diagonal Bracing-Pressure 0.80 0.500 0.860 Windward-Suction VseWindNormalToSlo Diagonal Bracing-Suction --0.33 -0.456 -0.096 Windward-Pressure UseWindNormatToSh Watts Leeward-Suction Us6VMNormarrosw Windward Wall 0,80 0-500 0.860 Roof-Normal To Slope Leeward Wall -0.50 -0.605 -0.245 Dist.Frm Windward Edge Side Walls -0.70 -0.775 -0.415 (0-h/2) 8.00 ft -0.90 -0.945 -0.585 (h/2-h) 16.00 ft -0.90 -0.945 -0585 (h-2h) 32.00 ft -0.50 -0.605 -0.245 (2h) >32.00 ft -0.30 -0.435 -0.075 Wind Coefficients For Components and Cladding Member Trib.Area GC I I GC :_G�C Zone I Zone 2 Zone 3 Zone I Zone 2 Zone 3 Pudins-Suction 13333 -0.900 -1.100 -1.100 -1.080 -1.280 -1.280 Purlins-Pressure 133.33 0.200 0.200 0.200 0-380 0.380 0380 Zone 4 Zone 5 Lone 4 Zone 5 Girts-Pressure 133.33 0.901 0.901 0.901 0.901 Girts-Suction 133.33 -0.901 -1.003 -0.991 -1.083 Endwall Column-Pressure 320.00 0.734 0.734 0.841 0.841 Endwall Column-Suction 320.00 -0.834 -0.869 -0.931 -0.962 Zone L Zone 2 Zone 3 Zone I Zone 2 _Zone3 B.F.Rafter-Suction 200 -0-900 -1.100 -1.100 -1.080 -1.280 -1.280 B.F.Rafter-Pressure 200 0.200 0.200 0.200 0380 0.380 0380 1.- 0:-.1. % -1-000 -1.800 Roof Panels-Suction -2.800 -1.180 -1.980 -2.980 Roof Panels-Pressure 0.300 0.300 0.300 0.480 0.480 0.480 Zone 4 Zone 5 Zone 4 Zone 5 ISidewall Panels-Pressure '?:10;1 1.000 1.000 1.080 1.080 sideviall Panels-Suctinn -1-100 -1.400 -1.170 -1.440 a: 6.40 ft hIgIcL 1) If a parapet equal to or higher than 3 feet is provided around the perimeter of roof with 0 510 degrees, Zone 3 shall be treated as Zone 2. 2) External pressure coefficients for-walls are permitted to be reduced by 10 percent-where 0 5 10 degrees 3) Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 4) Each component shall be;designed for maximum positive and negative pressures. 5) This calculation sheet is effective only for buildings,which meet the low-rise criteria. 6) The default puffin spacing is the larger of L/3 or 5 f=t,and the default girt spacing is the larger of U3 or 6.55 feet for tributary area calculations. 7) The default endwall column height is the Front Sidewall Eave Height for tributary area calculations, NO Building Systems L.P. ASCE 7-98 All Heights&S Slope Page 1 16 Job Number.223876 Engineer. EGD aa. Date: 618/05 8:59 AM ASCE 7-98 Wind Loads Main Wind Force Resisting S sY tems WIND PARALLEL TO SLOPE:(PERPENDICULAR TO RIDGE) Press t--Pressure Suction Suction Rind Direction Q,$QQ GhCu+GCni -0.605 Pressure- ressur Pressure Suction <-- Suction Wind Direction 0.860 GhQ)-GCni -0.245 Note: When Roof Slope is less than 10 degrees,Use"Wind Normal To Slope Coefficients" (For Roof Only). WIND NORMAL TO SLOPE:(PARALLEL TO RIDGE) -0.94�i=-0-605 -0.585 _Q,245 -0.435 -0.075 Wind --► Wind Direction 16.00 ft 32.00 > 32.00 ft Direction 16.00 8 32.00 ft > 32.00 ft C 0.500 -0.456 0.860 -0.096 GhCn+GCni GhCn-Gcni NCI Building Systems L.P. Gable Bldgs Page I 17 Job Number:223976 g Engineer:EGD Bate:6/8105 8:59 AM e ASCE 7-98 Wind Loads Roof Coefficients For Purlins When (h<=60.01,All Slopes) & (h>60 0',Slone>10 deg) t CL 4 Ridge t 1 -1.281 -1.28 1-1.28— _1.281 -1.28 1-1.28 6.40 ft --t--------t--- --t----- --+-- 1 1 1 r E t I f 1 ! I 1 1 1 1 t 1 1 -1.281 -1.08 '-1.08 = -1.08,' -1.08 -1.28 I ' Stope� Slope' 1 1 �(-- I 1 t 1 t 1 1 1 -_ -L -1.281 -1.28 1-1.28 -1.281 -1.28 1-1.28 6.40 ft 6.40 ft N/A N/A 6.40 ft Suction Coefficients I CL of Ridge 0.381 0.38 1 0 ft --1--------1---A---i--------4--- t 1 1 r 0.38,' 0.38 0.38 = 0.38 0.38 '0.38 1 ' Slopet 1 i t b— Slope t 1 t , .-_..L-------t---'--- '-------- - 0.38 t 0.38 10.38 0.38 1 038 ,038 6.40 ft 1� Acf +-- 6.40 ft N/A N/A 6.40 ft Pressure Coefficients NCI Building Systems L.P. Gable Bldgs Page 2 18 IBC 2000 Seismic Loads -- Job Name: 145-5-060 .. Job No: >:: t rSURD WO Engineer: PJ cj a a Date: 5112105 8:42 AM Last Rev. On: 1/31/2003 SEISMIC LOAD FOR LONGITUDINAL BRACING: 0 psf=REW Weight. Back Roof Weight, psf= 5 sf 5 psf= Front Roof Weight. BSW Wt.,psf 3 FSW Wt., psf. 16.000 16.000 -5W Eave Ht.,ft BSW Eave Ht ft. 3 psf LEW Weight NOTE: ALL"YELLOW FIELDS REQUIRE INPUT DATA I! General Building Description: Building Seismic Use Category 1 v Roof Type(Gable or Single Slope) Sable Building Length 70 feet Building Width 80 feet Number Of Bays Braced 1 Mean Roof Height 17.667 feet Roof Slope(in/ft) 1 inch/feet Distance To Ridge From FSW(If Single Slope To Mean Roof) 40 feet Seismic Design Data: Spectral Response Acceleration At Short Periods, SS 0.2 g Spectral Response Acceleration At 1-Second Period,S, 0.1 g Site Class(A, B,C, D, E or F) D v Response Modification Factor, R 4 System Overstrength Factor,Qo 2.5 Special Seismic Loads: Snow Load To Be Included With Seismic,(Input in"psf') 12.25 psf Other Special Seismic Loads, (Input in"kips") 0 kips Calculated Seismic Loads For Sidewall Bracing: FSW BSW pQFj1.4 =Seismic Load/Sidewall/Bay 1.991 1.991 kips/bay S2"OE(1.333/1.7) =Seismic Load/Sidewall/Bay(w/1.7 Increase) 5.466 5.466 kips/bay 0.2SosD/1.4 =Vertical Comp. Of Seismic Load/Sidewall/Bay 0.644 0.544 kips/bay NCI Building Systems, L.P. Long. Bracing Page 1 19 IBC 2000 Seismic Loads . Calculated Values ' Calculated Seismic Design Category C Fa= Site Coefficient"Fa" 1.6 F„= Site Coefficient"Fv" 2.4 IE= Importance Factor, IE 1.00 Sms= Adjusted Spectral Response"Ss"For Site Class Effects 0.320 g Sml'= Adjusted Spectral Response"S," For Site Class Effects 0.240 g Sos= Design Spectral Resp.Acceleration At Short Period 0.213 g Sol= Design Spectral Resp.Acceleration At 1 sec. Period 0.160 g C"= Maximum Limit Coefficient On Fundamental Period 1.495 T= Fundamental Period 0.172 sec CS= Seismic Coefficient 0.0533 rmax= Redundancy Coefficient 0.500 p reliability-Redundancy Factor 1.000 W= Total Effective Seismic Dead Weight 104.535 kips QE= Total Seismic Lateral Force 1 5.575 1kips f' i NCI Building Systems, L.P. Long. Bracing Page 2 YU��S ADD SAVE STRUTS Design Thk. : 16 ga= 0.059, 15 ga= 0. 065, 14 ga= 0. 070, 13 ga= 0. 085, 12 ga= 0. 10 MIDWEST METALLIC PAGE 1 21 *** PURLIN DESIGN *** JOB NUMBER : 223876 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) : 3@20. , 10 . INSET LEFT (FEET) : 1.250 INSET RIGHT (FEET) . 334 PURLIN EXTN LEFT (FT. ) : . 00000 PURLIN EXTN RIGHT (FT. ) : 1. 00000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT. ) : 3.25000 PURLIN DEPTH (INCH) : 10. 00 TOP FLANGE BRACED AT 1. 00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 25.10 LIVE LOAD (PSF) : 99. 00 WIND VELOCITY PRESSURE (q) : 16. 053 PSF SPECIAL WIND COEFF. : -1. 08 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1. 035 MAX. SHEAR OR BENDING UNITY CHECK : 1. 035 MAX. DEFLECTION LIMIT PER SPAN L/180 . *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+.SLL+WL 4 . DL+.5WL+LL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) ---- -------- ------ ------- ------- ------ ------- ------- 1 1.2500 . 0000 10Z12 . 0000 -1.0800 . 0248 . 4019 2 18 .7500 . 0000 10Z12 2 . 4791 -1. 0800 . 0248 . 4019 3 20. 0000 2 .4791 10Z13 2.4791 -1. 0800 . 0248 . 4019 4 20.0000 2. 4791 10Z13 1 .2291 -1. 0800 . 0248 . 4019 5 9. 6660 2.4791 1OZ14 .0000 -1. 0800 . 0248 . 4019 6 1.3340 . . 0000 1OZ14 .0000 -1. 0800 . 0248 . 4019 *** FLANGE BRACE INFORMATION *** 22 SPAN NOLENGTH OUTSIDE INSIDE AN NO (FT. ) BRACES BRACES 1 1.250 2@1. 0000 1@1 .2500 2 18 . 750 19@1.0000 1@18 .7500 3 20.000 20@1.0000 1@20. 0000 4 20. 000 20@1.0000 1@20. 0000 5 9. 666 10@1. 0000 1@9. 6660 6 1.334 2@1 . 0000 1@1.3340 *** PURLIN DESIGN *** JOB NAME: 223876 PAGE 2 23 LOADING COMBINATION -- DL+LL -- ----------------------------------------------------------------------------- !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! .00 ! . 00 ! 13. 04 10.27 ! . 00 . 00 .00 ! !LL! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1 ! FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 77 !RL! .00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! !RS ! -.31 ! -. 50 ! 13. 04 10.27 ! .05 . 02 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.31 ! 2. 98 ! 13. 04 10.27 ! .29 . 02 . 08 ! !LL! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 2 !FM! 10. 75! . 00 ! 13. 04 10.27 ! . 00 . 82 . 82 ! 289 !RL! -4 .99 ! -3. 56! 13. 04 10.27 ! .35 .38 .27 ! !RS !-15.05! -4. 55! 23. 64 15. 69 ! .29 . 64 . 49 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS!-15.05! 4.08 ! 23. 64 15. 69 ! .26 . 64 . 47 ! !LL! -6. 17 ! 3._08 ! 10. 60 5. 42 ! .57 .58 . 66! 3 ! FM! 5. 66! . 00 ! 10. 60 5. 42 ! . 00 .53 .53 ! 673 !RL! -5.26! -2. 96! 10. 60 5. 42 ! .55 . 50 . 54 ! RS !-13. 84 ! -3. 96! 21.20 10. 85 ! .36 . 65 .56! ---------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS !-13.84 ! 4.21 ! 21.20 10. 85 ! . 39 . 65 .58 ! !LL! -4 . 63 ! 3.22 ! 10. 60 5. 42 ! .59 .44 .54 ! 4 !FM! 8 .23! . 00 ! 10. 60 5. 42 ! . 00 .78 .78 ! 320 !RL! -5.58 ! -3.33 ! 10. 60 5. 42 ! . 61 . 53 . 65 ! !RS ! -9.98 ! -3. 83! 18 .73 8 . 44 ! .45 . 53 . 49 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -9. 98 ! 2. 94 ! 18 . 73 8 . 44 ! . 35 . 53 .40 ! !LL! -3. 93! 1. 94 ! 7. 92 3. 02 ! . 64 . 50 . 66! 5 !FM! .76! . 00 ! 8 . 13 3. 02 ! . 00 . 09 . 09 ! 2109 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -.36! -. 95! 8 . 13 3. 02 ! .31 . 04 . 10 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.36! .54 ! 8. 13 3. 02 ! . 18 . 04 . 03 ! !LL! . 00 ! .00 ! . 00 . 00 ! . 00 . 00 . 00 ! 6!FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 .00 ! 1440 RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 .00 ! !RS ! .00 ! ' . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! *** PURLIN DESIGN *** JOB NAME: 223876 PAGE 3 24 LOADING COMBINATION -- DL+WL •--------------------------------------=------------------------------------- -LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! . 00 ! 17 .39 13. 69 ! . 00 . 00 . 00 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1 !FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1261 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -. 02 ! -. 03 ! 17.39 13. 69 ! . 00 . 00 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.02 ! . 18 ! 17.39 13. 69 ! . 01 . 00 . 00 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 2 !FM! . 66! . 00 ! 17 .39 13. 69 ! . 00 . 04 . 04 ! 4687 !RL! -.31 ! -.22 ! 17 .39 13 . 69 ! .02 . 02 . 00 ! !RS ! -. 93 ! -.28 ! 31.52 20 . 92 ! . 02 . 03 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -. 93 ! .25 ! 31.52 20. 92 ! . 02 . 03 . 00 ! !LL! -. 38 ! . 19! 14 . 13 7.23 ! . 03 . 03 . 00 ! 3! FM! .35! . 00 ! 14. 13 7 .23 ! . 00 . 02 . 02 ! 9999 !RL! -.32 ! -. 18 ! 14. 13 7 .23 ! . 03 . 02 . 00 ! 'RS! -. 85 ! -.24 ! 28 .27 14 . 46 ! . 02 . 03 . 00 ! ----------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -. 85 ! .26! 28 .27 14 . 46 ! . 02 . 03 . 00 ! !LL! -.29 ! .20 ! 14. 13 7 .23 ! . 03 . 02 . 00 ! 4 ! FM! .51 ! . 00 ! 14. 13 7 .23 ! . 00 . 04 . 04 ! 5197 !RL! -.34 ! -.21 ! 14. 13 7 .23 ! .03 . 02 . 00 ! !RS! -. 62 ! -.24 ! 24.97 11 .26 ! . 03 . 02 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -. 62 ! .18 ! 24. 97 11.26 ! . 02 . 02 . 00 ! !LL! -.24 ! . 12 ! 10.55 4 . 03 ! . 03 . 02 . 00 ! 5!FM! . 05 ! . 00 ! 10.84 4 . 03 ! . 00 . 00 . 00 ! 9999 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -. 02 ! -. 06! 10. 84 4 . 03 ! . 01 . 00 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -. 02 ! . 03 ! 10. 84 4 . 03 ! . 01 . 00 . 00 ! !LL! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! 6!FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 9999 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! *** PURLIN DESIGN *** JOB NAME: 223876 PAGE 4 25 LOADING COMBINATION -- DL+.5LL+WL ----------------------------------------------------------------------------- !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! . 00 ! 17 . 39 13. 69 ! . 00 . 00 . 00 ! !LL! .00 ! . 00 ! . 00 .,00 ! . 00 . 00 .00 ! 1 ! FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 168 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -. 14 ! -.23 ! 17 .39 13. 69 ! . 02 . 01 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -. 14 ! 1. 37 ! 17 .39 13. 69 ! . 10 . 01 . 01 ! !LL! . 00 ! . 00 ! . 00 . 00 ! .00 . 00 . 00 ! 2 !FM! 4 . 95! . 00 ! 17 . 39 13. 69 ! . 00 .28 .28 ! 627 !RL! -2.30 ! -1. 64 ! 17.39 13. 69 ! . 12 . 13 . 03 ! !RS ! -6.93 ! -2 . 10 ! 31.52 20 . 92 ! . 13 .22 .07 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -6. 93 ! 1. 88 ! 31. 52 20. 92 ! . 12 .22 . 06! !LL! -2. 84 ! 1. 42 ! 14. 13 7.23 ! .20 .20 . 08 ! 3 ! FM! 2. 60 ! . 00 ! 14. 13 7 .23 ! .00 . 18 .18 ! 1462 !RL! -2.42 ! -1. 36! 14 . 13 7 .23 ! . 19 . 17 . 06 ! 'RS ! -6.37 ! -1. 82 ! 28 .27 14 . 46 ! . 17 .23 . 08 ! ---------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -6.37 ! 1. 94 ! 28 .27 14 . 46 ! . 18 .23 . 08 ! !LL! -2 .13 ! 1. 48 ! 14. 13 7.23 ! .20 . 15 . 06! 4 ! FM! 3.79! . 00 ! 14. 13 7.23 ! . 00 .27 .27 ! 696 !RL! -2 .57 ! -1. 53! 14. 13 7 .23 ! .21 . 18 . 08 ! !RS ! -4. 60 ! -1.76! 24. 97 11 .26 ! .21 . 18 . 08 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -4 . 60 ! 1.35! 24 . 97 11.26 ! . 16 . 18 . 06! !LL! -1. 81 ! . 89 ! 10. 56 4 . 03 ! .22 . 17 . 08 ! 5 ! FM! .35 ! . 00 ! 10. 84 4 . 03 ! . 00 . 03 . 03 ! 4581 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -.16! -.44 ! 10. 84 4. 03 ! . 11 . 02 . 01 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.16! .25! 10. 84 4 . 03 ! . 06 . 02 . 00 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 .00 . 00 ! 6! FM! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 3127 'RL! . 00 ! . 00 ! . 00 . 00 ! .00 . 00 . 00 ! RS ! .00 ! . 00 ! . 00 . 00 ! .00 . 00 . 00 ! *** PURLIN DESIGN *** JOB NAME: 223876 PAGE 5 26 LOADING COMBINATION -- DL+. 5WL+LL - ------------------------------------------------------------------------------ !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL i # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! . 00 ! 17 .39 13. 69 ! . 00 . 00 . 00 ! !LL! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1 !FM! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 83 !RL! . 00 ! . 00 ! . 00 . 00. ! . 00 . 00 .00 ! !RS ! -.29! -. 47 ! 17 .39 13. 69 ! . 03 . 02 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.29! 2. 77 ! 17.39 13. 69 ! .20 . 02 . 04 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 2 ! FM! 9. 99 ! . 00 ! 17 .39 13. 69 ! . 00 . 57 .57 ! 311 !RL! -4 . 64 ! -3. 31 ! 17.39 13. 69 ! .24 .27 . 13 ! !RS !-13. 99! -4 .23 ! 31.52 20 . 92 ! .27 . 44 .27 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS !-13. 99 ! 3. 79 ! 31.52 20. 92 ! .24 . 44 .26! !LL! -5. 74 ! 2 . 87 ! 14 .13 7 .23 ! . 40 . 41 .32 ! 3 !FM! 5.26! . 00 ! 14 .13 7.23 ! . 00 . 37 .37 ! 724 !RL! -4 . 89! -2. 75 ! 14 . 13 7.23 ! . 38 . 35 .26! 'RS !-12. 87 ! -3. 68 ! 28 .27 14 . 46 ! .34 . 46 .32 ! ---------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS !-12.87 ! 3. 92 ! 28 .27 14 . 46 ! . 36 . 46 . 34 ! !LL! -4. 31 ! 2 . 99! 14 . 13 7.23 ! . 41 .30 .26! 4 !FM! 7. 65! . 00 ! 14 . 13 7 .23 ! . 00 . 54 .54 ! 344 !RL! -5. 19 ! -3. 10 ! 14 . 13 7 .23 ! . 43 . 37 . 32 ! !RS ! -9.28 ! -3. 56! 24 . 97 11 .26 ! . 42 .37 .32 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -9.28 ! 2. 73 ! 24 . 97 11 .26 ! . 32 . 37 .24 ! !LL! -3. 66! 1. 81 ! 10. 56 4 .03 ! . 45 .35 . 32 ! . 5 ! FM! .70 ! . 00 ! 10. 84 4 . 03 ! . 00 . 06 . 06! 2269 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -.33 ! -. 88 ! 10.84 4 . 03 ! .22 . 03 . 05! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.33 ! .50 ! 10. 84 4 . 03 ! . 12 . 03 . 02 ! !LL! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! 6!FM! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1548 !RL! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! Design Thk. : 16 ga= 0 . 059, 15 ga= 0 . 065, 14 ga= 0. 070, 13 ga= 0. 085, 12 ga= 0 . 10 MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** 27 JOB NUMBER : 223876 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :3@20. , 10. BAY SPACING (FEET) INSET LEFT (FEET) : 1.2500 INSET RIGHT (FEET ) . 3340 EAVE EXTN LEFT (FT. ) . 0000 EAVE EXTN RIGHT (FT. ) 1. 0000 ROOF SLOPE : 1 . 000/12 HORIZONTAL SPACING (FT. ) 2 . 1250 EAVE STRUT DEPTH (INCH) : 10. 00 TOP FLANGE BRACED AT 1. 00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) :30.500 LIVE LOAD (PSF) : 99. 000 WIND VELOCITY PRESSURE (q) : 16. 053 PSF SPECIAL WIND COEFF. :-1 .280 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1. 030 MAX. SHEAR OR BENDING UNITY CHECK : 1. 030 MAX. DEFLECTION LIMIT PER SPAN L/100. ,N LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) ---- ------- ------- ------- ------- ------- ------- ------- 1 1.25 10ES12 2 .093 32. 19 -1.2800 . 0208 .2742 2 18 . 75 10ES12 2 .093 32 . 19 -1.2800 . 0208 .2742 3 20. 00 10ES12 2 .093 32. 19 -1.2800 . 0208 .2742 4 20. 00 10ES12 2 .093 32 . 19 -1.2800 . 0208 .2742 5 9. 67 10ES14 1 .396 21. 67 -1 .2800 . 0208 .2742 6 1.33 10ES14 1.396 21. 67 -1.2800 . 0208 .2742 *** EAVE STRUT DESIGN *** JOB NAME: 223876 PAGE 2 28 **** DEAD + LIVE LOAD **** ----------------------------------------------------------------------------- -LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL . ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! . 00 ! . 00 . 00 ! .00 . 00 . 00 ! 1 !FM! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! -89 RS ! -.21 ! . 34 ! 15.51 9. 67 ! . 04 . 01 . 04 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -.21 ! 2. 58 ! 15.51 9. 67 ! .27 . 01 .27 ! 2 ! FM! 11. 94 ! . 00 ! 15.50 9. 67 ! .00 . 77 . 77 ! -283 RS ! . 00 ! -2.56! 15.50 9. 67 ! .26 . 00 .26! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! .00 ! 2 .74 ! 15.50 9. 67 ! .28 . 00 .28 ! 3 !FM! 13.71 ! . 00 ! 15.50 9. 67 ! . 00 . 88 . 88 ! -230 RS! . 00 ! -2.74 ! 15.50 9. 67 ! .28 . 00 .28 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! 2. 74 ! 15.50 9. 67 ! .28 . 00 .28 ! " ' FM! 13.71 ! . 00 ! 15.50 9. 67 ! . 00 . 88 .88 ! -230 RS ! .00 ! -2.74 ! 15.50 9. 67 ! .28 . 00 .28 ! ------------------------------------------------------7------------------------ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! 1. 30 ! 8 . 98 2. 86 ! . 45 . 00 . 45 ! 5!FM! 3. 08 ! . 00 ! 8 . 97 2. 86 ! . 00 .34 .34 !-1442 RS! -.24 ! -1.35 ! 8 .98 2. 86 ! . 47 . 03 .47 ! ------7------------------------------------------------------------------------ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -.24 ! -.37 ! 8 . 99 2. 86 ! . 13 . 03 . 13 ! 6!FM! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! -469 RS ! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! *** EAVE STRUT DESIGN *** JOB NAME: 223876 PAGE 3 29 **** DEAD + WIND LOAD **** •---------------------------------------------------------------------------- LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1 ! FM! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 !-1177 RS ! -. 02 ! . 03 ! 20. 69 12. 89 ! . 00 .00 . 00 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -. 02 ! .20 ! 20 . 68 12. 89 ! .02 .00 . 02 ! 2 ! FM! . 90 ! . 00 ! 20. 66 12. 89 ! . 00 . 04 . 04 !-3739 RS ! . 00 ! -. 19 ! 20. 67 12 . 89 ! . 02 . 00 . 02 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! .21 ! 20 . 66 12. 89 ! . 02 . 00 . 02 ! 3 !FM! 1. 04 ! . 00 ! 20 . 66 12. 89 ! . 00 . 05 . 05 !-3048 RS! . 00 ! -.21 ! 20 . 66 12. 89 ! . 02 . 00 . 02 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! .21 ! 20. 66 12 . 89 ! . 02 .00 . 02 ! - FM! 1. 04 ! . 00 ! 20. 66 12 . 89 ! . 00 . 05 . 05 !-3048 RS ! . 00 ! -.21 ! 20. 66 12 . 89 ! . 02 . 00 . 02 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! . 10 ! 11. 97 3. 82 ! . 03 . 00 . 03 ! 5! FM! .23 ! . 00 ! 11. 97 3. 82 ! . 00 . 02 . 02 !-9999 RS ! -.02 ! -. 10 ! 11 . 98 3. 82 ! . 04 . 00 . 04 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -. 02 ! -. 03 ! 11. 98 3. 82 ! . 01 . 00 . 01 ! 6 !FM! . 00 ! .00 ! . 00 . 00 ! . 00 .00 . 00 !-6200 RS ! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 51DE�' ALL AND E1vDwALL CIRTS Design Thk. : 16 ga= 0. 059, 15 ga= 0.065, 14 ga= 0 . 070, 13 ga= 0. 085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** GIRT DESIGN *** 31 *** FRONT SIDEWALL *** JOB NUMBER : 223876 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) : 3@20. , 10 . INSET LEFT (FEET) 1.2500 INSET RIGHT (FEET) .3342 ROOF SLOPE 1. 00/12 MAX. TRIBUTARY SPACING (FT. ) 6. 1700 GIRT DEPTH (INCH) 8 .00 GIRT CONDITION :BY-FRAME OUTSIDE FLANGE BRACED AT 1. 00 FEET *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q) : -16. 05 PSF WIND LOAD PRESSURE COEFF. : . 90 WIND LOAD SUCTION COEFF. . 99 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1 . 03 MAX. SHEAR OR BENDING UNITY CHECK : 1. 03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) --- ------- -------- -------- ------- -------- ------- 1 18 . 7500 6. 1700 . 9010 -. 9910 . 0892 -. 0982 2 20. 0000 6. 1700 . 9010 -. 9910 . 0892 -.0982 3 20. 0000 6.1700 . 9010 -. 9910 . 0892 -.0982 4 9. 6658 6. 1700 . 9010 -. 9910 . 0892 -.0982 *** LOADING COMBINATION *** 1. WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT ---- -------- ------ ------- ------ 1 18 . 7500 . 0000 8Z16 .3125 2 20. 0000 .3125 8Z16 .3125 3 20. 0000 .3125 8Z16 . 3125 4 9. 6658 . 3125 8Z16 . 0000 *** FLANGE BRACE INFORMATION *** 32 SPAN NOLENGTH OUTSIDE INSIDE -PAN NO (FT. ) BRACES BRACES 1 18 .750 20@1. 0000 1@20. 0000 2 20. 000 20@1.0000 1@20. 0000 3 20. 000 20@1.0000 1@20 . 0000 4 9. 666 10@1.0000 1@10.0000 *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NAME: 223876 PAGE 2 33 LOADING COMBINATION -- WLP ------------------------------------------------------------------------------ , r!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! . 71 ! 6. 63 3. 05 ! .23 .00 . 05! !LL! .22 ! . 68 ! 6. 63 3. 05 ! .22 . 03 . 05 ! 1 !FM! 2.79 ! . 00 ! 6. 63 3. 05 ! . 00 . 42 . 42 ! 332 !RL! -2. 15 ! -. 94 ! 6. 63 3. 05 ! . 31 . 32 .20 ! !RS! -2. 45! -. 97 ! 13.25 6. 09 ! .21 . 18 . 08 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! -2. 45! . 89 ! 13.25 6. 09 ! .20 . 18 . 07 ! !LL! -2 .17.! . 86! 6. 63 3. 05 ! .28 .33 . 19! 2 !FM! 2 . 02 ! . 00 !. 6. 63 3. 05 ! . 00 . 30 . 30 ! 499 !RL! -2. 17 ! -.86! 6. 63 3. 05 ! .28 . 33 . 19 ! !RS ! -2 . 45 ! -. 89! 13.25 6. 09 ! .20 . 18 . 07 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -2.45! . 89 ! 13.25 6. 09 ! .20 . 18 . 07 ! !LL! -2. 17 ! . 86! 6. 63 3. 05 ! .28 .33 . 19! 3 !FM! 2 . 02 ! . 00 ! 6. 63 3. 05 ! . 00 .30 . 30 ! 499 'RL! -2. 17 ! -. 86! 6. 63 3. 05 ! .28 .33 . 19! RS ! -2.45! -. 89 ! 12 . 86 6. 09 ! .20 . 19 . 07 ! - ----------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- --------------------------------------------------- --------------------------- !LS !' -2 . 45 ! . 68 ! 12 .86 6. 09 ! . 15 . 19 . 06! !LL! -2 .24 ! . 66! 6. 43 3. 05 ! .22 .35 . 17 ! 4 !FM! . 18 ! . 00 ! 6. 63 3. 05 ! . 00 . 03 . 03 ! 9999 !RL! . 05 ! -. 15 ! 6. 63 3. 05 ! . 05 . 01 . 00 ! !RS ! . 00 ! -. 18 ! 6. 63 3. 05 ! . 06 . 00 . 00 ! *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NAME: 223876 PAGE 3 34 LOADING COMBINATION -- WLS ---------------------------------------------------------------------------- '-LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! -.79! 6. 63 3. 05 ! .26 . 00 . 07 ! !LL! -.24 ! -.76! 1 . 03 3. 05 ! .25 .24 . 12 ! 1 !FM! -3. 18 ! . 00 ! 3.31 3. 05 ! . 00 .96 . 00 ! 286 !RL! 2 .12 ! 1 . 02 ! 6. 63 3. 05 ! .33 .32 .21 ! !RS ! 2 . 45! 1.05! 13.25 6. 09 ! .23 . 18 . 09 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2.45 ! -.98 ! 13.25 6. 09 ! .21 . 18 . . 08 ! !LL! 2 .14 ! -. 95! 6. 63 3. 05 ! .31 .32 .20 ! 2 ! FM! -2 .46! . 00 ! 3. 31 3. 05 ! .00 . 74 . 00 ! 386 !RL! 2. 14 ! .95! 6. 63 3..05 ! .31 .32 .20 ! !RS ! 2.45! . 98 ! 13.25 6. 09 ! .21 . 18 . 08 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2. 45 ! -. 98 ! 13.25 6. 09 ! .21 . 18 . 08 ! !LL! 2.14 ! -. 95! 6. 63 3. 05 ! . 31 . 32 .20 ! 3 ! FM! -2 . 46! . 00 ! 3.31 3. 05 ! . 00 .74 . 00 ! 386 IRL! 2. 14 ! . 95! 6. 63 3. 05 ! . 31 .32 .20 ! RS ! 2 . 45! . 98 ! 13.25 6. 09 ! .21 . 18 . 08 ! _-_---------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2.45 ! -.73! 13.25 6. 09 ! . 16 . 18 . 06! !LL! 2 .22 ! -.70 ! 6. 63 3. 05 ! .23 . 34 .16! 4 !FM! -.25! .00 ! 6. 01 3. 05 ! . 00 . 04 . 00 ! 9999 !RL! -.06! .19! 6.33 3. 05 ! . 06 . 01 . 00 ! !RS ! . 00 ! .22 ! 6. 63 3. 05 ! . 07 . 00 . 01 ! *** FRONT SIDEWALL RESULTS *** JOB NUMBER: 223876 *** GIRTS *** 35 SPAN BAY GIRT LAP LEFT FULL BAY/ RIGHT LAP NO. SPACING ELEVATION LEFT OF OPENING BTWN OPNG OF OPENING RIGHT --- ------- --------- ------ ---------- ----------- ---------- ------ 1 20.0000 7 .3400 .0000 8Z16 8Z16 . 3125 12. 3400 . 0000 8Z16 8Z16 . 3125 ------------------------------------------------------------------------------ 2 20. 0000 7 .3400 .3125 8Z16 8Z16 . 3125 12.3400 .3125 8Z16 8Z16 . 3125 ------------------------------------------------------------------------------ 3 20. 0000 7. 3400 .3125 8Z16 8Z16 . 3125 12.3400 .3125 8Z16 8Z16 . 3125 ---------------------------------------------7-------------------------------- 4 10. 0000 7.3400 .3125 8Z16 . 0000 12. 3400 .3125 8Z16 . 0000 ------------------------------------------------------------------------------ GIRTS ARE DESIGNED WITH BY-FRAME CONDITION. *** FRAMED OPENING FRAMING *** SPAN DIST TO OPNG. JAMB HEADER HEADER GIRT HEADER NO. JAMB WIDTH SECTION SECTION ELEV. ELEVATION (FT) (FT) (TABLE 2) (TABLE 3) (FT) (FT) ---- ------- ------- --------- --------- ------- --------- 1 3. 000 14. 000 8X3.5C16 8X2.5C16 14 . 000 16.000 2 3. 000 14. 000 8X3.5C16 8X2. 5C16 14 . 000 16.000 3 4 . 000 12. 000 8X3.5C16 8X2. 5C16 14 . 000 16. 000 Design Thk. : 16 ga= 0. 059; 15 ga= 0 . 065, 14 ga= 0. 070, 13 ga= 0. 085, 12 ga= 0. 10 MIDWEST METALLIC PAGE 1 *** GIRT DESIGN *** 36 *** RIGHT ENDWALL *** JOB NUMBER : 223876 F** GEOMETRIC DATA *** BAY SPACING (FEET) : 4@20. 000 INSET LEFT (FEET) 1. 0000 INSET RIGHT (FEET) 1. 0000 ROOF SLOPE . 00/12 MAX. TRIBUTARY SPACING (FT. ) 6. 1700 GIRT DEPTH (INCH) 8 .00 GIRT CONDITION :FLUSH OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q) : -16. 05 PSF WIND LOAD PRESSURE COEFF. : . 90 WIND LOAD SUCTION COEFF. . 99 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) ---- ------- -------- -------- ------- -------- ------- 1 19. 0000 6. 1700 . 9010 -. 9910 . 0892 -.0982 2 20. 0000 6. 1700 . 9010 -. 9910 .0892 -.0982 3 20. 0000 6. 1700 . 9010 -. 9910 .0892 -. 0982 4 19.0000 6. 1700 . 9010 -.9910 . 0892 -. 0982 *** LOADING COMBINATION *** 1. WLP 2 . WLS GIRTS ARE CONNECTED USING LONG CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT ---- -------- ------ ------- ------ 1 19. 0000 .0000 8Z16 . 0000 2 20 . 0000 .0000 8Z16 . 0000 3 20. 0000 . 0000 8Z16 . 0000 4 19. 0000 . 0000 8Z16 . 0000 *** FLANGE BRACE INFORMATION *** 37 SPAN NOLENGTH OUTSIDE INSIDE -PAN NO (FT. ) BRACES BRACES 1 19. 000 20@1. 0000 1@20. 0000 2 20 . 000 20@1 . 0000 1@20. 0000 3 20. 000 20@1. 0000 1@20 . 0000 4 19. 000 20@1. 0000 1@20. 0000 *** GIRT DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 2 38 LOADING COMBINATION -- WLP ----------------------------------------------------------------------------- z)"r!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! . 00 ! . 67 ! 6. 63 3. 05 ! .22 .00 . 05 ! !LL! .00 ! .00 ! . 00 . 00 ! . 00 . 00 .00 ! 1 ! FM! 2 .48 ! . 00 ! 6. 63 3. 05 ! . 00 .37 .37 ! 399 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! -2. 45! -. 94 ! 6. 63 3. 05 ! .31 .37 .23 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -2.45 ! . 84 ! 6. 63 3. 05 ! .28 .37 .21 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 2 ! FM! 1.49 ! . 00 ! 6. 63 3. 05 ! . 00 .23 .23 ! 808 !RL! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! !RS ! -2. 45 ! -.84 ! 6. 63 3. 05 ! .28 .37 .21 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- -----=------------------------------------------------------------------------- !LS ! -2. 45 ! . 84 ! 6. 63 3. 05 ! .28 .37 .21 ! !LL! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 . 00 ! 3 !FM! 1. 49! .00 ! 6. 63 3. 05 ! . 00 .23 .23 ! 808 'RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! RS ! -2. 45! -. 84 ! 6. 63 3. 05 ! .28 .37 .21 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! -2.45! . 94 ! 6. 63 3. 05 ! .31 .37 .23 ! !LL! . 00 ! .00 ! . 00 . 00 ! . 00 .00 . 00 ! 4 !FM! 2. 48 ! . 00 ! 6. 63 3. 05 ! . 00 .37 .37 ! 398 !RL! . 00 ! . 00 ! .00 . 00 ! . 00 . 00 .00 ! !RS ! . 00 ! -. 67 ! 6. 63 3. 05 ! .22 . 00 . 05 ! *** GIRT DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 3 $9 LOADING COMBINATION -- WLS •---------------------------------------------------------------------------- �r:LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS! . 00 ! -. 75 ! 6. 63 3. 05 ! .24 . 00 . 06! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 1 !FM! -2. 83 ! . 00 ! 3.31 3. 05 ! . 00 . 85 . 00 ! 341 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! 2 . 45! 1. 02 ! 6. 63 3. 05 ! .33 .37 .25! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2 . 45! -. 92 ! 6. 63 3. 05 ! . 30 .37 .23 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 .00 . 00 ! 2 !FM! -1. 89! . 00 ! 3.31 3. 05 ! . 00 . 57 . 00 ! 580 !RL! .00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS! 2. 45! . 92 ! 6. 63 3. 05 ! .30 .37 .23 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2 .45! -. 92 ! 6. 63 3. 05 ! .30 .37 .23 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 3 ! FM! -1. 89! . 00 ! 3.31 3. 05 ! . 00 .57 . 00 ! 580 'RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! RS! 2 .45! . 92 ! 6. 63 3. 05 ! . 30 .37 .23 ! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! # ! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- ------------------------------------------------------------------------------- !LS ! 2. 45 ! -1. 02 ! 6. 63 3. 05 ! . 33 .37 .25 ! !LL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! 4 ! FM! -2. 83 ! . 00 ! 3. 31 3. 05 ! . 00 . 86 . 00 ! 341 !RL! . 00 ! . 00 ! . 00 . 00 ! . 00 . 00 . 00 ! !RS ! . 00 ! . 75! 6. 63 3. 05 ! .24 . 00 . 06! Ems, �gTE� AND COLA3NIISS Design Thk. : 16 ga= 0. 059, 15 ga= 0. 065, 14 ga= 0. 070, 13 ga= 0. 085; 12 ga= 0. 10 MIDWEST METALLIC PAGE 1 *** ENDWALL DESIGN *** 41 *** RIGHT ENDWALL *** *** ENDWALL RAFTER *** JOB NUMBER : 223876 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** ENDWALL COLUMN SPACING: 4@20. 000 ENDWALL COLUMN SPACING: ENDBAY (FEET) : 10 . 0000 PURLIN EXTN. (FEET) 1 . 0000 FRONT SIDE CANOPY (FT) : 4 . 0000 BACK SIDE CANOPY (FT) 4 . 0000 FRONT SIDE ROOF SLOPE 1. 00/12 BACK SIDE ROOF SLOPE 1 . 00/12 PURLIN SPACING (FEET) 3.261 *** DESIGN CRITERIA *** DEAD LOAD (PSF) 31.500 LIVE LOAD (PSF) 99. 000 WIND VELOCITY PRESS (q) : 16. 050 PSF BUILDING CONDITION (E, P,O) : E SPCL. GCp @ ENDBAY/2 . -1. 000 SPCL. GCp @ OVERHANG -1 .280 SHEAR OR BENDING LIMIT: 1. 035 RAFTER DEFLECTION LIMIT L/150. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+0. 5LL+WL 4. DL+LL+0. 5WL *** LOADING *** ANALYSIS GCp PURLIN GCpX DL+WL DL+LL SPAN LENGTH ENDBAY/2 COEF. EXTN. COEF. (KLF) (KLF) ------ -------- -------- ------- ------ ------- ------- ------- OH 5. 0173 5. 0000 -1. 0000 1. 0000 -1.2800 . 0876 .7803 1 19. 0659 5. 0000 -1.0000 1. 0000 -1.2800 . 0876 .7803 2 20. 0693 5. 0000 -1. 0000 1. 0000 -1.2800 .0876 .7803 3 20. 0693 5.0000 -1. 0000 1. 0000 -1 .2800 . 0876 . 7803 4 19. 0659 5. 0000 -1. 0000 1. 0000 -1.2800 . 0876 .7803 OH 5.0173 5. 0000 -1. 0000 1. 0000 -1.2800 .0876 . 7803 *** DESIGN RESULTS *** MEM SIZE LENGTH --- ------- -------- 1 W12X14 25. 1179 2 W12X14 14 . 0173 3 W12X14 14 .0173 4 W12X14 25. 1179 *** RAFTER DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 2 42 LOADING COMBINATION -- DL+LL --------------------------------------------------------------------------- mhm!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT ! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 ! ** ! -9. 82 ! 6.45 ! 25.20 ! . 00 ! . 16! .31 ! ! 1 ! FM! 16. 86! . 00 ! 25.20 ! . 00 ! . 00 ! .54 ! 708 ! 1 !RS !-28 . 62 ! -8 . 42 ! 25.20 ! . 00 ! .21 ! . 91 ! ! 2 !LS !-28 . 62 ! 8. 01 ! 25.20 ! . 00 ! .20 ! . 91.! ! 2 ! ** ! -5. 57 ! 3.29 ! 25.20 ! . 00 ! . 08 ! . 18 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT ! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 2 ! 2 ! ** ! 5. 57 ! 3.29! 25.20 ! . 00 ! . 08 ! .18 ! ! 2 !FM! 12 . 51 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 40 ! 1151 ! 2 ! ** ! 24 . 97 ! -7 . 65 ! 25.20 ! . 00 ! . 19! . 80 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------'------------------------ 3 ! 3 ! ** 1-24 . 97 ! 7 . 65 ! 25.20 ! . 00 ! .19! . 80 ! ! 3 ! FM! 12. 51 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 40 ! 1151 ! 3 ! ** ! -5. 57 ! -3.29! 25.20 ! . 00 ! . 08 ! .18 ! -----------------------------------------------------------7------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- --------------------------------------------------------------------------- 4 ! 3 !** ! 5.57 ! -3.29! 25.20 ! . 00 ! . 08 ! . 18 ! ! 3 !RS !-28 . 62 ! -8 . 01 ! 25.20 ! . 00 ! .20 ! .91 ! ! 4 !LS !-28 . 62 ! 8 . 42 ! 25.20 ! . 00 ! .21 ! .91 ! ! 4 !FM! 16. 86! . 00 ! 25.20 ! . 00 ! . 00 ! .54 ! 708 ! 4 ! ** ! 9. 82 ! -6.45! 25.20 ! . 00 ! . 16! .31 ! *** RAFTER DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 3 43 LOADING COMBINATION -- DL+WL ---------------------------------------------------------------------------- r,lm- lSPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 ! ** ! -1. 10 ! .72 ! 25.20 ! . 00 ! . 02 ! . 04 ! ! 1 ! FM! 1. 89 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 06! 6556 ! 1 !RS ! -3.21 ! -. 95 ! 25.20 ! . 00 ! . 02 ! . 10 ! ! 2 !LS ! -3.21 ! . 90 ! 25.20 ! . 00 ! . 02 ! . 10 ! 2 ! ** ! -. 63! .37 ! 25.20 ! . 00 ! . 01 ! . 02 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT ! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 2 ! 2 ! ** ! . 63 ! .37 ! 25.20 ! . 00 ! . 01 ! . 02 ! ! 2 ! FM! 1. 41 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 04 ! 9999 ! 2 ! ** ! 2. 80 ! -. 86! 25.20 ! . 00 ! . 02 ! . 09 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 3 ! 3 ! ** ! -2. 80 ! . 86 ! 25.20 ! . 00 ! . 02 ! . 09 ! ! 3 ! FM! 1. 41 ! .00 ! 25.20 ! . 00 ! . 00 ! . 04 ! 9999 ! 3 ! ** ! -. 63 ! -.37 ! 25.20 ! . 00 ! . 01 ! . 02 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! - SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL IL ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------- ------------------------------------- 3! 3 ! ** ! . 63 ! -. 37 ! 25.20 ! . 00 ! . 01 ! . 02 ! ! 3 !RS! -3.21 ! -. 90 ! 25.20 ! . 00 ! . 02 ! . 10 ! ! 4 !LS ! -3.21 ! . 95 ! 25.20 ! . 00 ! . 02 ! .10 ! ! 4 ! FM! 1. 90 ! . 00 ! 25.20 ! . 00 ! . 00 ! .06! 6556 4 ! ** ! 1. 10 ! -.72 ! 25.20 ! . 00 ! . 02 ! . 04 ! *** RAFTER DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 4 44 LOADING COMBINATION -- DL+0.5LL+WL •--------------------------------------------------------------------------- v'jr'vIISPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 ! ** ! -4 . 83 ! 3. 17 ! 25.20 ! . 00 ! . 08 ! . 15 ! ! 1 !FM! 1 . 90 ! . 00 ! 25.20 ! . 00 ! . 00 ! .06! 1417 ! 1 !RS !-14 .07 ! -4 . 14 ! 25.20 ! . 00 ! . 10 ! . 45! ! 2 !LS !-14 . 07 ! 3. 94 ! 25.20 ! . 00 ! . 10 ! . 45! ! 2 ! ** ! -2.74 ! 1. 62 ! 25.20 ! . 00 ! . 04 ! . 09 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 2 ! 2 ! ** ! 2 . 74 ! 1. 62 ! 25.20 ! . 00 ! . 04 ! . 09 ! ! 2 !FM! 1. 90 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 06! 2392 ! 2 ! ** ! 12 .27 ! -3.76! 25.20 ! . 00 ! . 09! . 39! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 3 ! 3 !** 1-12 .27 ! 3.76! 25.20 ! . 00 ! .09! . 39 ! 3 !FM! 1 . 90 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 06! 2392 ! 3 ! ** ! -2 . 74 ! -1. 62 ! 25.20 ! . 00 ! . 04 ! .09 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL " ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- --------------------------------------------------------------------------- 4 ! 3 ! ** ! 2.74 ! -1. 62 ! 25.20 ! . 00 ! . 04 ! .09! ! 3 !RS !-14 . 07 ! -3. 94 ! 25.20 ! . 00 ! . 10 ! . 45! 4 !LS !-14 . 07 ! 4. 14 ! 25.20 ! . 00 ! . 10 ! .45 ! ! 4 ! FM! 1 . 90 ! . 00 ! 25.20 ! . 00 ! . 00 ! . 06! 1417 ! 4 ! ** ! 4 .83 ! -3. 17 ! 25.20 ! . 00 ! . 08 ! . 15 ! *** RAFTER DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 5 45 LOADING COMBINATION -- DL+LL+0. 5WL ------------------------------------ --------------------------------------- �,��vl!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 ! ** ! -9. 19! 6.04 ! 25.20 ! . 00 ! . 15 ! .29 ! ! 1 ! FM! 1 . 90 ! .00 ! 25.20 ! . 00 ! . 00 ! . 06! 708 ! 1 !RS!-26.78 ! -7.88 ! 25.20 ! . 00 ! .20 ! . 86! 2 !LS !-26.78 ! 7.49 ! 25.20 ! . 00 ! . 19 ! .86! ! 2 ! ** ! -5.21 ! 3.08 ! 25.20 ! . 00 ! . 08 ! . 17 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 2 ! 2 ! ** ! 5.21 ! 3. 08 ! 25.20 ! . 00 ! . 08 ! .17 ! ! 2 ! FM! 1. 90 ! .00 ! 25.20 ! . 00 ! . 00 ! .06! 1240 ! 2 ! ** ! 23.36! -7 . 15 ! 25.20 ! . 00 ! . 18 ! .75 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 3 ! 3 ! ** 1-23.36 ! 7 .15 ! 25.20 ! . 00 ! . 18 ! .75 ! ! 3 . !FM! 1 . 90 ! .00 ! 25.20 ! . 00 ! . 00 ! .06! 1240 ! 3 ! ** ! -5.21 ! -3.08 ! 25.20 ! . 00 ! . 08 ! . 17 ! ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- --------------------------------------------------------------------------- ! 3 ! ** ! 5.21 ! -3.08 ! 25.20 ! . 00 ! .08 ! . 17 ! ' ! 3 !RS!-26.78 ! -7.49 ! 25.20 ! . 00 ! . 19! .86! ! 4 !LS!-26.78 ! 7 .88 ! 25.20 ! . 00 ! .20 ! .86! ! 4 ! FM! 1. 90 ! .00 ! 25.20 ! . 00 ! . 00 ! .06! 708 ! 4 ! ** ! 9. 19! -6.04 ! 25.20 ! . 00 ! . 15 ! .29! Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC *** COLUMN DESIGN *** *** RIGHT ENDWALL *** 4 6 JOB NUMBER : 223876 ( 'ANALYSIS ONLY ) * GEOMETRIC DATA *** V SPACING (FEET) 4@20.000 BAY SPACING (FEET) FS EAVE HEIGHT (FEET) 16.00 BS EAVE HEIGHT (FEET) 16.00 FS TO RIDGE (FEET) 40.000 FS ROOF SLOPE 12 1.00 END FRAME (BF,MF) : BF GIRT CONDITION FLUSH PURLIN DEPTH (INCHES) 10.00 RAFTER DEPTH (INCHES) 12.000 ENDWALL BRACING TYPE D # BAYS : 0 LOCATION *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q): 16.05 PSF BUILDING COND. (E,P,O): E COLUMN DEFLECTION LIMIT L/ 90. SPCL.EW COL.PRES.COEF.: .841 SPCL.EW COL.SUCTION COEF. -.931 SHEAR + BENDING LIMIT : 1.03 SHEAR OR BENDING LIMIT 1.03 *** LOADING COMBINATIONS *** l.DL+LL 2.DL+WLP 3.DL+WLS 4.DL+0.5LL+WLP 5.DL+0.5LL+WLS 6.DL+LL+0.5WLP 7.DL+LL+0.5WLS *** DESIGN RESULTS AND WIND LOADING *** COL SECTION ANAL. TRIB. MIDSPAN PRESSURE SUCTION PRESSURE SUCTION # SIZE LENGTH SPACING HEIGHT COEF. COEF. (KLF) (KLF) --- -------- ------ ------- ------- -------- ------- -------- ------- 1 W8X10 14.221 10.000 16.417 .841 -.931 .135 -.149 2 W8X10 15.B06 20.000 17.667 B41 -.931 .270 -.299 3 WBX10 17.473 20.000 19.333 .841 -.931 .270 -.299 4 W8X10 15.806 20.000 17.667 .841 -.931 .270 -.299 W8X10 14.221 10.000 16.417 .841 -.931 .135 -.149 *** COLUMN DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 2*** COLUMN NUMBER : 1 SIZE : WSX10 *** OR (FEET) = 7.340 47 I 1 AXIAL BENDING 1<----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK---->1 COMB I MAX LOADI I FORCE MOMENT I fa fbo fbi fbw I Fa Fbo Fbi Fbw I OUTER INNER I UNITY I DEF COMBILOC I kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi (AXIAL FLGE. FLGE. I CHECK I L/ -I----1------- --------1------ I------- ------ ------ I----- ----- ------I-------I---- ----- ----- ----- I FM 1 10.37 .07 I 3.50 .11 -.11 .001 16.23 21.90 25.20 .001 .22 .01 .00 1 •22 1 0 1 OR 1 10.31 .04 I 3.50 .06 -.06 .001 13.12 18.87 25.20 .001 .27 .00 .00 1 •27 1 2 1 FM 1 1.16 -3.77 I .39 -5.79 5.79 .001 21.64 33.60 29.20 .001 .02 -.17 .20 1 .22 1 **** 2 1 OR 1 1.16 -3.77 I .39 -5.79 5.79 .001 17.50 33.60 25.17 .001 .02 -.17 .23 1 .25 1 3 1 FM 1 1.16 3.42 I .39 5.26 -5.26 .001 21.64 29.20 33.60 .001 .02 .18 -.16 1 .20 11248 3 I OR 1 1.16 3.42 1 .39 5.26 -5.26 .001 17.50 25.17 33.60 .001 .02 .21 -.16 1 .23 I 4 I FM I 5.10 -3.75 I 1.72 -5.77 5.77 .001 21.64 33.60 29.20 .001 .08 -.17 .20 1 .28 1 **** 4 I OR I 5.10 -3.75 I 1.72 -5.77 5.77 .001 17.50 33.60 25.17 .001 .10 -.17 .23 1 .33 1 5 1 FM I 5.10 3.45 1 1.72 5.30 -5.30 .001 21.64 29.2D 33.60 .001 .08 .18 -.16 1 .26 1 1248 5 I OR I 5.10 3.45 1 1.72 5.30 -5.30 .001 17.50 25.17 33.60 .001 .10 .21 -.16 1 .31 I 6 I FM I 9.70 -3.74 1 3.28 -5.74 5.74 .001 21.64 33.60 29.20 .001 .15 -.17 .20 1 .21 I **** 6 I OR I 9.10 -3.74 1 3.28 -5.74 5.74 .001 17.50 33.60 25.17 .001 .19 -.17 .23 1 .25 1 7 1 FM 1 9.70 3.48 1 3.28 5.35 -5.35 .001 21.64 29.20 33.60 .001 .15 .18 -.16 1 .21 1 1248 7 I OR I 9.70 3.48 1 3.28 5.35 -5.35 .001 17.50 25.17 33.60 .001 .19 .21 -.16 1 •24 1 *** COLUMN NUMBER : 2 SIZE : WBX1D *** OR (FEET) = 7.340 I 1 AXIAL BENDING I<----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK---->1 COMB I MAX LOADI I FORCE MOMENT I fa fbo fbi fbw I Fa Fbo Fbi Fbw I OUTER INNER I UNITY I DEF COMBILOC I kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi (AXIAL FLGE. FLGE. 1 CHECK I L/ ----I----I------- -------- ------ ----- ----- ------I------- ------ ------ - I----- ----- ------ ------- 1 I FM 1 16.44 .12 I 5.55 .18 -.18 .001 16.23 21.90 25.20 .001 .34 .01 -.01 I .34 1 0 1 1 OR 1 16.44 .05 1 5.55 .08 -.08 .001 13.12 24.41 25.20 .001 .42 .00 .00 1 .42 1 2 I FM 1 1.85 -9.32 1 .62 -14.32 14.32 .001 21.64 33.60 29.20 .001 .03 -.43 .49 1 .52 1 -410 2 I OR 1 1.85 -9.28 I .62 -14.26 14.26 .001 17.50 33.60 32.54 .001 .04 -.42 .44 1 .47 1 3 I FM 1 1.85 8.44 I .62 12.97 -12.97 .001 21.64 29.20 33.60 .001 .03 .44 -.39 1 .47 1 454 3 I OR I 1.85 8.39 I .62 12.90 -12.90 .001 17.50 32.54 33.60 .001 .04 .40 -.38 1 •43 1 4 I FM I 8.08 -9.28 I 2.73 -14.25 14.25 .001 21.64 33.60 29.20 .001 .13 -.42 .49 I .61 1 -410 4 1 OR 1 8.08 -9.26 I 2.73 -14.23 14.23 .001 17.50 33.6D 32.54 .001 .16 -.42 .44 I .30 1 5 I FM I 8.08 8.49 I 2.73 13.04 -13.04 .001 21.64 29.20 33.60 .001 .13 .45 -.39 1 .57 1 454 5 I OR 1 8.03 8.41 I 2.73 12.93 -12.93 .001 17.50 32.54 33.60 .001 .16 .40 -.38 1 .29 1 6 I FM I 15.37 -9.23 1 5.19 -14.19 14.19 .001 21.64 33.60 29.20 .001 .24 -.42 .49 1 .30 1 -410 6 I OR I 15.37 -9.23 1 5.19 -14.19 14.19 .001 17.50 33.60 32.54 .001 .30 -.42 .44 1 .36 1 7 I FM I 15.37 8.54 1 5.19 13.12 -13.12 .001 21.64 29.20 33.60 .001 .24 .45 -.39 1 .30 1 454 7 1 OR I 15.37 8.44 1 5.19 12.97 -12.97 .001 17.50 32.54 33.60 .001 .30 .40 -.39 1 .36 1 *** COLUMN NUMBER : 3 SIZE : W8X10 *** OR (FEET) = 7.340 I 1 AXIAL BENDING I<----COMPUTED STRESSES----->I<-----ALLOWABLE STRESSES----->I<---UNITY CHECK---->1 COMB I MAX DI 1 FORCE MOMENT I fa fbo fbi fbw I Fa Fbo Fbi Fbw I OUTER INNER I UNITY I DEF COMBILOC I kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi DIAL FLGE. FLGE. I CHECK I L/ ----I----I------- --------I------ ----- ----- ------I------- ------ - -----I----- ----- ------I-------I---- 1 I FM 1 15.30 .11 I 5.17 .17 -.17 .001 16.23 21.90 25.20 .001 .32 .01 -.01 i .32 1 0 1 I OR 1 15.30 .05 1 5.17 .07 -.07 .001 13.12 24.41 25.20 .001 .39 .00 .00 1 •39 1 2 1 FM 1.72 -11.39 I .58 -17.50 17.50 .001 21.64 33.60 29.20 .001 .03 -.52 .60 1 .63 1 -303 2 1 OR I 1.72 -11.11 I .58 -17.07 17.07 .001 17.50 33.60 32.54 .001 .03 -.51 .52 1 .56 1 3 1 FM I 1.72 10.31 I .58 15.85 -15.85 .001 21.64 29.20 33.60 .001 .03 .54 -.47 1 .57 1 336 3 1 OR I 1.72 10.04 I .56 15.43 -15.43 .001 17.50 32.54 33.60 .001 .03 .47 -.46 1 .51 1 4 I FM I 7.52 -11.35 1 2.54 -17.44 17.44 .001 21.64 33.60 29.20 _001 .12 -.52 .60 1 .71 1 -303 4 1 OR 1 7.52 -11.09 1 2.54 -17.04 17.04 .001 17.5D 33.60 32.54 .001 .15 -.51 .52 I •67 1 5 I FM 1 7.52 10.36 1 2.54 15.91 -15.91 .001 21.64 29.20 33.60 .001 .12 .54 -.47 1 .66 1 336 5 I OR 1 7.52 10.06 1 2.54 15.46 -15.46 .001 17.50 32.54 33.60 .001 .15 .48 -.46 1 •62 1 6 I EM 1 14.31 -11.30 1 4.83 -17.37 17.37 .001 21.64 33.60 29.20 .001 .22 -.52 .59 I .29 1 -303 6 1 OR 1 14.31 -11.07 I 4.83 -17.01 17.01 .001 17.50 33.60 32.54 .001 .28 -.51 .52 1 .34 1 7 1 FM 1 14.31 10.40 I 4.83 15.99 -15.99 .001 21.64 29.20 33.60 .001 .22 .55 -.48 1 .29 1 336 7 1 OR 1 14.31 10.08 1 4.83 15.49 -15.49 .001 17.50 32.54 33.60 .001 .28 .48 -.46 1 •34 1 *** COLUMN DESIGN *** *** RIGHT ENDWALL *** JOB NAME: 223876 PAGE 3 *** COLUMN NUMBER : 4 SIZE : W8X10 *** OH (FEET) = 7.340 48 I 1 AXIAL BENDING I<----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK---->1 COMB I MAX LOADI I FORCE MOMENT I fa fbo fbi £bw I Fa Fbo Fbi Fbw I OUTER INNER I UNITY I DEF COMBILOC I kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi (AXIAL FLGE. FLGE. I CHECK I L/ - -I----I------- ----- --I------ ----- ----- ------I------- ------ ------ -----I----- ----- ------I-------I---- I FM 1 16.44 .12 I 5.55 .18 -.18 .001 16.23 21.90 25.20 .001 .34 .01 -.01 I .34 1 0 I OH 1 16.44 .05 I 5.55 .08 -.08 .001 13.12 24.41 25.20 .001 .42 .00 .00 1 .42 I 2 1 FM 1 1.85 -9.32 I .62 -14.32 14.32 .001 21.64 33.60 29.20 .001 .03 -.43 .49 I .52 I -410 2 1 OH 1 1.85 -9.28 1 .62 -14.26 14.26 .001 17.50 33.60 32.54 .00j .04 -.42 .44 1 .47 1 3 1 FM 1 1.85 8.44 1 .62 12.97 -12.97 .001 21.64 29.20 33.60 .001 .03 .44 -.39 I .47 1 454 3 1 OH 1 1.85 8.39 1 .62 12.90 -12.90 .001 17.50 32.54 33.60 .001 .04 .40 -.38 1 .43 I 4 1 FM 1 8.08 -9.28 1 2.73 -14.25 14.25 .001 21.64 33.60 29.20 .001 .13 -.42 .49 I .61 I -410 4 1 OH I 8.08 -9.26 1 2.73 -14.23 14.23 .001 17.50 33.60 32.54 ODI .16 -.42 .44 1 .30 I 5 1 FM 1 8.08 8.49 1 2.73 13.04 -13.04 .001 21.64 29.20 33.60 .001 .13 .45 -.39 I .57 I 454 5 1 OH 1 8.08 8.41 1 2.73 12.93 -12.93 .001 17.50 32.54 33.60 .001 .16 .40 -.38 1 .29 1 6 1 FM 1 15.37 -9.23 1 5.19 -14.19 14.19 .001 21.64 33.60 29.20 .001 .24 -.42 .49 1 .30 1 -410 6 I OH 1 15.37 -9.23 1 5.19 -14.19 14.19 .001 17.50 33.60 32.54 .001 .30 -.42 .44 1 .36 1 7 I FM 1 15.37 8.54 1 5.19 13.12 -13.12 .001 21.64 29.20 33.60 .001 .24 .45 -.39 1 .30 1 454 7 I OH 1 15.37 8.44 1 5.19 12.97 -12.97 .001 17.50 32.54 33.60 .001 .30 .40 -.39 1 .36 1 *** COLUMN NUMBER 5 SIZE : W8X10 *** OH (FEET) = 7.340 I I AXIAL BENDING I<----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK---->1 COMB I MAX LOADI I FORCE MOMENT I £a fbo fbi fbw I Fa Fbo Fbi Fbw I OUTER INNER 1 UNITY I DEF COMBILOC I kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi (AXIAL FLGE. FLGE. 1 CHECK I L/ - ---I----I------- --------I------ ----- ----- ------I----_-- ------ ------ -----I----- ----- ------I-------I---- 1 I FM 1 10.37 .07 1 3.50 .11 -.11 .001 16.23 21.90 25.20 .001 .22 .01 .00 1 .22 I 0 1 1 OH 1 10.37 .04 I 3.50 .06 -.06 .001 13.12 18.87 25.20 .001 .27 .00 .00 1 .27 I 2 1 FM 1 1.16 -3.77 1 .39 -5.79 5.79 .001 21.64 33.60 29.20 .001 .02 -.17 .20 I .22 I **** 2 1 OH 1 1.16 -3.77 I .39 -5.79 5.79 .001 17.50 33.60 25.17 .001 .02 -.17 .23 I .25 I 3 1 FM 1 1.16 3.42 I .39 5.26 -5.26 .001 21.64 29.20 33.60 .001 .02 .18 -.16 i .20 1 1248 3 1 OH 1 1.16 3.42 I .39 5.26 -5.26 .001 17.50 25.17 33.60 .001 .02 .21 -.16 I .23 1 4 1 FM 1 5.10 -3.75 I 1.72 -5.77 5.77 .001 21.64 33.60 29.20 .001 .08 -.17 .20 1 .28 1 **** 4 1 OH 1 5.10 -3.75 I 1.72 -5.77 5.77 .001 17.50 33.60 25.17 .001 .10 -.17 .23 1 .33 1 5 1 FM 1 5.10 3.45 1 1.72 5.30 -5.30 .001 21.64 29.20 33.60 .001 .08 .18 -.16 I .26 11248 5 1 OH I 5.10 3.45 I 1.72 5.30 -5.30 .001 17.50 25.17 33.60 .001 .10 .21 -.16 1 .31 I 6 1 FM I 9.70 -3.74 1 3.28 -5.74 5.74 .001 21.64 33.60 29.20 .001 .15 -.17 .20 I .21 1 **** 6 1 OH I 9.70 -3.74 I 3.28 -5.74 5.74 .001 17.50 33.60 25.17 .001 .19 -.17 .23 I .25 1 7 I FM I 9.70 3.48 1 3.28 5.35 -5.35 .001 21.64 29.20 33.60 .001 .15 .18 -.16 I .21 11248 7 I OH 1 9.70 3.48 I 3.28 5.35 -5.35 .001 17.50 25.17 33.60 .001 .19 .21 -.16 I .24 I BRACING MIDWEST METALLIC PAGE 1 *** BRACING DESIGN *** JOB NUMBER : 223876 G 0 (FULL OPTIMIZATION) J *** GEOMETRIC DATA *** iPACING (FEET) 3@20.00,10.00 ,D TIER SPACES (FT) 4@20.00 P EAVE HEIGHT (FEET): 16.0000 BACK EAVE HEIGHT (FEET) : 16.0000 FRONT SIDE ROOF SLOPE : 1.0000/12 FRONT SIDE TO RIDGE 40.0000 *** BRACING DATA *** RF BRACING TYPE CABLE # BAYS 1 LOCATION 3 FS BRACING TYPE CABLE # BAYS 1 LOCATION 4 BS BRACING TYPE CABLE # BAYS 1 LOCATION 4 LE BRACING TYPE DIAPHRAGM # BAYS LOCATION RE BRACING TYPE DIAPHRAGM # BAYS LOCATION : *** DESIGN CRITERIA *** WIND VELOCITY PRESS (q) : 16.0530 PSF EDGE STRIP WIDTH (FEET) 20.000 INTERIOR COEFFICIENT,GCpR: 1.0000 EDGE STRIP COEFFICIENT,GCpX 1.0000 MAXIMUM UNITY CHECK RATIO: 1.0345 MAX. HORIZONTAL DEFLECTION .0000 *** LOADING COMBINATIONS *** 1. WIND LOAD *** BRACING DESIGN *** JOB NUMBER : 223876 *** ROOF BRACING *** PAGE 2 (FRONT TO BACK SIDE) *** BRACING RESULTS *** 5 1 ------------------------------------------------------------------------------- (TIER I TIER I 'C' B R A C I N G - S I Z E / T E N S I 0 N I ( SPACING I BAY #3 1 BAY #0 1 BAY #0 I BAY #0 1 BAY #0 I --------------------------------------------------------------------------- 1 20.0000 1 5/16" DIA I I (FS) 1 1 6.21 I ------------------------------------------------------------------------------- 1 2 1 20.0000 1 1/4" DIA I I 1 1 2.19 1 ------------------------------------------------------------------------------- I 3 I 20.0000 1 1/4" DIA I I 1 2.19 I ------------------------------------------------------------------------------- 1 4 1 20.0000 1 5/16" DIA I I (BS) 1 1 6.21 1 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I COL I P I S T R U T S - T Y P E / F O R C E 1 I # I FORCE I BAY #3 I BAY #0 I BAY #0 I BAY #0 1 BAY #0 I ------------------------------------------------------------------------------- I FS 1 1.3177 1 CL - 23 I IEAVE 1 1 5.71 I ------------------------------------------------------------------------------- 1 2 I 2.8360 1 CL - 1 I 1 I 1 4.39 I ------------------------------------------------------------------------------- 1 3 1 1.5518 1 CL - 1 I 1 1 - 1 1.55 I ------------------------------------------------------------------------------- 1 3 1 1.5518 I CL - 1 I I 1 I 1.55 I -------------------------------------------------------------- ---------------- 1 4 1 2.8360 1 CL - 1 I 1 I 1 4.39 I ------------------------------------------------------------------------------- I BS 1 1.3177 1 CL - 23 I IEAVE 1 1 5.71 I ------------------------------------------------------------------------------- *** BRACING DESIGN *** JOB NUMBER : 223876 *** WALL BRACING *** PAGE 3 Cry 2 *** FRONTSIDE *** 5 ------------------------------------------------------------------------------- I I TIER I 'C' B R A C I N G - S I Z E / T E N S I O N 1 IWALL I SPACING I BAY #4 1 BAY #0 1 BAY #0 I BAY #0 1 BAY #0 I ---------------------------------------------------------------------------- 1 8.7083 15/16" DIA I lER1 1 7.07 1 ----------------------------------------------------7-------------------------- I FS 1 7.2917 1 5/16" DIA I ILOWERI 1 7.15 1 ------------------------------------------------------------------------------- I STRUT TYPE I CL - 4 1 ------------------------------------------------------------------------------- *** BACKSIDE *** ------------------------------------------------------------------------------- I I TIER I 'C' B R A C I N G - S I Z E / T E N S I 0 N I IWALL I SPACING I BAY #4 1 BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 1 ------------------------------------------------------------------------------- 1 1 8.7083 1 5/16" DIA I IUPPERI 1 7.07 1 ------------------------------------------------------------------------------- I BS 1 7.2917 1 5/16" DIA I ILOWERI 1 7.15 1 ------------------------------------------------------------------------------- I STRUT TYPE I .CL - 4 1 ------------------------------------------------------------------------------- *** LEFT ENDWALL *** -------------------------------------- LEFT ENDWALL IS MAINFRAME NO DIAPHRAM ACTION CALCULATED *** RIGHT ENDWALL *** -------------------------------------- I D I A P H R A G M A C T I O N I -------------------------------------- I I EAVE I LIN. FT. I LIN. FT. I IWALLI FORCE I REQUIRED I AVAILABLE I -------------------------------------- I RE 1 .64 1 4.83 1 80.00 1 DIAPHRAGM ACTION IS ADEQUATE -------------------------------------- ES MAIN FRS Filename = C:\DsnLib\223876.nif +------------------------------------------+ I Synercom Design I 54 1 Rigid Frame Analysis and Design Software I I NCI Building Systems, L.P. +------------------------------------------+ Version - 1.0.8.6 Exe Path - C:\PROGRA-1\NCIMAI-1\NCIFRA-l.EXE Run Started At - 06/08/2005 09:47:35 RUN IDENTIFICATION Title - 223876 Engineer - EGD Project - JOB#223876/EGD - Reference Date - 06/08/05 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - ALL RUN OPTIONS Mode of Operation - Analysis Unity Check Range - 0.900 to 1.035 Maximum Segment Size - 2.000 FT Coef. of Linear Expansion - 0.0000065000/DEG.F Modulus of Elasticity, E - 29000000. PSI Flange Brace Removal - No Web Stiffeners Allowed - No Minimum No. of Anchor Bolts - 4 REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C:\PROGRA-1\NCIMAI-1\76711755.nif /O C:\PROGRA-1\NCIMAI-1\76711755.dso /U /D /P C:\PROGRA-1\NCIMAI-1\76711695.sav NCI Building Systems, L.P. Cycle 1 223876 06/08/2005 OVERALL FRAME INFORMATION 55 Total Building Width - 80.000 FT Distance to Ridge - 40.000 FT. No. of Interior Columns - . 0 )f Rafters - 2 in Projection - 10.250 IN FRONT ROOF Roof Slope - 1.000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 12 Purlin Locations and Bracing (Ridge Down)... 1- 1.00 2- 4.25 B 3- 7.50 4- 10.75 B 5- 14.00 6- 17.25 B 7- 20.50 8- 23.75 B 9- 27.00 B 10- 30.: 11- 33.50 B 12- 36.75 BACK ROOF Roof Slope - -1.000 on 12 Rafter No.s - 2 to 2 No. of Purlins - 12 Purlin Locations and Bracing (Ridge Down) ... 1- 1.00 2- 4.25 B 3- 7.50 4- 10.75 B 5- 14.00 6- 17.25 B 7- 20.50 8- 23.75 B 9- 27.00_B 10- 30.; 11- 33.50 B 12- 36.75 MODULE WIDTHS 80.000 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Proj Depth Depth Dist. Depth Settle Diff Displ Cond Kx 16.000 0.000 8.250 12.000 0.000 0.000 40.000 0.00 0.00 0.00 P 1.50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS 7.340 B 12.340 FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 8C 8B 8F WC W1 WC 8D 8B BG 55.00 46.00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Nu Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Se 40.00(7) 30.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 30.00(5) 0.00 1.00 .on OF Plates Web Plates IF Plates FyFlg FyWeb Length 8C 8B 8G WC W1 WC BE 8B BG 55.00 46.00 0.00 8D 8B 8G WB W1 WD 8B 8B 8G 55.00 46.00 20.00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 12 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Nu Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Se 30.00(5) 30.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 40.00(7) 0.00 1.00 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length NCI Building Systems, L.P. Cycle 1 223876 06/08/2005 1 8D BB BG WB W1 WD 8B BB BG 55.00 46.00 20.00 5 6 2 BC BB BG WC W1 WC BE 8B 8G 55.00 46.00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 12 EXTERIOR COLUMN ve Wall Girt Base Mid Mid Knee Base Temp Base Base ght Slope Proj Depth Depth Dist. Depth Settle Diff Displ Cond Kx 16.000 0.000 8.250 12.000 0.000 0.000 40.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS 7.340 B 12.340 BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 BC BB 8F WC W1 WC BD 8B 8G 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length Slntens EIntens 2 3 DL GLOB Y CONC 0.000 0.000 -0.20000 0.00000 2 3 DL GLOB Z MOMT 0.000 0.000 0.81458 0.00000 4 3 DL GLOB Y CONC 0.000 0.000 -0.20000 0.00000 4 3 DL GLOB Z MOMT 0.000 0.000 -0.8145E 0.00000 2 3 LL GLOB Y CONC 0.000 0.000 -2.40000 0.00000 2 3 LL GLOB Z MOMT 0.000 0.000 9.77500 0.00000 4 3 LL GLOB Y CONC 0.000 0.000 -2.40000 0.00000 4 3 LL GLOB Z MOMT 0.000 0.000 -9.77500 0.00000 2 3 CL GLOB Y CONC 0.000 0.000 -0.16000 0.00000 2 3 CL GLOB Z MOMT 0.000 0.000 0.65167 0.00000 4 3 CL GLOB Y CONC 0.000 0.000 -0.16000 0.00000 4 3 CL GLOB Z MOMT 0.000 0.000 -0.65167 0.00000 2 3 SL GLOB Y CONC 0.000 0.000 -4.31200 0.00000 2 3 SL GLOB Z MOMT 0.000 0.000 17.56242 0.00000 4 3 SL GLOB Y CONC 0.000 0.000 -4.31200 0.00000 4 3 SL GLOB Z MOMT 0.000 0.000 -17.56242 0.00000 2 3 UBL GLOB Y CONC 0.000 0.000 -1.29360 0.00000 2 3 UBL GLOB Z MOMT 0.000 0.000 5.26872 0.00000 4 3 UBL GLOB Y CONC 0.000 0.000 -10.12242 0.00000 4 3 UBL GLOB Z MOMT 0.000 0.000 -41.22777 0.00000 2 3 UBR GLOB Y CONC 0.000 0.000 -10.12242 0.00000 2 3 UBR GLOB Z MOMT 0.000 0.000 41.22777 0.00000 4 3 UBR GLOB Y CONC 0.000 0.000 -1.29360 0.00000 4 3 UBR GLOB Z MOMT 0.000 0.000 -5.26872 0.00000 3 WLL MEMB Y CONC 0.000 0.000 1.47578 0.00000 3 WLL GLOB Z MOMT 0.000 0.000 -6.03155 0.00000 3 WLL MEMB Y CONC 0.000 0.000 -0.36647 0.00000 4 3 WLL GLOB Z MOMT 0.000 0.000 1.49777 0.00000 2 3 WLR MEMB Y CONC 0.000 0.000 0.36647 0.00000 2 3 WLR GLOB Z MOMT 0.000 0.000 -1.49777 0.00000 4 3 WLR MEMB Y CONC 0.000 0.000 -1.47578 0.00000 NCI Building Systems, L.P. Cycle 1 223876 06/08/2005 4 3 WLR GLOB Z MOMT 0.000 0.000 6.03155 0.00000 5 7 2 3 WL2 MEMB Y CONC 0.000 0.000 1.47578 0.00000 2 3 WL2 GLOB Z MOMT 0.000 0.000 -6.03155 0.00000 4 3 WL2 MEMB Y CONC 0.000 0.000 -0.36647 0.00000 4 3 WL2 GLOB Z MOMT 0.000 0.000 1.49777 0.00000 3 WR2 MEMB Y CONC 0.000 0.000 0.36647 0.00000 3 WR2 GLOB Z MOMT 0.000 0.000 -1.49777 0.00000 3 WR2 MEMB Y CONC 0.000 0.000 -1.47578 0.00000 4 3 WR2 GLOB Z MOMT 0.000 0.000 6.03155 0.00000 FRAME LOADS Surface Group System Dir Type Distance Length SIntens EIntens FRO DL FRAME G UNIF 0.000 0.000 0.05000 0.05000 BRO DL FRAME G UNIF 0.000 0.000 0.05000 0.05000 FRO LL FRAME G UNIF 0.000 0.000 0.60000 0.60000 BRO LL FRAME G UNIF 0.000 0.000 0.60000 0.60000 FRO CL FRAME G UNIF 0.000 0.000 0.04000 0.04000 BRO CL FRAME G UNIF 0.000 0.000 0.04000 0.04000 FRO SL FRAME G UNIF 0.000 0.000 1.07800 1.07800 BRO SL FRAME G UNIF 0.000 0.000 1.07800 1.07800 FRO UBL FRAME G UNIF 0.000 0.000 0.32340 0.32340 BRO UBL FRAME G TRAP 0.000 0.000 1.29360 2.53061 FRO UBR FRAME G TRAP 0.000 0.000 2.53061 1.29360 BRO UBR FRAME G UNIF 0.000 0.000 0.32340 0.32340 FSW WLL FRAME N UNIF 0.000 0.000 0.05429 0.05429 FRO . WLL FRAME N UNIF 0.000 0.000 -0.21468 -0.21468 BRO WLL FRAME N UNIF 0.000 0.000 -0.13572 -0.13572 BSW WLL FRAME N UNIF 0.000 0.000 -0.11598 -0.11598 FSW WLR FRAME N UNIF 0.000 0.000 -0.11598 -0.11598 FRO WLR FRAME N UNIF 0.000 0.000 -0.13572 -0.13572 BRO WLR FRAME N UNIF 0.000 0.000 -0.21468 -0.21468 BSW WLR FRAME N UNIF 0.000 0.000 0.05429 0.05429 FSW WL2 FRAME N UNIF 0.000 0.000 0.14312 0.14312 FRO WL2 FRAME N UNIF 0.000 0.000 -0.12585 -0.12585 BRO WL2 FRAME N UNIF 0.000 0.000 -0.04688 -0.04688 BSW WL2 FRAME N UNIF 0.000 0.000 -0.02714 -0.02714 FSW WR2 FRAME N UNIF 0.000 0.000 -0.02714 -0.02714 FRO WR2 FRAME N UNIF 0.000 0.000 -0.04688 -0.04688 BRO WR2 FRAME N UNIF 0.000 0.000 -0.12585 -0.12585 BSW WR2 FRAME N UNIF 0.000 0.000 0.14312 0.14312 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length SIntens EIntens 2 DL GLOB Y UNIF 0.000 0.000 -0.04792 -0.04792 DLWT 3 DL GLOB Y UNIF 0.000 0.000 -0.05060 -0.05060 DLWT 4 DL GLOB Y UNIF 0.000 0.000 -0.05060 -0.05060 DLWT 5 4 DL GLOB Y UNIF 0.000 0.000 -0.04792 -0.04792 DLWT NCI Building Systems, L.P. Cycle 1 223876 06/08/2005 LOAD COMBINATIONS 5 8 1 M 1.000 100. DL DL 2 M 1.000 100. DL 100. LL 100. CL DL + LL + CL M 1.000 100. DL 100. SL 100. CL DL + SL + CL 4 M 1.000 100. DL 100. UBL 100. CL DL + UBL + CL 5 M 1.000 100. DL 100. UBR 100. CL DL + UBR + CL 6 M 1.000 60. DL 100. WLL 0.6*DL + WLL 7 M 1.000 60. DL 100. WL2 0.6*DL + WL2 8 M 1.000 60. DL 100. WLR 0.6*DL + WLR 9 M 1.000 60. DL 100. WR2 0.6*DL + WR2 10 M 1.000 100. DL 75. LL 75. WLL 100. CL DL + 0.75*LL + 0.75*WLL + CL 11 M 1.000 100. DL 75. SL 75. WLL 100. CL DL + 0.75*SL + 0.75*WLL + CL 12 M 1.000 100. DL 75. UBL 75. WLL 100. CL DL + 0.75*UBL + 0.75*WLL + CL 13 M 1.000 100. DL 75. UBR 75. WLL 100. CL DL + 0.75*UBR + 0.75*WLL + CL 14 M 1.000 100. DL 75. LL 75. WL2 100. CL DL + 0.75*LL + 0.75*WL2 + CL 15 M 1.000 100. DL 75. SL 75. WL2 100. CL DL + 0.75*SL + 0.75*WL2 + CL 16 M 1.000 100. DL 75. UBL 75. WL2 100. CL DL + 0.75*UBL + 0.75*WL2 + CL 17 M 1.000 100. DL 75. UBR 75. WL2 100. CL DL + 0.75*UBR + 0.75*WL2 + CL 18 M 1.000 100. DL 75. LL 75. WLR 100. CL DL + 0.75*LL + 0.75*WLR + CL 19 M 1.000 100. DL 75. SL 75. WLR 100. CL DL + 0.75*SL + 0.75*WLR + CL 20 M 1.000 100. DL 75. UBL 75. WLR 100. CL DL + 0.75*UBL + 0.75*WLR + CL 21 M 1.000 100. DL 75. UBR 75. WLR 100. CL DL + 0.75*UBR + 0.75*WLR + CL M 1.000 100. DL 75. LL 75. WR2 100. CL DL + 0.75*LL + 0.75*WR2 + CL 23 M 1.000 100. DL 75. SL 75. WR2 100. CL DL + 0.75*SL + 0.75*WR2 + CL 24 M 1.000 100. DL 75. UBL 75. WR2 100. CL DL + 0.75*UBL + 0.75*WR2 + CL 25 M 1.000 100. DL 75. UBR 75. WR2 100. CL DL + 0.75*UBR + 0.75*WR2 + CL NCI Building Systems, L.P. Page 1 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ FRAME GEOMETRY CJ 9 ------------------------------------------------------------------------------------------------------------------------ Frame Type ................. Rigid Frame Frame Shape ................ Gable ding Width ............. 80.00 FT of Modules ............. 1 le Widths (FT) ......... 80.00 Gable Distance ............. 40.00 FT Front Eave Height .......... 16.00 FT Front Column Base Offset ... 0.00 FT Front Column Slope ......... 0.00 /12 Front Roof Slope ........... 1.00 /12 Back Roof Slope ........... -1.00 /12 Back Eave Height ........... 16.00 FT Back Column Base Offset .... 0.00 FT Back Column Slope .......... 0.00 /12 Front Girt Projection ...... 8.25 IN Back Girt Projection ...... 8.25 IN Purlin Projection .......... 10.25 IN ----------------------------------------7------------------------------------------------------------------------------- LOADING PARAMETERS ---------------------------------------------------------- ------------------------------------------------------------- Building Code .............. IBC 2000 Building Length ............ 150.00 FT Tributary Width ............ 20.00 FT Dead Load Rate ............. 2.50 PSF Live Load Rate ............. 30.00 PSF Tributary Area Reduction ... No Collateral Load Rate ....... 2.00 PSF Ground Snow Load Rate ...... 70.00 PSF Min Roof Snow Load Rate .... 0.00 PSF Snow Importance Factor ..... 1.00 Snow Exposure Factor ....... 1.00 Snow Thermal Factor ........ 1.10 Unobstructed Roof .......... Yes Wind Speed ................. 90.00 MPH Wind Pressure .............. 12.34 PSF Wind Exposure .............. B ling Enclosure ......... Enclosed Importance Factor ..... 1.00 Topographical Factor .. 1.00 Front Canopy Projection .... 4.00 FT Back Canopy Projection ..... 4.00 FT Use End Zone Coefficients... No NCI Building Systems, L.P. Page 2 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ --------- WIND COEFFICIENTS 60 ------------------------------------------------------------------------------------------------------------- ---- Windward ---- ----- Leeward ---- Case Wall Canopy Roof Roof Canopy Wall ------------------------------------------------- 0.2 -1.5 -0.9 -0.6 -0.4 -0.5 0.6 -1.5 -0.5 -0.2 -0.4 -0.1 -------------------------------------------------------------------------------------------------------------------- LOADING DOCUMENTATION ------------------------------------------------------------------------------------------------------------------------ Input Length = 150.0 feet Input Trib Width. = 20.0 feet Input Dead Load = 2.5000 psf Input Collateral Load = 2.0000 psf Input Live Load = 30.0000 psf Tributary Reduction Allowed: False Input Ground Snow = 70.0000 psf Dead Load = 2.5000 psf Live Load = 30.0000 psf Coll. Load = 2.0000 psf Balanced Snow Load = 53.9000 psf Unbalanced Snow Load (Front Canopy) = 16.1700 psf Unbalanced Snow Load (Front Eave) = 16.1700 psf Unbalanced Snow Load (Front Ridge) = 16.1700 psf Unbalanced Snow Load (Back Ridge) = 64.6800 psf Unbalanced Snow Load (Back Eave) = 126.5303 psf Unbalanced Snow Load (Back Canopy) = 126.5303 psf Input Wind Speed = 90.0000 mph Input Wind Importance = 1.0000 Base Wind Pressure = 12.3379 psf Left Windward Wall Case 1 = 0.2200 Left Windward Canopy Case 1 = -1.4900 Left Windward Roof Case 1 = -0.8700 Left Leeward Roof Case 1 = -0.5500 Left Leeward Canopy Case 1 = -0.3700 Left Leeward Wall Case 1 = -0.4700 Right Windward Wall Case 1 = 0.2200 Right Windward Canopy Case 1 = -1.4900 Right Windward Roof Case 1 = -0.6700 Right Leeward Roof Case 1 = -0.5500 Right Leeward Canopy Case 1 = -0.3700 Right Leeward Wall Case 1 = -0.4700 Left Windward Wall Case 2 = 0.5800 Windward Canopy Case 2 = -1.4900 Windward Roof Case 2 = -0.5100 Leeward Roof Case 2 = -0.1900 Left Leeward Canopy Case 2 = -0.3700 Left Leeward Wall Case 2 = -0.1100 Right Windward Wall Case 2 = 0.5800 Right Windward Canopy case'2 = -1.4900 Right Windward Roof Case 2 = -0.5100 Right Leeward Roof Case 2 = -0.1900 Right Leeward Canopy Case 2 = -0.3700 Right Leeward Wall Case 2 = -0.1100 i NCI Building Systems, L.P. Page 3 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ LOAD COMBINATIONS 6 1 ------------------------------------------------------------------------------------------------------------------------ 1 M 1.000 DL 2 M 1.000 DL + LL + CL 3 M 1.000 DL + SL + CL M 1.000 DL + UBL + CL M 1.000 DL + UBR + CL M 1.000 0.6*DL + WLL 7 M 1.000 0.6*DL + WL2 8 M 1.000 0.6*DL + WLR 9 M 1.000 0.6*DL + WR2 10 M 1.000 DL + 0.75*LL + 0.75*WLL + CL 11 M 1.000 DL + 0.75*SL + 0.75*WLL + CL 12 M 1.000 DL + 0.75*UBL + 0.75*WLL + CL 13 M 1.000 DL + 0.75*UBR + 0.75*WLL + CL 14 M 1.000 DL + 0.75*LL + 0.75*WL2 + CL 15 M 1.000 DL + 0.75*SL + 0.75*WL2 + CL 16 M 1.000 DL + 0.75*UBL + 0.75*WL2 + CL 17 M 1.000 DL + 0.75*UBR + 0.75*WL2 + CL 18 M 1.000 DL + 0.75*LL + 0.75*WLR + CL 19 M 1.000 DL + 0.75*SL + 0.75*WLR + CL 20 M 1.000 DL + 0.75*UBL + 0.75*WLR + CL 21 M 1.000 DL + 0.75*UBR + 0.75*WLR + CL 22 M 1.000 DL + 0.75*LL + 0.75*WR2 + CL 23 M 1.000 DL + 0.75*SL + 0.75*WR2 + CL 24 M 1.000 DL + 0.75*UBL + 0.75*WR2 + CL 25 M 1.000 DL + 0.75*UBR + 0.75*WR2 + CL NCI Building Systems, L.P. Page 1 223876 0------005 --------------------------------------------------------------------------------------------------------------- --- Frame Reactions and Deflections - Load Combination 1 - DL 62 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection -,'_er Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -- ------ -------- -------- -------- -------- -------- 1 4.753 3.481 0.000 0.000 0.000 2 2 0.000 -0.019 3 -0.116 -0.007 4 3 -0.216 0.000 5 -0.117 0.006 6 4 0.000 0.018 7 5 4.753 -3.481 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 2 - DL + LL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 32.914 25.198 0.000 0.000 0.000 2 2 -0.001 -0.136 3 -0.850 -0.049 4 3 -1.578 -0.001 5 -0.852 0.047 6 4 -0.001 0.134 7 5 32.912 -25.198 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 3 - DL + SL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 53.946 41.418 0.000 0.000 0.000 2 2 -0.002 -0.224 3 -1.398 -0.080 4 3 -2.595 -0.002 5 -1.402 0.078 6 4 -0.002 0.220 7 5 53.944 -41.418 0.000 0.000 0.000 Reactions and Deflections - Load Combination 4 - DL + UBL + CL -Lon Member Vertical • Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 33.685 39.465 0.000 0.000 0.000 2 2 0.068 -0.850 3 -0.673 -0.782 4 3 -2.389 -0.656 5 -1.951 -0.643 6 4 -0.078 -0.446 7 5 80.178 -39.465 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ i NCI Building Systems, L.P. Page 2 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 5 - DL + UBR + CL 63 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection 'Deflection ar Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -- ------ -------- -------- -------- -------- -------- 1 80.180 39.470 0.000 0.000 0.000 2 2 -0.078 0.441 3 -1.945 0.641 4 3 -2.387 0.653 5 -0-675 0.780 6 4 0.068 0.84.8 7 5 33.683 -39.471 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 6 - 0.6*DL + WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -6.681 -4.743 0.000 0.000 0.000 2 2 0.000 0.033 3 0.136 0.019 4 3 0.237 0.013 5 0.119 0.005 6 4 0.001 -0:007 7 5 -3.465 2.395 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 7 - 0.6*DL + WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -3.127 -2.360 0.000 0.000 0.000 2 2 0.000 0.018 3 0.040 0.014 4 3 0.059 0.012 5 0.022 0.009 6 4 0.001 0.007 7 5 0.089 0.012 0.000 0.000 0.000 Reactions and Deflections - Load Combination 8 - 0.6*DL + WLR on Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -3.465 -2.395 0.000 0.000 0.000 2 2 0.001 0.007 3 0.118 -0.005 4 3 0.237 -0.012 5 0.137 -0.018 6 4 0.000 -0.032 7 5 -6.680 4.743 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 3 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 9 - 0.6*DL + WR2 64 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection "7Aer Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) i -- ------ -------- -------- -------- -------- -------- 0.089 -0.012 0.000 0.000 0.000 2 2 0.001 -0.007 3 0.022 -0.009 4 3 0.059 -0.012 5 0.040 -0.014 6 4 0.000 -0.018 7 5 -3.127 2.360 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 10 - DL + 0.75*LL + 0.75*WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 19.164 14.984 0.000 0.000 0.000 2 2 -0.001 -0.076 3 -0.523 -0.022 4 3 -0.984 0.009 5 -0.538 0.038 6 4 0.000 0.093 7 5 21.575 -16.745 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 11 - DL + 0.75*SL + 0.75*WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 34.939 27.149 0.000 0.000 0.000 2 2 -0.002 -0.142 3 -0.934 -0.045 4 3 -1.747 0.008 5 -0.951 0.061 6 4 -0.001 0.158 7 5 37.349 -28.910 0.000 0.000 0.000 Reactions and Deflections - Load Combination 12 - DL + 0'.75*UBL + 0.75*WLL + CL .on Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- ------ -------- -------- 1 1 19.743 25.684 0.000 0.000 0.000 2 2 0.051 -0.611 3 -0.391 -0.572 4 3 -1.593 -0.483 5 -1.362 -0.479 6 4 -0.058 -0.341 7 5 57.024 -27.446 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 4 223876 06/08/2005 -----------------------------------------------------------------------------------------------------------------------c- Frame Reactions and Deflections - Load Combination; 13 - DL + 0.75*QBR + 0.75*WLL + CL 6 5 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ -------- -------- -------- ' 1 54.614 25.689 0.000 0.000 0.000 2 2 -0.059 0.357 3 -1.345 0.495 4 3 -1.591 0.499 5 -0.406 0.588 6 4 0.052 0.629 7 5 22.153 -27.450 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 14 - DL + 0.75*LL + 0.75*WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 21.829 16.771 0.000 0.000 0:000 2 2 -0.001 -0.086 3 -0.596 -0.025 4 3 -1.117 0.009 5 -0.611 0.042 6 4 0.000 0.104 7 5 24.240 -18.533 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 15 - DL + 0.75*SL + 0.75*WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 37.604 28.936 0.000 0.000 0.000 2 2 -0.002 -0.152 3 -1.006 -0.049 4 3 -1.880 0.008 5 -1.023 0.065 6 4 -0.001 0.169 7 5 40.014 -30.697 0.000 0.000 0.000 Reactions and Deflections - Load Combination 16 - DL + 0.75*OBL + 0.75*WL2 + CL �____!�Ion Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 22.408 27.471 0.000 0.000 0.000 2 2 0.051 -0.622 3 -0.463 -0.575 4 3 -1.726 -0.4B3 5 -1.435 -0.476 6 4 -0.058 -0.331 7 5 59.689 -29.233 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 5 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 17 - DL + 0.75*UBR + 0.75*WL2 + CL 66 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection er Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -- ------ -------- -------- -------- -------- -------- _ 1 57.279 27.476 0.000 0.000 0.000 2 2 -0.059 0.346 3 -1.417 0.491 4 3 -1.724 0.499 5 -0.478 0.592 6 4 0.051 0.640 7 5 24.818 -29.237 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 18 - DL + 0.75*LL + 0.75*WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 21.576 16.745 0.000 0.000 0.000 2 2 0.000 -0.095 3 -0.537 -0.039 4 3 -0.984 -0.010 5 -0.525 0.021 6 4 -0.001 0.074 7 5 19.163 -14.984 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 19 - DL + 0.75*SL + 0.75*WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 37.351 28.910 0.000 0.000 0.000 2 2 -0.001 -0.161 3 -0.948 -0.063 4 3 -1.747 -0.010 5 -0.937 0.044 6 4 -0.002 0.139 7 5 34.937 -27.149 0.000 0.000 0.000 Reactions and Deflections - Load Combination 20 - DL + 0.75*UBL + 0.75*WLR + CL -- ion Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 22.154 27.446 0.000 0.000 0.000 2 2 0.052 -0.631 3 -0.404 -0.569 4 3 -1.593 -0.501 5 -1.349 -0.497 6 4 -0.059 -0.360 7 5 54.613 -25.684 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 6 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 21 - DL + 0.75*QBR + 0.75*WLR + CL 67 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection :er Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -------- -------- -------- -------- ,__t 1 57.026 27.450 0.000 0.000 0.000 2 2 -0.058 0.338 3 -1.359 0.478 4 3 -1.591 0.481 5 -0.392 0.571 6 4 0.051 0.610 7 5 19.741 -25.689 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 22 - DL + 0.75*LL + 0.75*WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- ---_---- 1 1 24.241 18.533 0.000 0.000 0.000 2 2 0.000 -0.106 3 -0.609 -0.043 4 3 -1.117 -0.010 5 -0.597 0.024 6 4 -0.001 0.085 7 5 21.828 16.771 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 23 - DL + 0.75*SL + 0.75*WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 40.016 30.698 0.000 0.000 0.000 2 2 -0.001 -0.171 3 -1.020 -0.066 4 3 -1.880 -0.010 5 -1.009 0.047 6 4 -0.002 0.150 7 5 37.602 -28.936 0.000 0.000 0.000 e Reactions and Deflections - Load Combination 24 - DL + 0.75*DBL + 0.75*WR2 + CL .--ion Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 24.820 29.233 0.000 0.000 0.000 2 2 0.052 -0.641 3 -0.476 -0.593 4 3 -1.726 -0.502 5 -1.421 -0.493 6 4 -0.059 -0.350 7 5 57.277 -27.472 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 7 223876 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 25 - DL + 0.75*UBR + 0.75*WR2 + CL 6 8 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection �r Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ -------- -------- -------- -------- -------- 1 59.691 29.237 0.000 0.000 0.000 2 2 -0.058 0.327 3 -1.431 0.474 4 3 -1.724 0.481 5 -0.464 0.574 6 4 0.051 0.621 7 5 22.406 -27.476 0.000 0.000 0.000 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 8 223B76 06/08/2005 ------------------------------------------------------------------------------------------------------------------------ EXT.COLUMN 1- 2 Length 13.54 FT Member Angle 84.39 Deg Temp Diff 0. DEG.F Releases 0 Weight 649. LB 69 Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 12.13 55. 46. 7 1.73 FT 12.00 IN 40.00 IN 8.000 x 0.3125 0.3125 8.000 x 0.3750 1.001 12.1 FT 3 trolling Actions) Axial --Allowable Stresses-- --Maximum Stresses---' --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa FbO FbI Axial FbO FbI Outer F1. Inner Fl. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending Cond (KIPS) (KIPS) T 1 57.16 -436.31 16.63 33.00 30.43 3.18 -28.03 . 26.60 0.13 0.85 0.87 4 -36.04 63.44 ------------- ---------------------------------------------------------------------------------------------------------- RAFTER 2- 3 Length 37.63 FT Member Angle 5.82 Deg Temp Diff 0. DEG.F Releases 0 Weight 1904. LE Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) Flg Web Seg Size ' Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 16.24 55. 46. 9 . 1.80 FT 40.00 IN 30.00 IN 8.000 x 0.3125 0.3125 8.000 x 0.5000 0.850 1.4 FT 3 2 20.00 55. 46. 11 1.82 FT 30.00 IN 30.00 IN 8.000 x 0.3750 0.2500 8.000 x 0.2500 0.958 27.6 FT 5 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses— --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa FbO FbI Axial FbO FbI Outer Fl. Inner Fl. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending Cond (KIPS) (KIPS) T 1 46.24 -454.89 20.53 33.00 33.00 2.43 -28.00 24.13 0.12 0.85 0.73 5 53.90 63.44 2 39.57 250.74 15.97 30.61 33.00 3.17 25.14 -29.28 0.14 0.82 0.89 3 20.52 43.31 ------------------------------------------------------------------------------------------------------------------------ RAFTER 3- 4 Length 37.63 FT Member Angle -5.82 Deg Temp Diff 0. DEG.F Releases 0 Weight 1904. LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 20.00 55. 46. 11 1.82 FT 30.00 IN 30.00 IN 8.000 x 0.3750 0.2500 8.000 x 0.2500 0.960 10.0 FT 4 2 16.24 55. 46. 9 1.80 FT 30.00 IN 40.00 IN 8.000 x 0.3125 0.3125 8.000 x 0.5000 0.849 36.2 FT 3 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses— --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa FbO FbI Axial FbO FbI Outer Fl. Inner F1. Load Force Allow. - No. (KIPS) (RIP-FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending Cond (KIPS) (KIPS) T 1 39.57 251.36 15.97 30.61 33.00 3.17 25.21 -29.35 0.14 0.82 0.89 3 -20.46 43.31 2 46.18 -454.80 20.54 33.00 33.00 2.43 -28.00 24.12 0.12 0.85 0.73 4 -53.97 63.44 ------------------------------------------------------------------------------------------------------------------------ NCI Building Systems, L.P. Page 9 223876 06/08/2005 ---------------------------------------------------7-------------------------------------------------------------------- EXT.COLUMN 5- 4 Length 13.54 FT Member Angle 95.61 Deg Temp Diff 0. DEG.F Releases 0 Weight 649. LB 7 Q Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) Flg Web Seg Size Start End . or Section. Thickness Inner Flange Unity Ck Dist Cond 1 12.13 55. 46. 7 1.73 FT 12.00 IN 40.00 IN 8.000 x 0.3125 0.3125 8.000 x 0.3750 1.001 12.1 FT 3 strolling Actions) Axial --Allowable Stresses-- --Maximum Stresses— --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa FbO FbI Axial FbO FbI Outer Fl. Inner F1. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending Cond (KIPS) (KIPS) T 1 57.15 -436.32 16.63 33.00 30.43 3.18 -28.03 26.60 0.13 0.85 0.87 5 -36.05 63.44 --------------------------------------------------------=--------------------------------------------------------------- Frame Weight (excluding connections, clips and flange braces) is 5106 LB t NCI Building Systems, L.P. Page 1 223B76 06/08/2,0057 1 Flange Brace Removal Option: OFF ---------------------------------------------------------------------------------------------------------------------- COLUMN 1 - 2 s located at 7.34FT 12.34FT �:ed at B RAFTER 2 - 3 Purlins located at 0.69FT 3.95FT 7.22FT 10.49FT 13.76FT 17.02FT 20.29FT 23.56FT 26.82FT 30.09FT Braced at B B B B B B Purlins located at 33.36FT 36.62FT 37.63FT Braced at B B RAFTER 3 - 4 Purlins located at 1.01FT .4.27FT 7.54FT 10.81FT 14.07FT 17.34FT 20.61FT 23.87FT 27.14FT 30.41FT Braced at B B B B B B Purlins located at 33.67FT 36.94FT 37.63FT Braced at B B COLUMN 5 - 4 Girts located at 7.34FT 12.34FT Braced at B ---------------------------------------------------------------------------------------------------------------------- i i NCI Building Systems, L.P. Page 223876 -------06/08/2005 7 n ----------------------------------------------------------------------------------------- --------- G SUPPORT JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES .-------------------------------------- ).A. SECTION DEPTH ....... 12.6875 (IN) LITER FLANGE WIDTH ....... 8.0000 (IN) INNER FLANGE WIDTH ....... 8.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE WITH ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- --------------------------------- ---- SHEAR ............ 41.418 (KIPS) 3 SHEAR ............ 0.000 (KIPS) NONE TENSION .......... 6.681 (KIPS) 6 TENSION 0.000 (KIPS) NONE COMPRESSION ...... 80.180 (KIPS) 5 COMPRESSION ...... 0.000 (KIPS) NONE SHEAR & TENS ..... 15.218 (KIPS) 6 SHEAR & TENS ..... 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE WIND/SEISMIC ALLOWABLE --------------------------------------- --------------------------------------- SHEAR .................. 48.597 (KIPS) SHEAR 64.634 (KIPS) TENSION (acting alone) .. 93.758 (KIPS) TENSION (acting alone) .. 124.698 (KIPS) COMPRESSION ............ 136.500 (KIPS) COMPRESSION ............ 136.500 (KIPS) ANCHOR BOLTS (A307) BASE PLATE --------------------------------------- --------------------------------------- QTY AND DIAMETER ( 4) 1.2500 (IN) PLATE WIDTH .............. 10.0000 (IN) INTERIOR PITCH ............ 5.0000 (IN) PLATE THICKNESS 0.7500 (IN) TYPICAL GAUGE ............. 5.0000 (IN) PLATE LENGTH ............. 13.0000 (IN) DISTANCE TO FIRST ROW ..... 4.0000 (IN) ---------------------------------------------------------------------------------------------------------- NCI Building Systems, L.P. Page 2 223876 06/08/2005 ---------------------------------------------------------------------------------------------------------- 73 SUPPORT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES --------------------------------------- .A. SECTION DEPTH ....... 12.6875 (IN) )TER FLANGE WIDTH ....... 8.0000 (IN) INNER FLANGE WIDTH ....... 8.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES -LOAD WITH NO ALLOWABLE STRESS INCREASE CASE WITH ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- --------------------------------- ---- SHEAR ............ 41.418 (KIPS) 3 SHEAR ............ 0.000 (KIPS) NONE TENSION .......... 6.680 (KIPS) 8 TENSION .......... 0.000 (KIPS) NONE COMPRESSION ...... 80.178 (KIPS) 4 COMPRESSION ...... 0.000 (KIPS) NONE SHEAR & TENS ..... 15.218 (KIPS) 8 SHEAR & TENS ..... 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE WIND/SEISMIC ALLOWABLE --------------------------------------- --------------------------------------- SHEAR .................. 48.597 (KIPS) SHEAR .................. 64.634 (KIPS) TENSION (acting alone).. 93.758 (KIPS) TENSION (acting alone).. 124.698 (KIPS) COMPRESSION ............ 136.500 (KIPS) COMPRESSION 136.500 (KIPS) ANCHOR BOLTS (A307) BASE PLATE --------------------------------------- --------------------------------------- QTY AND DIAMETER ..... ( 4) 1.2500 (IN) PLATE WIDTH .............. 10.0000 (IN) INTERIOR PITCH ............ 5.0000 (IN) PLATE THICKNESS .......... 0.7500 (IN) TYPICAL GAUGE ............. 5.0000 (IN) PLATE LENGTH ............. 13.0000 (IN) DISTANCE TO FIRST ROW ..... 4.0000 (IN) ---------------------------------------------------------------------------------------------------------- NCI Building Systems, L.P. Page 3 223876 06/08/2005 -------------------------------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH — ,7,NNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) � 1 --------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY 6 DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- _ 8.0000 0.7500 43.6875 55.0 1.2500 1.2500 3.0000 3.5000 ( 6) 1.0000 ( 4) 1.0000 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 40.0000 0.3125 8.0000 8.0000 0.3125 0.3750 RIGHT 40.0000 0.3125 8.0000 8.0000 0.3125 0.5000 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS ------ -------- ---------- ------ ------- -------- -------- ------------------------------------ OUTER 388.216 24.900 4 0.000 562.556 546.374 Successful Design INNER 259.224 4.534 6 0.000 427.297 573.590 Successful Design ---------------------------------------------------------------------------------------------------------- NCI Building Systems, L.P. Page 4 223876 06/08/2005 ---------------------------------------------------------------------------------------------------------- 75 CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 11: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ',9NER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY 6 DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- -----= ------- ------- ------- ------- ----------- ----------- ---- 8.0000 0.5000 35.1250 55.0 1.0000 1.0000 4.0000 3.0000 ( 4) 0.7500 ( 4) 0.7500 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 30.0000 0.2500 8.0000 8.0000 0.3750 0.2500 RIGHT 30.0000 0.2500 8.0000 8.0000 0.3750 0.2500 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS ------ -------- ---------- ------ ------- -------- -------- ------------------------------------ OUTER 137.116 0.102 8 0.000 182.542 220.333 Successful Design INNER 132.895 3.663 3 0.000 178.688 218.804 Successful Design ---------------------------------------------------------------------------------------------------------- NCI Building Systems, L.P. Page 5 223876 ' 06/08/2005 ---------------------------------------------------------------------------------------------------------- 76 CONNECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 1: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) TNNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) --------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 8.0000 0.5000 35.1250 55.0 1.0000 1.0000 4.0000 3.0000 ( 4) 0.7500 ( 4) 0.7500 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 30.0000 0.2500 8.0000 8.0000 0.3750 0.2500 RIGHT 30.0000 0.2500 8.0000 8.0000 0.3750 0.2500 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS ------ -------- ---------- ------ ------- -------- -------- ------------------------------------ OUTER 137.116 0.946 8 0.000 182.542 220.333 Successful Design INNER 132.895 3.718 3 0.000 178.688 218.804 Successful Design -----------------------------------7---------------------------------------------------------------------- I NCI Building Systems, L.P. Page 6 223876 06/OB/2005 ----------------------------------------------------------------------------------------------------------- 77 CONNECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 11: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH — NNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) 1--------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY 6 DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 8.0000 0.7500 43.6875 55.0 1.2500 1.2500 3.0000 3.5000 ( 6) 1.0000 ( 4) 1.0000 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 40.0000 0.3125 8.0000 8.0000 0.3125 0.3750 RIGHT 40.0000 0.3125 8.0000 8.0000 --0.3125 0.5000 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS ------ -------- ---------- ------ ------- -------- -------- -------- --------------------------- OUTER 388.266 24.963 5 0.000 562.556 546.374 Successful Design INNER 259.224 4.541 8 0.000 427.297 573.590 Successful Design ---------------------------------------------------------------------------------------------------------- NCZ Building Systems, L.P. Page 1 223876 -----06/08/2005 7 0 ------------------------------------------------------------------------------------ --------- O Member Weight of Weight of Weight of Total Member Member Weight Connections Clips Flg. Braces Weight Identification (LB) (LB) (LB) (LB) (LB) --------------------------------------------------------------------------------------------------- Ext. Column 1- 2 648.9 102.0 5.4 3.5 759.6 Rafter 2- 3 1904.1 114.2 33.5 28.9 2080.8 Rafter 3- 4 1904.1 114.2 33.5 28.9 2080.7 Ext. Column 5- 4 648.9 102.0 5.4 3.5 759.8 --------------------------------------------------------------------------------------------------- Totals: 5106.0 432.5 77.8 64.8 5681.1 --------------------------------------------------------------------------------------------------- NCI Building Systems, L.P. Page 1 223876 06/08/2005 -------------------------------------------------------------------------------- ----------------- Material Material Material Weight 7 9 Type and Size Quantity (LB) --------------------------------------------------------------------------------------------------- Flange Plates 8.0 x 0.3125 (8C ) 62.3 FT 530.3 8.0 x 0.3750 (8D ) 67.1 FT 684.8 8.0 x 0.5000 (BE ) 35.3 FT 479.9 8.0 x 0.2500 (BB ) 40.0 FT 272.2 Subtotal 1967.3 Web Plates 0.31250 (WC ) 166.0 SQFT 2117.9 0.25000 (WB ) 100.0 SQFT 1020.8 Subtotal 3138.7 Connection Plates 10.0 x 0.7500 2.2 FT 55.3 8.0 x 0.7500 14.6 FT 297.4 8.0 x 0.5000 5.9 FT 79.7 Subtotal 432.5 A325 Connection Bolts 1.000 x 2.75 (1644) 20 27.3 0.750 x 2.00 (1232) 8 4.7 Subtotal 32.0 Girt/Purlin Clips 6.0 x 7.0 x 0.1875 (SC-1) 28 62.5 Subtotal 62.5 Flange Brace Clips 3.0 x 3.0 x 0.1875 (SC-2) 32 15.3 Subtotal 15.3 Flange Braces 2 x 2 x 14GA 50.5 FT 51.5 2 x 2 x 1/8 8.1 FT 13.3 Subtotal 64.8 --------------------------------------------------------------------------------------------------- Total Weight 5713.1 LB --------------------------------------------------------------------------------------------------- Completed At - 06/08/2005 09:47:45 i � MATE��' PgOYERTIES gf ANDA TESTING LABORATORY 'ilk r'�+,; •.�T - r - • L1Ta.rllina ):.1 81 ' y'j`, ?: i ;}3 I _ 13J U1rE ��?►L'� NCB i ri, JAMUC-XVILLE, FT.D -1 A�'^5 `=t�' x►'x >+vT:t:iL r�o^x�=H :� -SUTY. 7k= rv�uc w.h7 =R?>=YL7[. xtl ` ` ti/� lit• aL"]K:TTL7 .�a :T-[ C=;t T•_GnT1.Lt r>•Dr jrrT cT C�•..-:1caJ.•xrc� tiu:a-nxl��ct • -MA7"�at1.:l-Ct{,DT jTa. CDC-'Z.V It7�7 Cw Cl��laC:] T-�CN o7 X=C13=/.C3 whis:'JI :-F_LA CODE I ) 7 _%3DO ZJ=Li.0 E:t15 5 A'ND E TES OI.T' I'T. r_ScHr=i Cost. So. �zr A5T.',�-A05— Sipe orez',c_•ag ;t:>__;��:z'• ci`a Uzlmds) FdC 25 0 'BA' 1�-y a 1.f ztt 6 .. _'Lr?C• 312 SA 518" :•11J2C'o iWC 375. 8A- 318" - 518t' 15,4C0 FriC 437 E 3 7116't ?l:b" 20, no rests are cc_.zucted using ,the Flo=lec Stca:d .Grips, C :J lira nd, 3 —.d =y�C eyebolts as set forth in t.�Ia above .tnbla z:ith 211 tested �_sse_blies Frovid_ng at least 1C,0? of the strand rated brz_'_ting Ioad per IST.'_-A 75. �`c. `�rt�rlt-;�£ fr� Cert�fie? 1'I1i5 1 ri �STITIG LR•-D.�. "4" 26773 Charles L . Y,Core , P. � . n _sTXTE .DF PL *.qc buzroatLes thz t all tress brace zssamblies fabricated in accor�ance ith tae �b_,e tzble will meet or e:cceed t5e specified ninimum assembly brcz)kiii5 strength_ Na7Es: � Section properties Bnd allowables are ccmpuled In accordance •ihe: =j '1986 edillon of the AISI specifiicalions Wlh 1989 addepdufn. It and Iyare for'deflecilon delerminalibn� o at and Srare for banding Fi=.1875 ` • , Fu=70,0 K51 5ecllon Name DIh1ENSIONAL Pf3OPERTIB5 ALLOWABLES AXIS X•X AXIS Y-Y p x g 9 Thick Weight Area Lip M, V� 1. Sr► R• Ir Sri Rr In Ga a In Ib!If In2 In 11-k ' kl s Ins in' In ' in')( Ins In 8 x 7.5 C16 6x 2.5 is 0,059 2,996 ' 0,822 0.713 4.744 2.332 7,791 1.6.68 3.076 0,676 0,335 0.906 Bx 2.5 G15 8x 2.5 15 0.065 -3,080 . 0,906 0,788 5,di5' 3,i24. 8,506 1,904 3.075 0,743 0,975 0:906 8 x 2,5 C14 8 x 7.5 14 0,070 3.31*7 0,976 0.600 •,5,827 -0.907 9.210 2,049 3,072 0,000 ' 0.408. 0,906• 8 x 2.5 G13 6 x 2.5 13 0,085 4,028 ' 1,185 ' 0.6�6 7.683- 7,073 11.126 2,701 3.065 0,970 0,511 0.9Q5 Bx.2,5C12. ON 2.5 12 • 0,105 4,976 1,463 0,865 9.7.05 12.661 13.649 3,412 3,054• i,i96 0.649 0,904 i0 x 2,5 GIB 10 x 2.5 .16 0,059 3,197 •0.940 0,773 5:663 11.842 13,256 2.06'1 3.755 0,719 0.336 0:875 iu x 2.5 C15 10 x 2.5 15 0,065 3,522 1,036 0.786. 6,830 2.466 14.582 2.401 3.752 .0.792 0,376. 0.674 fo x 2.5 C14 10 x 2.5 ' 14 0.970 3.793 1'.110 0,600 7,608 1083 15;685 2.675 0,750, 0,653 0,410 0.074 10 x 2.5 C 13 10 x 2.5 13 0,085 4.606 . 1.355 0,836. 10,489 5.536 '18,973 3:d88 • 3,742 1,035 0.513 0.874 10 x 2.5 G12 10 x 2,5 12 0.105 5.690 1.673 0.685 13,263 10.463 • 20,316 4.663 A,733 1,277 b.654 0,674 12 x 2.5 Ci6 12 x 2.5 16 0,059 1.598 1.056 0.173- 5,907 ' 1,522 20.601 2;d60 4.412• 0,754 0.337 0.844 "'12 k 2.5 Gi5 12;x 2.5 15 , .0,065 3.964 1.166 0,188 6,1 i9 2,037 22.670 2,855 4,410 0,830 0,371 a.M4 12 x 2.5 C14 12 x 2.5 . 14 0,070 4,269, 1:256' 0,8b0 9,014 2.546 24.391 3,169 4,407. 0,894 0,411 0 Bad 12 x 2.5 C13 12 x 2.5 13 0,065 5,184 i:525 0,836 13,385 d,571 . 29.529 d,706 d.401 1.085 0,515 0.84d m 12•x 2,5 C17� iZ x Z.5 i2 D.i05 6.404 1.880 0,885 17,222 B,6d6 38.329 6,055• d,392 1,5d0 0,657 0.8-03N Revisl''un pale;August 12, 19g8 'File;0anurrorml�.,)) --- . . Y a ,• ' '. ..�, . •_. . " • - • • • Norris; •. . • ', : • . . ;. Section properlles and allourables are,ccnipuled In accordance t&Jjhe. i '1966 edition of the AIS1 spKilicallons wilh 1989 addendum, • 'I•and Iran for dellecllon ddlerminallon • S and Sr are for bending /S-,167 5 , .• 'Fy=57,0 KSI • R 70.0 KSI 1 r r 5ecllon Name DIMENSIONAL PROPERTIES ALLOWABLE5 AXIS X-X AXIS Y•Y D x 0 Thick Weight Area LIP MI. V, I• S„ n Gage n ' lb/If In2 (in). fl—k (kips)' !n1 .• I�_ Ian lnr1 5�nI) nr 14 x'2.5 GIG i4 x 2,5 ' .16 . . 0,059 4.000 .1.176 0,773 8,144' 1.296 30.063 2,f163 5.055 0.7a I 0,337 0,815 14 x 2.5 C15 14 x 2.5 15 0.065 4.406 1,296 0.788 9,427.1 1,735 . 33,069 3,314 5.053 0.861 0,378 0.815 14 x 2.5 C14 14 x 2.5 .14 0,070 4.745 1,396 0,800 10,444 2,169 35.606, 3.072 5.051 0,927 0.412 • 0.615 14 x 2,5'Cf3 14 x 2.5 10 0,065 6.762 1:695 0.030 . . 15,347 3,891 ,43.104 5.396 5.045 .1.1.26 0,516 0•,815 14 x 2,5 C12 14 x 2,5 12 0.105 7.118 2.093 0,685' - 2i.580• 7;i}57: 53,1 to .7,587 5,037 0.659 , O.ei5 Co------------ w rcevlslon pale:A11U11sl 12, 1096 File:c:lengrlorWsecllon properiles of ceesZ.doc .- IYI , NOTES: , .5ec0oh properlle's and allovrdbles are cempHled In accordance*11he I :1986•edillon 61 the A181 speclficallons Wlh 1966'addendum, 1,and)rare for deflection delermina(lon• _ 5,and Sy are for bending R■.I B75 Fy FU=70,D K51 t ,' Celia section)lame DIMENSIONAL PROPERTIES ALLOWABLE5 AXIS X-X AX15 Y-1' D x B Gage Thick Weight • . Afea Lip M. V, )r , Biro . (In)` ,Ib I If 1n2 (in), f(1—kj. (kips).. ohI)m ; f)� Ih fni Ins In 8 x 3,5 C18 8 x 3,5 16 0.059 3,197 0.940 0.713 ' '4,870 2,33.2 9,652 1':7.12 3,204 1.573 0,546 1.273 8 x 3.5 C 15 8 x 0.6 15 'U.065 3,527 1.036 0.787• 5,714. 3,124 10,612 2,009 3,201 1.670 0,614 1.273 6 x 3.5 C14 •6 x 3,5 14 0.070 ' 3,793 1,116 0,600 6,402' ' 3.907' 1 L411 2.251 3,1980 1,806 0,670 1,273 8 x 3,5 C 13 0 x 3.5 13 0.005 '4.606 1.355 0,836, 8,092. 7.023 13.769 2,645• 3.190 2.196 0.541 1,270 ' 6x3.5U12 8x3.6. 12 ' 0.105 5.690 1;673 . O'.885. 10,16d i2;56'1, 16.0Zi 3.574 3,i60 2.712 1.074 1,773 10 x 15 C16 10 x 3,5 •i6 0.059. 3;596 1,958 0,773 6,071 1,842 16.17,1 2.134 :3,P09 1.633 0,550 1,242 10 x 3:5 C 15 10 x 3,5 15• 0.065 3.964 i,166 0,787• 7,102 �.2.466• 17.790 2.497. '3.90.6 1,800 0,617 1.743 10 x 3,5 C 14 10 x 3,5 14 0,070 4,769 1.256 0,800• 8.033 3.083 i9,i36 2.024• 3.904 1.939 0,673 1,243 10 x 3.5 Ci3 10 x 3,5 13 0,085 5,18d 1;5z5 •0.636':, 11.022 5,538' 23,i51 3,075 3.897 2.356 0,845 1,243. 10 x 3.5 C12, 10 x 3,5 . 12 o,105 6,404 1,803' ' 0,885• 13.827 10,483 20.456 4,661. •3.687 2.912' ' ',i.D82 .. 1.243 12 x 3.5 C16' 12 x 3.5 16 0.059- 4,000 . i,176 ' '0,77.3 7.279 1,522 24,800 2.559 , 4,592 1,721 0.552 1.210 --12 x 3,5 C15 17 x.3.5 15. 0.065 4.408 1.296' 0.787 8,494 '2.037 27,299 2,086 4,590 1,697 0.618 1.210 i2 x 3,5 GI4 17.x 3.5 14 0.070 4,745. 1.396 0,000 0,56E 2.546 29,372 3,370 4,588 2.044 0,875 1.210 1Z x 3.5 C 13 12 x 3,5 13 0.085 5.762 • 105 ' 0,836 13.294 4,571 35,563• 4,074 4,561 2.404 0,84.9 =)(J.512 x 3.5 11 0.105. 7,118• 2.093 0,685 17,900 8.646 43.758 9.293, 4,572 3;071 1.980 .Ravlslon Oale;Auqusl 1'Z, 1090 FllC-0enorform%secllon pr.operlles of eees3,doc' r�ylY a Y} r 'MOTIFS; , Section properties and allowables are compuled In'accordanca 011 the 1986 edition of the A151 specl(•icallons wllh 11109 addendum. "1 - I,and lyare for delleclion determination . ° X _ x ; 5,and By are for bending • FY=57.0 Kel �. ' Fu=70.0 KBI , section Name DIMENSIONAL PROPERTIES ALLOWABLES %AXIS X•X•' ' AXIS Y•Y ' D x B Thick ' Weight Area Lip M,. V, I, 5., Rt I 5 , n Gage In Ib/If ' In2 (in) 11—k kf s ' (In')'. L(n3) (In) I(n,) Inj in 14 x 3.5 C10 14 x 3.5 16' 0.059' 4,401. i,294 0,773'. 8,469 1.296 35,797 �' 2.985 5,259 1,793 0.552 i,177' Id x 3,5 C 15 14 x j.5 15 0,065• 4,848 1.426 0,787 9,093 .� 1.735 39,399 3,478 5,257 1,976' 0.619 1.177 14 x 3.5 C14 14 x 3,5 14', 0,070 51.221 1,536 0.800. 11.146 2;169 42.400 3.920 5.255 2.130• 0,676 AJ76 14 x 3,5 C13 14 x 3.5 i3 . 0.085 6,040 1,465 0;836, 15,370 3,091 .51.304 5.404 5.248 -2,509 0,651• U78 14 x 3.6 C12 14 x 3,5 12 0:105 7.632 2,303 ' 0,885 21,533 7:3-P . .63,246 7,571 5,240 3,2UZ 1.091 1.179 oar 01 Revision Dale:Anpnsl 17, 19911 File'a:lenprrarmtsoc(inn hroperNas of cees'l,doa 1 SecUon properlles and allowables ere ccripuled In accordance vAlh the- 1 I 1986 edition of the AISI speclficallons%,Aih 19d9 addendum. • I,.and lyare for dellecllon delerminallon • S,and Sy are for bending Py=57.01(S) Y ` Seellon Flame DIMEN510NAL PROPERTIES.' ALLOWABLE5 AXIS X-X AXIS Y•Y D x 9 Thick Weight Area Lip M, V. is Sr, R: if 5,, Rr a Gage In 'Ib 1 if M) (in) . 11—k' (kips) In' W) (in) 1nr In' In 8 x 3.5 C16 (2) B x 3.6 16 D,059 6,394 1'881 0,773 9.739" 4.665•• 19.303 ;;,•-3.424 3.204 51133 0.963 ' 1,652 8 x 3.5 C15• (7)B x a,5 1S 0,065 7,044 2,072. 0,787 11.72e 6,248 21.225 4,018 3.201 5.674 1,078 1.655 8 x 3.5 014 (2)6 x 3,5 14 0,070 7,586 ,2-,231 On 12.803r 7.014 22,822 4.501 3,198. 6430 1.178• 1.657 6 x 0.5 C13 (2)B x 3.5 13. •0.085• 9.212 2,709 0,836 16,183 1.4.048 27.578 5.690 3.190 7.506 1.502 1.664 B x 3.5 C12 (7) B'x 3.5. 12 0.105 11.3794 3.347 0:885 20,329 25,3;20. 33.840 7,147 3.100 9.374 1.971 1�674 r-7. -I. . nevislon Dale:Anrgusl 12, 1D90. File:o:lenprlarmisecllon properlles orcees5.dba Y 8ectfon-prop erlles and allowable are computed In accordance wlifrl�ts 1966 edition of the AISI specificallons With 1909 addendum,,. •I:and Ir.are for deflection de(erminallon x - - • Sr and Sy are for bending b< Fy -57.0.KSI B7 I Fu MO 981 ' r r Section Mama DIMENSIONAL PROPERTIES " . ALLOWASLES AXIS X•X'• AXIS Y•Y D x B 1 x BZ Thick Weight Area Lip NI, I S R, Ir 5.tr Rr In Gage ^(In) Ib!It In2 (in)__ n•-k) (RIPS) (In') in In I(nr�. in] in 8ES 16 •8 x 3.375 x 5 16 0,059 ' 3.596 1.056 1.088 5.377 2,350 10,906 " 1.890 3,215. 2.902 0,717 1.656 8ES 14 0 x 3.375 x 5 14 0.070 4.269 1.256 t,114 7,109 U37 12.924 .2.499 3,208 3,440 0,E76 1.655 OES12 'Bx3.375x5 12 0.105 6.404 1,883, 1,200 i1,379 i2.754 19,143 4,001• �,188 .5.142 1.408 1.650 IDES to i0 x 3.375 x 5. 1s 0,050 4,000 1,176. 1.080 6.603 1.653 16.319 2.392 3,046 3,t 17 0.719 1 .620 IOE514 10 x 3.375 x 5 14 •0.079 4.745 1.396 1.114 8.991 3.W-2- 21,670 . 1.161 3.94i 3.697 0,880 i,670 IDES 12 10 x 3.375 x 5 '12 0,105• 7,i 18 2,093 MOO ' �i5;523 10,546 32,195 5,458 3.922 5.537 1,422 ' ' 1.626 12E516 12 x 3,375 x 5 16 0.059 4AN . 1.294 1.966• 0.233 1.,529 28,050 2.895 4,655 3.294 0.72'1 1,595 12E514 12 x.3,375 x 5. 14 0.070 5.221 1,536 t,i id 10,652 2.559 33,201 3.815 4;650' 3.907 0.603 1.595 12ES 12 12 x 3.375 x 5'. 12 0.105 7.832. 2,3U 1,200 20,305 8.689 '49.472 7.067 4.632 5,655 1.430 1.594 14E516 14 x 3.375 x 5 16 0.059 • ON.• 1.412 1.080 ' 9,666 1,302 40,364 3.398 5.346 0,441 ' 0,722 1.561 14E514 14 x 3.375 x 5 14 0.070 5.697 1.676 ,i.ii4,_ • 12.719 2,176 47.793 4,472 5.341 d..082 0,880 1,561 " 14ESQ. 14 x 3.375 x 5 12 0.105 8,546 2.513 1.200'' .23,887 7,38a 71,Z50 8.396 5:324 6,120 1,436 1.560 co ti evlslon Dale:Atrdirsl 12, 11190 File;c:lenOriormisecilon properties or eove slruls,rloc" 11�\ SecUon properlles'and allowables are computed In accordance wilh Dia Ll 19B6 edillon of IheA151 speclficallons with 1989 addendum; z It and lyare for deBecllon delerminallon I. • 5,and Srere for bending ; Fy-57,0 K51 1 11 •.. 'Fu 70.0 I(SI Y t I 1 1fl 1 Section Namo DIMENSIONAL PROPERTIES ALLOWABLES AXIS X.X 'AXIS Y•Y . . 0 x 81 x 82 Gage Thlck • Welgh► Area Llp M, V. I. 5,; R, IT 5r, Rr Pn) (In). Ib 1 I( In2 (In) . ' 11-k kl s 161) (Inl) (In 1n' (10). (fn� 8 x 2Z16 B x Z,i25 x 2.375 16 0.059 -2,790 0.8ZZ 0.911 4.979 : 2.332 7.759 1.7'47 3,072 1.981 0,338 1.146 8 x 2V5 8 x 2.125 x-2,375 15 .0.065 3.OB0 O.b06 • 0.922. 5.599 3,124 8,534 1,969 3.069 . 1.194 0.388 1,148 8 x 2ZId 8 x 2,175 x 7.375 14 0,070 3,3i7 0.976. • 0.930 6'.070 3.907 9.177 2,137 3,067 1.289 0,429 1,i50 8 x ZZ13 B x 2,i25 x 2.375 13 0,085 4.028 1;185 0,956 7,749 -7,0Z3 11.095 2.724 3.060 1.577 0;544 1,154 8 x 2Z12 8)(2,125 x 2.375 12 0,105• 4.976 1,463 " 0.990 9.5i9 12,661. 13.624 3.347 3.051 1.967 0.676 1,160 i0 x ZZ 16 10 x 2,125 x 2,375 16 0,059' 3,is7 0.940 0.911 6,154 1.642 13.715 2.164 3,749 1.0H 1 0.336 1.077 10 x 2Z15 10 x 2.125 x 2.375 15 0,065 3.522 1.036 0,922 7.214 '1,,466 1d.541 2.536 3,747 1.195 0,360 1.074 ' 10 x 2Z14 10 x 2A75 x 2.375 14 0,010 3.790, 1,116 0,930 8,130 ,3.063 15,642' 2:858. •3,745 1.290 0,428 1.075 10 x 2Z13 10 x V25 x 2.375 13 0,085 4,606 `IX5 0.956 10,600 5.538 1B,933- 3,727 3,738 1,578 0,544 1.079 10 x ZZ12 10 x V75 x 2.075 12 . 0,105 5,690 1.673 , 0.99a. 13,043 10.483 23:265' 4.566 3,730 1.968 '• • 0,676 1.035 00 Flevislon Dale:Auotlsl 12, 1908 File:a:lengrrormiseclldtl properlles of zeel.doc NOTES: Section properties and allowables are computed In accordance wllli.k1w 1966*edillon of the AISI specifications vrilh'1989 addendum. -A-a'i ITS - x x I,and Iyare for defieclJon delerminallon - S(and Spare(or bendlnrd Fy=57.01(51 67 Fu 70,0 K51 Y i section flame D{1�1EN510fIAL PROPERTIES' ALLOWABLES AXIS,X-X AXIS Y=Y D x B 1 x 02 Th)Gk Weight Area Up M. V, , I, 5,� R. Ir Sr, Rr 1n Gage in lb I If 1. (n2)^ -(In) {I-k k1 s i(n'1 ln3 (in) (In') 1(n]} (in) 10 x 3Z16 10 x 3.125 x 3.375 16 0.059 3,596 1.058 ;0.911 6.346 1,842 16,131 2,232 3.004 2.582 0,488 1.562 W x 3Z15 lox 13,125 x 3,075 15 . 0,065 3,946 i,166 0,922 7,351 2.4.66 . 17.749 •2,500 3.902 2.852 0,532 1.564 to x 3Z14 to x 3.125 x 3.375 14 0.070 4,269 1,256 0,930 8.269 3.083 19.094 •2.907 . 3.900 3,077 • ' 0.570 1.566 •10 x 3Z13 IQ x 3.125 x 3.375 13 0,085 .6.184 , 1.,525. 0,956 11,185 5.538 23,112 3.933 3,693 3,759 0.696 1.570 10 x 3ZI7 10 x 3.125 x 3.375' 12 0,105 6.404 1.863• 9,990 14,029 10,d8.0 28,427 4.937 . 3.685 '4.601 0.956 1.57.7 12 x 3i16 U x 3,125 x3.375 16 0.059 4,000 1,17s b':�i f 7,508 1.57.2 24,759 2,67,5' 4,588 .2,583 0.490 1.402 12 x 3Z15 12 x 3,125 x 3.375, 15 •0.065 4.406 1.29.6 0,922 6,806 2:037 27,250 3.090 4,586, 2,652 0,534 1.404 12 x 3Z14 12 x-V75 x 3.375' 14 0,07.0 .4,745 1,396. •• :0,930 9.669 •2.546' 29,321 3.470 4,564 3.076 0.573 1,465 12 x 3Z13 12 x 3.175 x 3.375 13 0,085 5,762- .1,695 . 0.956 13:462 4.571 35,515• 41733 4.570 3,760 0.701 IAA 12 x 3Z12 12 x 3,125 x3.375 12. 0.105 7.118 2,093 D,090 ' i8.129 0.640 443.727 6.374 '4.570 4,602 0,050 1,495 14 x 3Z16 14 x 3,125 x 3,075 16 0.059 4.401 1.294 0,9t1 8:873 1.206 35.739 3,120 5,65 2,583 0.490 1.413 H x 3Z15 14 x 3.125 x 3.375 15 0.065 4,648 1.426 0192.2• ' 10,256. 1.735 39,342 3.600 5.253, 2,653 0,535 1,414 14 x 3Z14 14 x 3.175 x 3.375 14 0,07D 5.221• 1.530 0,030 11.,470 2,169 42,330 4,016 5.251 3.078 0.575 1.416 14 x 3Z13 14 x 3,125 x 3.375 13 0,085 6,340 1,865 b,956 15,572 3.891 '51,307 7.240 5.246 3,760 0.704 i,420 14 x 3Z12 14 x 3.175 x 3,375 12 O:i05 7,832 2.303 0,990 ' 72.092 7.357 63,204 7,767 5. 338 : 4,Ta 7710,961. 1.426 p ne,visfon Bale;Annnsl 12, 190R File:c:len0rformisecllvn properiles of zee7 .I-- U'NET COVERAGE NOTES: - 2 5116' '7 318' ,. 2 511 ' 'The panel secllon properlles have been calculated In accordance with the 1966 edition of the AISI speclncailons-vlllh 41 10 addendum. 518 Us for defteclion delerminallon S:Is for 6endtng . r M,Is allowable bending moment + The panel welghl has been deducled-from the allowable loads Values shown for wind Ioad delieclion are limited by a maxlmurtrtdefleclion ratio of U120 12"Ullra•l)ek Double•Lok'Panels Allowable load values shown are based on'panel'covering 3 equal conllnuous spans. Multlpiy allowable stress values shown.by 0.6 for 2 span.condillons Load table values do not Incfude-web cdppting requiremernls GA. Design Thickness Might Fy PANEL TOP IN COMPRESSICIII(Fy) rt PANEL 60TTom III COMPRI SS10}I(Fy) (In) (psf) (ksf) In{!4' W I,it In-kip+/fl ln1!N In'!f{ In-kip+/fl 24 0,0223 1.34 50.0 ' . 0.3271i 0,1471 4.40 012010 0,1090 �' 3.20 22 0,0286 1.72 60.0 ,0.4225 0,1907 5.71 0.2772 0,1459 4.37 M, 117. 1=11 13 • I' I . , i'EAVE , 1 24 GAUGtr'' 22 GAUGE Span In Feel Live Load Stress Live Load Deflection. Live Load•Slress Live Load Deflection •4.0 158 681 211 901 5.0 100 '348' 461 6.0 ••69, 202, S 93 267 710 51 127 68• 168 Revision Dole:June 16, 1990 File:c:lengrrorm\section properiles or panels-12-uddl,doG WAET COVERAGE 2 51f6' i3 318' '� � 1i6' - The panel seclion propedles have been calculaledin accordance wilh the i986'edilfon of Ihe.AISI specllicallons y.41h 1989 addendum, is is for defiecilon delerminallon. ' 4 3115, 5' 4 31W = • • ..'• •Sx Is for bending •,:. 1' Mris allowable bending moment . 7h•e panel welghl has been deducted from-lhe allowable loads C I I i 5/6' •' Values shown forwind load•deffeclion are limited by a maxlmurr.deflecllon rallo•of U126 „ — -- Allowable load values shown-are based on panel covering 3 equal tbnlinuoUs spans. Muilipiy allowable Weis i b"Ultra•Dek&Dodble Lok Panels values shown by.0.8 Ior 2 span condlllons ; Load lable values do not Include web crippling.requiremenis , PANEL•TOP-IN COMPRESSiON(Fy) PANEL BOTTOM IN COMPRESSION(Fy) GA. Design Thickness Weigh I' Fy • (In) (Ps0 (ksl) � I: •� . � Si � M� In r 1 fl' in�'1 ii In-kl I fi In 1 fl, in'I fi 1012 111 24 0.0.223 1.22 .50,0 0,2599' ' 0,1057 3.17 0J349 b.07,19 2,16 22 0,0286 1.56. 50.0 . 013354 V379 03 0,1867 0,0976 2.92 _ $ 24 GAUGE ' 2Z dAUGE Span In Feel Live Load 51ress Live Load Denedllon Live Load Sires Live Load.Deileclion.. 4:0 105 . '•508 i 41 672 5.0 6T 260 90 ' 344 6.0 46 151 . 62 199 7:0 33 95 45 125 co •. Revislvn Dale:June'16,1990 . File:0engrrarm,lseollon propbrlfes o(:panels-18-udSefl.doe .24'HET COgRAGE 2 5116' ' 19 318 ,r . 251.J5' The panel secllon properties have been caicuialed.in accordance wlih lh'e'1986 edilion of the AISI specifica(lons with. 1969 addendum, 13116' 718' I;Is!or deflec(lon de(erminallon 518' 3116, 7' 6 3116' •` • S,Is Ior bending'. t; 1 'M,Is allowable bending moment ' � — _, • • � The panel weigh{hasbeen deducted from the allowable loads• ` �1 1518, Values shown Ior wind load deffecifon are Ifml(ed,by a maximum de(Ieclion rallo of U120' I "Allowable load values shown are based on panel covering 3 equal conlinuous spans. MuM I allowable stress 24"Ultra-D•sk&Double•Lok Panels P 9 q P P Y ' - • •valdes shown by 0:8 for 2 span conditions • • ' •: Load lable values do not Include web crippling requirements PANEL70P IN COMPRESSION(Fy) PANEL BOTTOM IF COhPRE5SI0fl(FA Design Thickness Weight Py GA. (Ih) ps) ; 5, M,( (ksl) M, I, In(/fl In,1 fl,' inAlp I ff In'1 fl Inj 1 ft In-kl 1(I 24 0,0223 1.16 50.0 0.2129 0.081d' 2.44 0,1014 0,0547 MA 22 0.0286 1,49 50.0 "'.'0.2749 0.1b75 3.22 011406 0.0733 2.20 . , - 1 1 ' , 24 GAUGE t ' 22 GAUGE 74.0 l � • Live Load Stress , Live Load Deflection , live load Stress Llve load Deflec{lon 79 405 105- 535, 5.0 60 '207 67 274 6.0 34 - : i20 f 46 159 7.0 25 76 33 100 Revlslon Date,June 16,1998` Flle:'c:lengrformisecllon properties at panels-24-ud$cY.doc 3s'i•IET'COVERAGE NO.I�Sr ' 12' :12' 2 5i16' 6' �` 6' The pariel section prooeriies have been calctilaled in accordance wilit Ilia i N edition of ilia AISI speclficallons Wlf; 1989,addendum. I,Is:for deflecilon determination 5,Is for bendirig ; • bd,Is bliowafife bending rnomenl • The Wrnd.ltiad stress values have been increased by 33 1113% „ „ Pa a Vafuas'show,n for wind load deflection ere limlled by a ma%imtun deflection ratio of U120 • Allowable load values shown are based on panel covering 3 equal conilnuous ipans, Mulilply allowable stress 'values shown by 0,8-for 2 spon cond10ons This panel Is to be used as v0l,pane('only Design Thickness Weight Fy GA. PANEL TOP fN COMPRESSION(Fy) - PANEL BOTTOM IN COMPREmON (Fy) (in) (Ps►} (ksi), h . 5, -M, ; to 5, hl, In,111 In'In In•kfp 1:It in(/1t In'I it In-kip I it 26 0'0181 0.91 00.0 ulV 0.0275' ..,'. '0,09 0..0248 0.03G5 1,31 24 0;0223 1,13 50,0 0,0273 0,0377 11113 01.0319 0,0477 1.43, 26 GAUGE 24 GAUGE Span In Feel Wind Load Pressure' Wind Load 5uciion Wind Load Defleciion Wind.Load,Presstira Wind Load 5riclion Wind Load Deflection 4.0 85 64•. 84 03� 73 5,0 54. 41 43. .59 d7 59 38 29• 25, 41 33 34 7.0 28 2 i 16 . 30 24 21 0.0 ' 21 i6. 1D 23 ie i4 fievision Dale:Ait�itsl 1Z, 1990 File:c;lenpr•rarmisecllon,�r�nar} ' sreEicotruc NOTES: r ' Ir Ir r' Ir 'The�panel secllon properilas have been calctllaled In accdrdance willt,llte 1906 edition of ilia Ai51 specl6c61lons 1» r 080 addendum. Us for deflection determination is for.banding. • ' 1 yu'DEEP M.Is allowable 6ending moment ' scnEwcaooaE The wind load sUess vahles have been Increased by 33 113% a Values shown for wind load delleclion are 11rnliedby a maximum delleclfon'raifa of U120." ."AM P;nelAlfowahle load vahles shown are based an pane(cdverin0 3 egiial'conlln�toiis spans. Mullipiy allowable stress 'values shown by 0,8 for 2 span cohdllions • 'This panel Is lb be used as wall panel only .. Design Thickness Weight Py 'PANEL TOP IN COMPRESSION(!y). PANEL E30TTOIA IN COMPRE5510F1(Fy) GA (in) (P59 (ksl) Ir -5, �• M, It S, k1, '1n'1 IV Ins/-A• In-kip/.A In,111. Ins)n In-kip 1 f1 T 26 0.0{81 0r91 80.0 0,0451 .0.0522 1.efi 0r0388 0,0365 1.31 24 0.0223 1.12 ' 50,0 0;0555• 0,0043 ..1.92 0.0530 0.0506 1.60 26 GAUGE 24'0AUGE span In Peel Wind Load Pressure Wind Load Suction Wind.Loa'd'Daflecllon Wind Load Pressure Wind Load Sticilon Wind Load Deflecilon 4.0 85 11 d '162' 104 125. " 210 5.0 54 73 83• 6� 80 10U .. 6.0 38 51 48 46 5G 62 7'.0 26 OT 30 3d 4.i 39 , 8.0 21 28 20 • . 26 31 26 to Revision Dole:Auptiisl 17, 1990 File:Opn0rrarmi5ecllon properues of panels..am,dec 15,iIETCMRAGE No7E5: ' I' J11 1• { The panel section properties have been calculated In a.mardance'wilh-the 1986 edition of.the Ai51 speciflcaliopy Willi '1989•addendum. 'I,Is for deflection determination - • .: J.11h 1 JIB' .• •" z S.Is foibending M,Is allowable bending moment The panel welght has been dedutled tram ihe'aliowable loads• i " BR" Pa a The' wlild load stress values have been iftreastd by 33 113% ; Values shown for wind load del{ecllon e'rs limited by a maximum delleGtlon ratio of U120 Allowable load values sliovm are based on panel Covering 3 equal,conilnaous spans, Multiply allowable stress values shown by 0:8 for 2 span conditions Load table values'do not Include web crippling requiremenisEEO= ; i Design Thickness Weight Fy PANEL TOP IN COMPRESSION(Fy) ' . PANEL BOTTOM IN-COMPRESSION(Fy), GA. (iri) (psf) (ks}) M. Ins 1 iI ,. In'!fI In-klp/fi Ins 1 It Ins 1 III In-MP 1 A 26 0,01$I 0.92 80,0.. 0,0425 9,0379, 4.30 0.'0414 0,0502 1.00 24 9.0223 1.14 50•fl , 0,0596. •0,0571 ' 1.71 0,0573 0.0644 - 1.93 26GAUGE' •24 dAUGE Span In Feel Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Uplift Live Load 5hss Live Load Uellection 69 87 108 112 93 1.51 6.0, 57 55 - - 65' . ( 72 69. 77 6,0 40 „ 38 32 50 41 45 7.0 30 ,28 20 3. ' 30 26 8,0 23 2t . ' 14 29 22 jy CY1 Revisfon Dale:June 16, 1990 File:caengffor0secilon propeiiles of panels-pbr,doc )6'FIETCOVEfLtGE 4. NOTES: ` 12'• . JT. I�'' — " : ..The panel secllon`properIles have been calculated In accordance vnlh'lhe 1986 edilipn of the AISI speclAcallons with• 1989 addendum. , I • ' !,Is for deflection delerm)nallon J in' ' I Jt6' •. Sx Is for bending • Mils allowable bending moment The panel tkelghl'has been dedutM from the allowable foods' Panel The wind load stress values'have been.Increased by 33 113% ' Values shown for Niind load deflection are Itml{ed.bya maximum deflection ralio of U120 • Allowable load values shown are based on panel covering 3 equal conllnuous•spans,•Mulliply aliowable'stress values shown by 0.8 16r 2 span conditions • .Load{able values do.nol Include web crippling requirerh.ents GA. Design THlckness7;sO igh{ Fy PANEL TOP 1N'COMPEE8.51ON(Fy) M''' PANEL BOTTOM lK OMPBESSION(Py) (in) (ksi) . h 5,., 1, S, lYl In,I ft 1nJ I ft. In ki !A In'I ff )n'/fl In-kip/II 26 0.0181 0.92 60.0 0,0425 0,0379•' 1,36 0.0414 0.0502 1.80 24 0;0223 1.14 50.0 0.05J6 • . 0.057.1 1.71 0,0575 0,0644 i•93 -1110 26 GAUGE 24 GAUGE Span in Feel Wind Load Uplill Live Load 51ress Live Load Deflecion Wind Load Uplift Live Load Stress Live toad Deflection q:0 89 67. 1Oe 11Z. 93 . 151 . 55 55 72 59 77 5.0 57 , 6.0 40 38 32; 50 4 41 45 7.0 . 30 28 , , 20 3j 30 2a 0,0 23 21 14 29 22 19 c1 Revision Dale:August 12,.3990 , File:0engrformLsecllon properties o(panels-r.doc irirucovl: ml: NOTES y1, {, �, �. �• The panel secllon properties liavr3 been calculaled In accordance wilh the 1066 edition of the AISI speciflcalluns vAh` -- 1989 addendum, I,Is tor'deliecllon determtnailon 5Y Is for behdirig ; + M,'Is allowable bending moment cn The panel welghf has been,deducied from the allowable loads `► ". Values shown'fog wind load delleclion are lirnlled'by a•maximum-deflecllon ratio of U120'. "S5Z16" ane� Allowable load vales shown are based on panel covofing 3 egrral continuous spans. Mulliply allowable stress. values shown by 0,8 for 2 span c ditns Load table values do not Include web crippling regrriremenls i PANEL TOP IN COMPR55SIOH (Fyj PANEL UOTYOM IN COMPRESSION (Fy) Design Thickness Weight• Fy GA, n) (psi? (ksl) I. 5, M, I. S.` M. Ins I fi' In,I fl In-kip I:9 In'/fl In'I fi In-kip I fl 24 0,0223 • , i.29 50,0 0.1332 0,0730 2,21 0,0637 0.0564 1.75 22 0A266 1,66 50,0 0.171Z 0,4023 �.. 3,06, 0.0905 0,0790 2.36 7 7- 24 GAUGE.' 22 GAUGE Span In Feel Live Load Slress. Live Load i)eflecllan Llve'Load dress Live Load Deneclfon , 4.0 84 254 -- t . 114 337 5.0 53 130 •73 173 37 75 _ 50 100 7.0 27 47. 36. 63• ' rlevlslon Dale:Aunusl 12, hu10n File:c:lumpr for m%stalloll piuvarrres of nanels .r� J6'llETcov�tucf ;' NoTES: , The panel secllon properlles have been calculated In accordance with the ION edillon o{the AM speclffcaahrrs villh i I 19B9 addendum. 1,Is for deilecllon delerminallon M • S,is lorbendlhg • M,Is allowable bending'momenl Thd panel weight has been dedL,cled from the allowable loads,-, The wind load stress values have been increased by 33 W% "U" pane ; • Values shown for wind load deflection are limited by a maximun dellecllon ratio of U120 • Allowable load•values shown are based on panel covering•3 equal conllnuous spans, hluhlpty allowable stress 'values shown by 0,6 for 2 span condlilons . . • Loadjable values dp not lnclude•web crippling ragi lremanis' . � . PANEL TOP IPt'COMPRES51ON{Fy) PANEL BOTTOM IPl COMPFl6551o4(Fy) GA Design Thickness Weigh{ FY 1, 5, In (psf) (kal) M, IR ' Hl, In'i R in3 I R In•kl I R In'I It Ini I R In-kip i R 26 0,0 1 B i 0,92 80.0 0,0250 O,o42s i.54 0.0177 0,0360 i.32 24 0,0223 5.13 , 60,0 ;,0.0344 D.D5Bd 1,75 0,02,d2 0,0523 1,58 26 GAUGE _ 2d GAUGE Span In Feel ,- • Wind Load Uplift Llve Load Slrass' Live Load Deflec9on 1Mnd Load Uplift Live Load Stress Live Load.Dellection d.00i 63 :.' 50 , - 115 '75 75 5.0 65 40 '20 .4 74 , 48 39 8.0 45 .26 ' 17 52 33 22 7.0 34 20 io a9 24 14 0,0 25 15 - - 7 ' 30 16 9 ; File: nevlslon Dale;Au0usl 11, 1D96 ' c;len0rformisecllon properlles a(panels-u.rrnr CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S.,INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: ROZELL EAST,INC. REPORT NUMBER: 1 :PAGE#: 1 '129 PARK ROAD PREPARATION DATE: 10/03/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 574.011 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.JOHN ROZELL AMBIENT WEATHER: 70's:CLEAR PROJEC COMMERCIAL'TRUCK&EQUIPMENT,GLENS FALLS,NEW YORK OUR FILE LOCATION: 58938 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:PARTS ADDITION DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 156/ 21849 YARDAGE DELIVERED/SUBTOTAL: 3.00/ 3.00 TIME,CONC—BATCHED/ARRIVED: - _ 2.03/ 2.15_ TIME PLACEMENT BEGAN/ENDED: 2.18/ 2.30 — - CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.45 SLUMP ON ARRIVAL (INCHES): 4.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.40 RECEIVED UNIT WEIGHT (PCF) (SPEC: ) 136.17 CONCRETE TEMP. (F) (SPEC: 45 - 85) 76 OC NUMBER OF TEST SPECIMEN CAST: 6 )) It LAB CYLINDER CONTROL NUMBERS 58938- 58943 REMARKS: - UNLESS NOTED ALL TESTING IAW: ASTM`. C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE,INC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 10/04/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATELOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58938 10/10/05 7 83,350 C 2950 COARSE AGGREGATE#2: LBS. 58939 10/10/05 7 85,200 C 3010 COARSE AGGREGATE#3: LBS. 58940, 10/31/05 28 FINE AGGREGATE: LBS. 58941 10/31/05 28 ADMIXTURE#1: OZS. 58942 10/31/05 28 ADMIXTURE#2: OZS. 58943 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T: (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT NUMBER: 1:PAGE* 1 35 SISSON ROAD INSPECTION DATE: 10/05/05 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1040.003 FIELD INSPECTOR: DAVE CASAW ATT'N: MR.ROBERT CLEAR—.- :CT:COMMERCIAL TRUCK&EQUIPMENT,QU_ EENSBURY,NEW YORK SOIL COMPACTION VERIFICATION REPORT ::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION. MATERIAL SOURCE 7672 5.5 145.3 SAND,coarse;and fine Gravel;trace Silt/Clay JOINTA:CRUSHER RUN FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: SLAB ON GRADE SUBGRADE:GARAGE ELEVATION REFERENCE: F.G.=FINISH GRADE=TOP OF FOUNDATION WALL COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS 95% TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 7672 F.G.--0.50' GARAGE:SOUTHEAST CORNER 2.3% 144.4 99.4% 2 7672 F.G.-0.50' GARAGE:SOUTH END,CENTER 2.6% 143.3 98.6 % 3 7672 F.G.-0.50' GARAGE:SOUTHWEST CORNER 2.5% 140.1 96.4% 4 7672 F.G.-0.50' GARAGE:CENTER 2.5 % 141.2 97.2 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR 4: 4. FG =FINISH GRADE 5: 5, TOM JOSLIN,S.E.T.(NICET) 6: 6, MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT DATE: 10/05/05 35 SISSON ROAD SAMPLE NUMBER: 7672 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1040.003 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.ROBERT CLEAR PROJECT: W Y 0-4 REPORT OF MOISTURE/DENSITY RELATION OF SOILS : : PROCTOR MATERIAL SOURCE: JOINTA-GALUSHA:CRUSHER RUN MATERIAL DESCRIPTION: CRUSHED STONE sized as:SAND,coarse;and fine Gravel;trace Silt/Clay PROCTOR METHOD: ASTM D-698:STANDARD GRADATION METHOD: ASTM D-1140/D-422:WASHED +3/4 CORRECTION: 145.3 PCF ZERO AIR VOIDS CURVE: 2.70 SPECIFIC GRAVITY MAXIMUM DENSITY 142.5 PCF OPTIMUM MOISTURE 5.5% 148 GRADATION 147 SIEVE PERCENT SPECIFICATION 146 SIZE PASSING ALLOWANCE 4" 3„ >- 145 2 1/2" ~ 2„ CO) 144 93 11/2" 100.0 1" 98.4 G 143 3/4" 87.3 F- 1/2" 73.0 O 142 U. 3/8" 67.0 w 1/4" 59.8 M 141 #4 52.6 v 1/8" a 140 #8 33.9 #10 Z 139 #16 22.2 0 O #20 n. 138 #30 14.4 #40 12.3 137 #50 10.1 #60 136 #80 #100 6.3 135 #140 2 3 4 5 6 7 8 9 10 #200 3.8 MOISTURE CONTENT:::PERCENT DRY WEIGHT REPORT DISTRIBUTION: GENERAL NOTES: Respectfully, I: CONSTRUCTION TECHNOLOGY 2: 3: 4: TOM J SL ,S.E.T.,(NICET) 5: MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: ROZELL EAST,INC. REPORT NUMBER: 1 :PAGE#: 1 129 PARK ROAD PREPARATION DATE: 10/03/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 574.011 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.JOHN ROZELL AMBIENT WEATHER: 70's:CLEAR PROJEC COMMERCIAL TRUCK&EQUIPMENT,GLENS FALLS,NEW YORK OUR FILE LOCATION: 58938 - CONCRETE FIELD INSPECTION & COMPR-ESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:PARTS ADDITION DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 1561 21849 YARDAGE DELIVERED/SUBTOTAL: 3.00/ 3.00 TIME CONC. BATCHED/ARRIVED: 2.03/ 2.15 TIME PLACEMENT BEGAN/ENDED: 2.18/ 2.30 CONCRETE AGE(HOURS') (SPEC: MAX: 1.50) 0.45 SLUMP ON ARRIVAL (INCHES): 4.00 WATER ADDED ONSITE(GALLONS): F- WATER ADDED AT DISCRETION OF: - J SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: \ 4— PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00 - 7.00) 5.40 UNIT WEIGHT (PCF) (SPEC: ) 136.17 CONCRETE TEMP. (F) (SPEC: 45 - 85) 76 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 58938- 58943 REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CLEMENTE LATHAM CONCRETE,INC. CONCRETE.7EST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 10/04/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 58938 10/10/05 7 83,350 C 2950 COARSE AGGREGATE#2: LBS. 58939 10/10/05 7 85,200 C 3010 COARSE AGGREGATE#3: LBS. 58940 10/31/05 28 119,750 C 4240 FINE AGGREGATE: LBS. 58941 10/31/05 28 118,100 C 4180 ADMIXTURE#1: OZS. 58942 10/31/05 28 116,450 C 4120 ADMIXTURE#2: OZS. 58943 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Permit Number Envelope Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck EZ Software Version 2.5 Release la Data filename: C:\Program Files\Check\COMcheck-EZ\Loggers.cck Section 1: Project Information Project Name: Loggers Equipment Designer/Contractor: Paradox Design Architects Document Author: Paradox Design 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 Project Type: Addition Activity 1M(s) Floor Area Storage,Industrial and Commercial 5600 Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage,Component Certification,and Vapor Retarder Requirements [ ] I 1. All joints and penetrations are caulked,gasketed,weather-stripped,or otherwise sealed. [ ] I 2. Windows,doors;and skylights certified as meeting leakage requirements. [ ] I 1. Component R values&U-factors labeled as certified. [ ] I 4. Fireplaces installed with tight fitting non-combustible fireplace doors. [ ] I 5. 'Dampers integral to the building envelope are equipped with motorized dampers. [ ] I 6. Cargo doors and loading dock doors are weather sealed. [ ] I 7. Recessed lighting fixtures are sealed or gasketed [ l I S. Vapor retarder installed. Climate-Speck Requirements Gross Cavity Cont. Proposed Budget Component Name/Description Area R-Value R-Value U-Factor U-Factor Roof 1:Non-Wood Joist/Rafter/Truss 5600 19.0 10.0 0.037 0.051 Exterior Wall 1:Metal Frame,24"o.c. 2571 0.0 10.0 0.081 0.074 Window 1:Metal Frame,Double Pane with Low-E Clear, SHGC 0.43 57 — — 0.280 0.520 Door 1:Overhead 1120 --- - 0.125 0.120 Door 2: Solid 42 --- -- 0.240 0.120 Floor 1:Heated Slab-On-Grade,Vertical 4 ft. 220 -- 10.0 --- -- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Envelope.PASSES: Design 4%u better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or cations are in compliance with this Code. Principal Envelope Designer-Name ignature Datb Permit Number Lighting and Power Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck EZ Software Version 2.5 Release la Data filename:C:\Program Files\Check\COMcheck EZ\Loggers.cck Section 1: Project Information Project Name: Loggers Equipment Designer/Contractor: Paradox Design Architects Document Author: Paradox Design Section 2:.General Information Building Use Description.by: Activity Type Project Type: Addition Activity Typ (s) Floor Area Storage,Industrial and Commercial 5600 Section 3: Requirements Checklist Bldg. 1 S Dept. 1 Use 1 I l I Interior Lighting 1. Total actual watts must be less than or equal to total allowed watts Allowed Watts Actual Watts Complies(Y/N) 1 5600 5600 YES 1 Exterior Lighting [ ] 1 2. Type(s)of exterior lighting sources: 1 Fluorescent Metal Halide High-Pr. Sodium Exceptions: I Specialized signal,directional,and marker lighting;lighting highlighting exterior features of 1 historic buildings;advertising signage;safety or security lighting;low voltage landscape lighting. 1 Controls,Switching,and Wiring I ] I 3. Master switch at entry to hotel/motel guest room. [ ] 1 4. Individual dwelling units separately metered. [ ] 1 5. Minimum of two switches,dimmer,or occupancy sensor in each space. 1 Exceptions: 1 Only one luminaire in space; 1 Security lighting,24 hour lighting, . 1 The area is it corridor,storage,restroom,retail sales area or lobby. [ ] 1 6. Automatic lighting shutoff control in spaces greater than 250 sq.ft in buildings larger than 5,000 sq.ft. [ ] I 7. Photocell/astronomical time switch on exterior lights. 1 Exceptions. Areas requiring lighting during daylight hours [ ] I 8. Tandem wired one-lamp and three-lamp ballasted luminaires. 1 Exceptions: r i Electronic high-frequency ballasted luminaires not on same switch [ ] 9. Transformers meet minimum efficiencies listed in Table 805.6.1 or 805.6.2. Section 4: 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 New York State Energy Conservation Construction Code requirements in COMcheck EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans o ecifications are in compliance with this Code. Principal Lighting Designer-Name Signature Date Lighting Application Worksheet New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release la Section 1: Allowed Lighting Power Calculation A B C D Total Floor Allowed Allowed Area Watts Watts Area Category (ft2) (watts/M) (B x C) Storage,Industrial and Commercial 5600 1 5600 Total Allowed Watts= 5600 Section 2: Actual Lighting Power Calculation A B C D E F Fixture Fixture Description/ Lamps/ #of Fixture ID Lanip Description/Wattage Per Lamp/Ballast Fixture Fixtures Watt. (D x E) 1 Other/Electronic 1 12 400 4800 2 48"T12 40W/Electronic 2 10 80 800 Total Actual Watts= 5600 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 5600 Total Actual Watts= 5600 Project Compliance= 0 Lighting PASSES: Design 0.0%better than code Permit Number Mechanical Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release la Data filename:C:\Program Files\Check\COMcheck-EZ\Loggers.cck Section 1: Project Information Project Name: Loggers Equipment Designer/Contractor: Paradox Design Architects Document Author: Paradox Design 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 Project Type: Addition Section 3: Mechanical Systems List Quantity System Type&Description 1 HVAC System 1: Heating:Radiant Heater, Gas/Single Zone 1 Plant 1: Heating:Hot Water Boiler,Capacity<300 kBtu/h,Gas Section 4: Requirements Checklist . Bldg. Dept. Use Requirements Specific To:HVAC System 1 j Requirements Specific To:Plant 1 [ ] 1. Newly purchased heating equipment meets the heating efficiency requirements [ ] 2. Systems with multiple boilers have automatic controls capable of sequencing boiler operation Generic Requirements: Must be met by all systems to which the requirement is applicable [ ] 1. Load calculations per 1997 ASHRAE Fundamentals [ ] 2. Plant equipment and system capacity no greater than needed to meet loads -Exception: Standby equipment automatically off when primary system is operating -Exception:Multiple units controlled to sequence operation as a function of load Minimum one temperature control device per system ] 4. Minimum one humidity control device per installed'humidification/dehumidification system [ ] 5. Automatic Controls: Setback to 55 deg.F(heat)and 85 deg.F(cool);7-day clock, 2-hour occupant override, 10-hour backup -Exception: Continuously operating zones -Exception:2 kW demand or less,submit calculations [ ] 6. Outside-air source for ventilation;system capable of reducing OSA to required minimum [ ] 7. Hot water pipe insulation: 1 in,for pipes<=1.5 in.and 2 in.for pipes>1.5 in. Chilled water/refrigerant/brine pipe insulation: 1 in.for pipes<-1.5 in.and 1.5 in.for pipes>1.5 in. Steam pipe insulation: 1.5 in.for pipes<=1.5 in.and 3 in.for pipes >1.5 in: -Exception:Piping within HVAC equipment -Exception:Fluid temperatures between 55 and 105 deg.F -Exception:Fluid not heated or cooled -Exception:Runouts<4 ft in length [ ] 8. Operation and maintenance manual provided to building owner Hot water.distribution systems>-600 kBtu/h must have one of the following: a)controls that reset supply water temperature by 25%of supply/return delta T b).mechanical or electrical adjustable-speed pump drive(s) c)two-way valves at all heating coils d)multiple-stage pumps e)other system controls that reduce pump flow by at least 50% based on load-calculations required I 1 I 10. Hot water distribution systems>=390 kBhA must have one of the following: a)controls that reset supply water temperature by 25%of supply/return delta T b)mechanical or electrical adjustable-speed pump drive(s) c)two-way valves at all heating coils d)multiple-stage pumps e)other system controls that reduce pump flow by at least 50%based on load -calculations required [ ] 11. Stair and elevator shaft vents are-equipped with motorized dampers Section 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. The design professional shall provide to the code enforcement official a written certification that the required HVAC tests,system balancing,etc.,have been performed and the system is operating as-designed. The design professional shall retain copies of the test reports to be provided to the code enforcement official,if requested. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,beliet and professional judgment,such plans or specifications are in compliance with this Code. Principal Mechanical Designer-Name Signature j Date i Mechanical Requirements Description New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release la Data filename: C:\Program Files\Check\COMcheck EZUggers.cck The following list provides more detailed description of the requirements in Section 4 of the Mechancal Compliance Certificate. Requirements Specific To:HVAC System 1 Requirements Specific To:Plant 1 1. The specified heating equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed New York State Energy Conservation Code requirements for equipment efficiency. 2. Systems with multiple boilers have automatic controls capable of sequencing the operation of the boilers. Generic Requirements: Must be met by all systems to which the requirement is applicable 1. -Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 of the ASHI AE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,.within available equipment options. -Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. -Exception: Multiple units.of the same equipment type whose combined capacities exceed the calculated load are allowed if.they are provided with controls to sequence operation of the units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable of setting back temperature to 55 degree F during heating and setting up to 85 degree F during coolingb) capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible'2-hour occupant overrided) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power- -Exception:A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. -Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW(6,826 Btu/h)or less. 6. The system must supply outside ventilation air as required by Chapter 4 of the Mechanical Code for New York State.N the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels,the system-must be capable of reducing outdoor-air flow to the minimum required levels. 7. All.pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: 1 in.for pipes<=1 1/2-in,nominal diameter 2 in.for pipes>1 1/2-in.nominal diameter. Chilled water,refrigerant,and brine piping systems: 1 in,insulation fok pipes<=1 1/2-in,nominal diameter 1 1/2 in.insulation for pipes>1 1/2-in.nominal diameter. Steam piping: 1 1/2 in.insulation for pipes<=1 1/2-in.nominal diameter 3 in.insulation for pipes>1 1/2-in.nominal diameter. -Exception: Pipe insulation is not required for factory-installed piping within HVAC equipment. -Exception: Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55 degrees F and 105 degrees F. -Exception: Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. -Exception: Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in.in diameter between the control valve and HVAC coil. 8. Operation and maintenance documentation must be provided to the owner that includes at least the following information:a) equipment capacity(input and output)and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information, including wiring"diagrams,schematics,and control sequence descriptions;desired or field-determined set points must be permanently recorded on control drawings,at control devices,or,for digital control systems,in programming commentsd) complete narrative of how each system is intended to operate. 9. Hot water distribution systems with total system capacities,of 600 kBtu/h and greater must have controls that:a)automatically reset the hot water supply temperature,based on heating load,by at least 25%of the design supply-to-return water temperature difference orb) reduce pump flow by at least 50%of design flow rate by using- adjustable-speed drive(s)on pump(s)- multiple-stage pumps allowing at least 1/2 of the total pump horsepower to be automatically turned off- control valves designed to modulate or step down and close as a function of load- other approved means(supporting documentation or.calculations must be submitted). 10. Hot water space-heating systems with a capacity exceeding 300 kBtu/h supplying heated water to comfort conditioning systems must include controls that automatically reset supply water temperatures by representative building loads(including return water temperature)or by outside air temperature. Exceptions: -Where the supply temperature reset controls cannot be implemented without causing improper operation of heating,cooling,humidification,or dehumidification systems. -Hydronic systems that use variable flow to reduce pumping energy. 11. Stair and elevator shaft vents must be equipped with motorized dampers capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods,vents,and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use. Exceptions: -Gravity(non-motorized)dampers are acceptable in buildings less than three stories in height above grade. -Ventilation systems serving unconditioned spaces.