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2011-283 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20110283 Date.Issued: Thursday, March 29, 2012 This is to certify that work requested to be done as shown by Permit Number P20110283 has been completed. Location: 616 QUAKER Rd Tax Map Number: 523400-303-010-0001-012-000-0000 Owner: NORTH COUNTRY IMPORTS INC Applicant: NORTH COUNTRY IMPORTS INC This structure may be occupied as a: Commercial Alteration By Order of Town Board 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 lie other issues and conditions as a result of approvals by the Planning Board Director of Building& ode EV6rcement or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)16178201 Community Development-Building&Codes :(518)761-8256 i BUILDING PERMIT Permit Number: P20110283 Application Number:- A20110283- Tax Map No: . 523400-303-010-0001-012-000'-0000 Permission is hereby granted to: NORTH COUNTRY IMPORTS INC For property located at: 616 -QUAKER Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together.with plot plans and other information hereto filed: and approved and in compliance with the NYS Uniform Building Codes and.the Queensbuty Zoning Ordinance. Twe'of Construction . Value Owner Address: NORTH-COUNTRY IMPORTS INC 616 QUAKER Rd Commercial Alteration $200,000.00 QUEENSBURY,NY 12804 Total-Value $200,000.00 Contractor or Builders Name/Address Electrical Inspection Agency HORNING CONSTRUCTION 506-5060 1484 STATE ROUTE 9 FT. EDWARD.NY 12828-0000 Plans&Specifications 2011-283 8 x 8 tower&facade renovation $75.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Sunday,August 19,2012 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before_the expiration date:) Dated at the To n o ueens ry;• ; + i gust 19, 2011 SIGNED BY `' for the Town of Queensbury. Director of Building&Code Enforcement --------------------------- ------------------•-•-------------- OFFICE USE ONLY -�- - f f f i TAX MAP O. PERMIT NO. JUN i 3 7n» f f f � FEES: PERMIT RECREATION ENGINEERING00 S (If applicable) WN OF QUEENSBURY 0, _______________________________________________________________L_ fUt11tD1TdO'&-COf?I=3--- PRINCIPAL STRUCTURE: APPLICATION FOR ZONING APPROVAL & BUILDING PERMIT A PERMIT MUST BE OBTAINED'BEFORE BEGINNING CONSTRUCTION. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OFIIA''VALID PERMIT FOR CONSTRUCTION. APPLICANT/BUILDER: -44o ill OWNER: � bczv ADDRESS: 142+ I 9VJV fP 120f ADDRESS: 614P &L*rai PD. PHONE NOS. PHONE NOS. CONTACT PERSON FOR BUILDING &CODES COMPLIANCE: JOAAWAPHONE:_5SS'-As t- `1653 LOCATION OF PROPERTY: W(e [QC9fkY.�jL ?j HAS THERE BEEN A SITE PLAN REVIEW; VARIANCE OR SUBDIVISION APPROVAL? RYES ❑ NO IF SO, INDICATE APPLICATION NO.AND DATE OF APPROVAL: PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW- CHECK ALL THAT 0 ❑ U_ co w "APPLY TO YOUR F= p PROJECT 0 � O0 b! _ O = _ o w %mow "- w _ O � v w z O � H OH Of Z CIA cV U) O LL. F- LL. d 2 06 SINGLE FAMILY 1 _ TWO-FAMILY MULTI-FAMILY (NO.of UNITS ) TOWNHOUSE BUSINESS OFFICE RETAIL- MERCANTILE FACTORY OR INDUSTRIAL ATTACHED GARAGE(1,2,3) OTHER Town of Queensbury* Community Development-Office *742 Bay Road,Queensbury NY 12804 Revised 4/14/2010 PROJECT NAME: imP901 Office Use Only Staff Initials: BUILDING PERMIT SUBMISSION Date: CHECKLIST FOR: MULTIPLE DWELLING OR COMMERCIAL PROJECTS 1. Building'Permit Application Completed? Yes No N/A 2. Energy Code CommCheck and Inspector's Report Form? (2 copies) 3. Septic application completely filled out? (if applicable) 4. Electrical inspection agency selected? 5. Two (2) sets of the plans for each of the following: a. Floor plan(s) b. Foundation plan c. Cross Sections d. Elevations / e. Design loads including floor, snow load and.wind load f. Seismic design (required after January 2003) g. Plans signed and sealed by registered architect or engineer h. Window and door schedule 6. Two (2) site plans showing location of the structure to be built, location of well or . water lines, location of septic system or sewer line with all setbacks and separation distances shown, and all improvements to the property / 7. Solid Fuel Burning or Gas Appliance Form (if applicable) j c , 8. Driveway Permit Town of Queensbury* Community Development Office *742 Bay Road, Queensbury NY 12804 Revised 4/14/2010 IF COMMERCIAL OR INDUSTRIAL—NAMEQF NIKESS: ESTIMATED CONSTRUCTION COST: �WJ(7 ®p0 FUEL TYPE: /!�?i?Z HEAT TYPE: ! *HOW MANY FIREPLACE(S): AND/OR WOODSTOVES(S): O ZONING CATEGORY: ARE THERE WETLANDS ON THIS SITE? N d IS THIS A HISTORIC�SITE? 1J > PROPOSED USE OF BUILDING OR ADDITION: ��rAG1�1JL C �/�dd�Ict ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? ARE THERE EASEMENTS ON PROPERTY? NU *Please complete a separate Application for"Fuel Burning Appliances&Chimneys"available in our office I acknowledge no construction activities shall be commenced prior to issuance of a valid. permit. I certify that the application, plans, and supporting materials are a true and complete statement/description of the work proposed, that all work will be performed in accordance with the NY State Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to th above. Signed l/ Director of Building & Codes: 761-8256 (for questions regarding Building.Permits, construction codes or septic systems) Zoning Administrator: 761-8218 (for questions regarding required permits, the permit process, application requirements or to schedule an appointment) Town of Queensbury* Community Development Office *742 Bay Road, Queensbury NY 12804 6 Revised 4/14/2010 Permission is hereby granted to the above S This application / proposed action described Applicant to erect or alter the building ; ; herein is found to be in accordance with the described herein in accordance with said 01 S zoning Laws of the Town of Queensbury. 1 Application: 0 ; I + I / I I + , + + + I I + I + + ( + I I + I + I I I / I I + I + I ( BUILDING & CODES APPROVAL ; ZONING APPROVAL + + I I 0 , I I / + / + , I + DATE ; ; DATE 11 I , + , + I I I :___________________________________________! :__________________________________o_______: QUESTIONS? CALL 761-8256 OR EMAIL codes(a-gueensburv.net Office Use Only VISIT OUR WEBSITE FOR MORE INFORMATION www.gueensbury.net Operating Permit Issued: Yes No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditionsc 1 r Town of Queensbury* Community Development Office *742 Bay Road, Queensbury,NY 12804 Commercial Final Inspection Repo Office No.: (518) 761-8256 Date Ins ctio r ived: Queensbury Building&Code Enforcement Arrive: a Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's I NAME: 1l�Pp �PERMIT LOCATION: L) DATE: —Z — COMMENTS: Y N NA Chimney/"B'Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in IV or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior[Exterior Balusters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"1 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"QyCanopy or Equiv. Gas Valve Shut-off gN22g2d&Regulator 18" Above Grade Floor Bathroom W ht/Other Floors Oka Relief Valve Heat Trap I Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Sup&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 %doors > 10%> 1000 sq.ft. %Hour Corridor Doors&Closers N1 (:AM\.kl�)� Firewalis I Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors U Ceiling Fire Stopping, 3,000 sq.ft Wood Frame Attic Access 30"x 20"x 30" h , Crawl Spam Acoess 18"x 24" Smoke Vents Or Fan, if recluired Elevator Operation and Si /Shaft Sealed HandicapF2g Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters 34 in. Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond(Both sides Active Listening System and SWnage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required Final Survey, New Structure/Flood Plain certification U req. - As-built Septic§jatern Layout Required or On File Building Number or Tenant Address on Building or Driveway 4' Water Fountain or Cooler Building Access AN Sides by 20'/Driveable Surface 20'wide O!Lay To Issue Temp.or Pennanent CIO Okay To Issue C/C LABuilding&Codes FormslBuilding&CodesUnspeation ForrWCommercial Final Inspection ReporLdoc Revised January 7.2008 Inspection Form Town of Queensbury Fire Marshal C> Periodic Inspection Date: me: 742 Bay Road,Queensbury NY 12804 Re-Inspection 518 761 8206/518 761 8205 CO Inspection Permit#: Fire Marshals Representative /�� _MJ Palmer Business Name: J r Location: 6)C /I/GK Stillman Contact: _TeP,-b-J Type of Inspection N/A Yes No EXITS: Exit Access FC 1014&FC1029 NOTES Exit Enclosure FC 1020&FC1029 Exit Discharge FC 1024&FC1029 Locks and latches FC1008& FC1029.2 Sign:Normal FC 1011 &FC1029 Sign:backup FC 1011.5.3&FC1029.7.5 AISLES: Main Aisle Width FC 1024/1025&FC1029.11 Secondary Aisle Width FC 1025&FC1029.11 FIRE EXTINGUISHER: Hung FC 906 Inspection of extinguisher FC 906 EVAC Plan FC 404.6 TRUSS ID SIGNAGE FC 505.3 EMERGENCY LIGHTING: Interior FC 1006.3&FC1029.8 Exterior FC 1006.3 Clearance to Electrical FC 605.3 Electric Wiring Enclosed/Labeled FC 605.3.1 Combustibles in Equipment Rooms FC315.2.3 F.D.Si na e- FC 510 No Smoking Signs FC 310.3 Storage FC 315.2 Compressed Gas FC 3003 Vehicle Impact Protection FC 312.1 �,- Interior Finishes FC 803-804 Smoke Detectors FC 907 CO detectors FC 610 Clearance to Sprinkler/Ceiling FC 315.2.1 C 18" / 24" EVAC SIGNS IN Rooms FC 404.6 R1 &R2 Fuel Pump Warning Signs FC2205.6 Fuel Station Emer Procedures FC2204.3.5 Exterior Storage FC 315.3 UINSPECTIONDUE APPROXIMATELY. Vacant Buildings FC 311 21 DAYS SYSTEMS: FC 901.6 Insp OK NC DATE: OK NC Date Generator Annual DATE: OK NC Hood Installation Elevator Semi Annual FIRE ALARM Annual / DATE: OK NC HVAC Shutdown Sprinkler System Annual Sprinkler FDC Kitchen Suppression Semi Annual Fuel Island Suppression Semi Annual Hood Cleaning 3-6-Annual / Knox Box:installed/checked FC506 Operating Permit, if required will be issued after Completion of Inspection Framing 1 Firestopping Inspect ion Re rt Office No. (618)761-8256 Date! n Queensbury Building&Code Enforcement Arrive: rt: /pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initial NAME: O 1� q A ` PERMIT#: LOCATION: INSPECT ON: o — TYPE OF STRUCTURE: Y N A CO_N_ Framing Attic Access 27 x W minimum Jack Studs/Headers �� r Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly. 12°O.C. . Headroom 6 ft. 8 in. Stairweft 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes J Bearing Walls Metal Strapping for Notches Top Plate 1 viz w 16 gauge 8 16D naus each stile 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 cavft min. Garage Fire Separation House side%inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABuilding&Codes Forms-©LD Building&Codes%Jmq* Uon Fom7rarnlrog Flredoppft Inspection Repoltdoc Revised January 7,200 P III AD 0 X.. February 21,2011 Building Department Town of Queensbury �A.R C H I'T E C T U R E 542 Bay'Road Queensbury,NY 12804 INTERIORS RE: North Country Tiuports 616 Quaker Road, Queensbury Dear.Building Inspector, This letter shall be considered the Certificate of Completion for the above referenced project and serve to inform the Town that construction is complete. CHARLES JOHNSON' I have completed several on site construction observation visits during the course of construction.I have observed the completed construction work to date.and can state that to the best of my knowledge, information and belief, insofar as structural,fire,health and life safety are concerned,the work completed is in generatcompliance with the construction drawings and specifications as prepared by Paradox Design Architects and approved by the Town of Queensbury. In addition the insulated concrete forms used for the frost wall foundation are an acceptable alternative to formed concrete as shown on the drawings. Should you have any questions or comments,please do not hesitate to contact me.- Best regards, _- Charles Johns ADIRONDACK OFFICE Long Alley . Saratoga,NY 12866 Tel/Fax 518.583.0027 FINGER LAKES OFFICE P.O. Box 255 ' Honeoye Falls,NY 14472 Tel/Fax 585.624.5930 Commercial Final Inspection R Office No.: (518)761-8256 Date InspedI td Queensbury Building &Code Enforcement Arrive: a p epart: a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initial . NAME: &L��c �vj PERMI LOCATION: DATE• — COMMENTS: Y Ilk NA Chimney/'B"Vent/.Direct Vent L Plumbi Vent Through Roof /Roof 2291pje Exterior Finish/Grade Com 'fin-I or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior[Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.-38 in./Stop Risees 7"/Treads 11" Vestibules For Exit doors>3000 sq.fL All Doors 36 in.w/L4ver Handles/Panic Hardware, if required Exits At Grade Or Platform 36 w x 44'QjLqanopy or E uiv. -- Gas Valve Shut-off Exposed&Regulator 18° Above Grade Floor Bathroom V40ftht/Other Floors Oka Relief Valve Heat Trap/Water Temp.110 Degrees Maximum Boiler/Fumace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Sup&for Occu /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 fL or Within Line Of Site Oil Fumace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 100A> 1000 sq.ft. %Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dam rs/Fire Doors Ceiling Fire Stopping, 3,000 sq.It Wood Frame Attic Access 30°x 20°x 30° h ,Crawl Spew Ac oess 18°x 24' Smoke Vents Or Fan, if required Elevator Operation and Si /Shaft Sealed Handica Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters 34 in. Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond(Both sides Active Listening System and Signage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required Final Survey, New Structure/Fhmd Plain certification ff .As-builtSeptic System La out Required or On File Building Number or Tenant Address on Building or Drivewa 'i V 1 Water Fountain or'Cooler z— *Building Access AN Sides by 20'/Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C LABuilding&Codes Forms\Building&CodeMinspeclion FomrslCo nmercial Final Inspection ReporLdoc Revised January 7,2008 � COMMONWEALTH ELECTRICAL INSPECTION SERVICE,INC. Main Office 176 Doe Run Road-Manheim,PA 17545 MUNICIPAL CERTIFICATE - ELECTRICAL APPROVAL Permit No...... ....2. . ...Cert. N O 2 2 0 9 Cut-in Card No..................................... Owner.......................................�7 - � f(JCS - ..................................................................................................................... �j� Location.....^..4......Sr'Lw ....�v .................................................... CIT Installation Consisting of./.T .................................................................................................................................................................................... ............................,�.} ./n........................................................................... ............................................................... Installed By.....(..A....S.�I�L �Il Lic.No................................................... ............ ................................... The conditions following governed the issuance of this certificate,and any certificate previously issued is cancelled:- This certificate only covers the electrical equipment and installation conditions as of date. Upon the introduction of additional equipment or alterations,application shall be promptly made for inspection. Inspectors of this Company shall have the privilege of making ' tions at any time, and if its rules are violated,the Company shall have the righVtre ke this rti te. Date........e.....:......::::a............... INSPECTOR.......... .......... ...................... .................. .................... Memher N_F_P A._I.A.F._i. l Framing / Firestopping Inspection eport Office No. (518)761-8256 Date Inspection Queensbury Building&Code Enforcement Anive: d jQp a rt: arm 742 Bay Road, Queensbury, NY 12804 Inspector's Initial ; NAME: 21A, ERMIT A LOCATION: INSPECT ON: TYPE OF STRUCTURE: �A-7- Ot�� Y COMMENTS: Framing ANF)Wm s 22'x 30'minimum Jack Studs/Headers Braking/Bridging Joist hangers Jadc Posts/Main Beams ` 1 Exterior sheeting nailed properly t 12'O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 w 16 gauge 8 160 nam each slat Draft stopping 1,000 sq.fL floor trusses Anchor Bolts 6 ft. or less on center A Ice and water shield 24 inches from.wall Fire separation 1, 2,3 hour Fire wall.2, 3, 4 hour Flrestol*ng Penetration sealed 18 inch insulation in cavity min. Garage Fire Separation House side', inch or 5/8 inch Type X Garage side 5/8 inch Type X Coiling/wall Windows Habitable Space/Bedrooms 24 In. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABuilditp&Codes Fonas MiBuli ft&C0dG9VM edion FM*WmfnMg Fhdopp np Insp"on Report doe Revised January 7,2= Framing / Firestopping Inspection Report Office No. (518) 781-8256 Date Ins ction iv Queensbury Building &Code Enforcement Arrive: = 1 pm pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initia y NAME: o PERMIT#: LOCATION: INSPECT ON: — TYPE OF STRUCTURE: Y N N/A COMMENTS: raming A ' Access 22°x 30" minimum ck Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12° O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 Y2 w 16 gauge 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and 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'h inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABuilding&Codes Forrns-01-131Building Codeslinspection FormsTraming Firestopping Inspection Reportdoc Revised January 7,2008 /()-/z � C/o,/ Firestopping Inspection Report Office No. (518)761-8256 Date Inspection i Queensbury Building&Code Enforcement Arrive: 10"- part: am/ 742 Bay Road, Queensbury, NY 12804 inspector's Initi NAME: PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y A COMMENTS: Framing EEI��" Attic A s 22"x 30° minimum Jack Studs/Headers Bracing/Bridging � L Joist hangers Jadc Posts/Main Beams --�- Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Jig Headroom 6 fit. 8 in. t t Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/ w 16 gauge 8 16D We each side Draft stopping 1,000 sq.ft floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall.2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side%inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilinghyall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABuIldinp&Codes Fortns-0LDSuil ft&Codes'drgm ion Fom*$Fn>s*V FlmstoWng inspedion Repoltdoc Re Jamrpry 7,M Foundation Inspection Report Office No.(518)761-8256 Date!!r Queensbury Building&Code Enforcement Arrivepart: 742 Bay Rd.,Queensbury,NY 12804 InspeNAME: Al �/\, // LOCATION: — TYPE OF STRUCTURE: Comm n Y N NA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement crate. M rials r this purpose on site. Foundation/Vallpour -Rainfoneeent in Place Footing Dowels or Keyway in place j Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codes\Inspection forms\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Ins ection r ue ive . Queensbury Building&Code Enforcement Arrive: awl Dep ` m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initl S. NAME: /v4 ERMIT#: .---����""� .� LOCATION: (o PECT ON: TYPE OF STRUCTURE: Coast ents Y N N/A Footings -a 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 purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or'Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codes\Inspection Fors\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM D fC IE0MC DOWELL AUG 1 7I ENGINEERS TOWN OF Q SBURY powellengineers@gmail.com BUILDIN CODES 7493 E. Main St. Lima,NY 14485 STRUCTURAL CALCULATIONS (585)582-6361 Date: August 8,2011 pF NFL Project Name: North Country Imports ,�P�tHo NA.8 O Project Number: PE173 Location: 616 Quaker Rd. m A r Queensbury, NY Client: Paradox Designs—Architecture os6103 P.O. Box 255 'O F S1�N Honeoye Falls, NY 14472 S S _SHEET INDEX Section Page. Design Loads D1 Gravity Analysis G1 Lateral Analysis L1 Frame Analysis_ F1 Tower Analysis .T1 Appendix Al These calculations have been prepared by Powell Engineers to reflect conditions shown on drawings prepared by Paradox Designs—Architecture. These calculations are applicable for the elements referenced herein insofar as the conditions in these calculations are accurately reflected on the drawings. PE 173 Sheet DI DESIGN WIND LOADS ASCE 7-OS sECnON 6-ANALYTICAL PROCEDURE INPUT VALUES Existing building h(ft): 12 Kzt: 1.00 Project No: PE173 Roof Pitch: 1:12 Kd: 0.85 Horiz.Dim I to ridge(ft): 180 I:' 1.00 Horiz.Dim 1 to ridge(ft): 60 GCpi: 0.18 Exposure: B G:, 0.85 V(mph): 90. Slope("): 4.8 MAIN WIND-FORCE RESISTING SYSTEM LOADS Lateral Design Pressures �l Net Wall Pressure(psf) Windward Wind Direction Elev. Kz qz Pressure f to ridge -L to ridge 15 0.57 10.13 6.89 9.0 11.2 20 0.62 11.00 7.48 9.6 11.8 25 0.67 11.72 7.97 10.1 12.3 30 0.70 12.35 8.40 10.S 12.7 40 0.76 13.41 9.12 11.3 13.4 Kh: 0.57 50 0.81 14.29 9.72 11.9 14.0 qh(psf): 10.13 60 0.85 15.05 10.24 12.4. 14.5 , 70 0.89 15.73 10.70 12.8 15.0 Cp P(psf) 80 0.93 16.34 11.11 13.3 15.4 Internal: - 1.8 90 0.96 16.90 11.49 13.6 15.8 Windward Wall: 0.80 See--> 100, 0.99 17.42 11.84 14.0 16.1 Leeward Wall I I to ridge: -0.25 -2.2 120 1.04 18.35 12.48 14.6 16.8 Leeward Wall-L to ridge: -0.50 -4.3 140 1.09. 19.18 13.04 15.2 17.3 160 1.13 19.92 13.55 1S.7 17.9 Windward Roof: -0.18 -1:5 180 1.17 20.60. 14.01 16.2 18.3 Leeward Roof: -0.30 -2.6 200 1.20 21.23 14.44 16.6 18.7 Lateral Net Roof: 1.0 250 1.28 22.63• 15.39 17.5 19.7 300 1.35 23.84 16.21 18.4 20.5 350 1.41 24.91 16.94 " 19.1 21.2 400 1.47 25.88 17.60 19.8 21.9 500 1.57 27.59 1M& 20.9 23.1 Vertical Design Pressures(Includes internal pressure) Wind-Lto ridge Wind I to ridge Location: 0-h/2 h/2-h h 2h >2h Location: 0-h/2 h/2-h h-2h >2h to(ft): 6.00 12.00 24.00 to end to(ft): 6.00 12.00 24.00 to end Cp: -0.90 -0.90 -0.50 -0.30 Cp: -0.90 -0.90" -0.50 -0.30 P(psf): 9.6 9.6 6.1 4.4 P(psf): - 9.6 .9.6 6.1 4.4 r PE 173 Sheet D2 DESIGN WIND LOADS ASCE 7-0.5 SECTION 6-ANALYTICAL A`NALY ITICAL PROCEDURE COMPONENT.&CLADDING LOADS J Positive pressures are toward building,negative are away. Width of edge strip,a(ft): 4.8 Wall Design Pressures Wind Wall Pressures(psf) Description Span Trib Area Aeff 1 4,5 4 5- 12 48 i€ 9.84 -10.76 -12.39 i s E f!i!i 1 i Roof Design Pressures Wind , Roof Pressures(psf) Overhang(psf) Description Span Trib Area Aeff 1,2,3 1- 2- 3- 1-,2-oh 3-oh 30 300 3.85 -10.94 -12.97 -12.97 -14.57 -9.93 25 208 3.85 -10.94 -12.97 12.97. -15.72 -9.93 20 •133 3.85 -10.94 -12.97 -12.97 -17.13 -9.93 C 15 75 3.98 -11.07 -13.85 -15.12 -18.16 -12.46 10 33 4.33 -11.42 -16.35 -21.18 -18.51 -19.59 5 8 1 4.86 -11.95 -20.06 -30.19 -19.04 -30.19 I 5 3 i PE 173 Sheet D3 DESIGN WIND LOADS ASCE 7-05 SECTION 6-ANALYTICAL PROCEDURE INPUT VALUES. New Monoslope h(ft): 14.9 Kzt: 1.00 Project No: PE173 Roof Pitch: 1:12 Kd: 0.85 Horiz.Dim I I to ridge(ft): 180 I: 1.00 Horiz.Dim to ridge(ft): 60 GCpi: - 0.18 Exposure: B G: 0.85 V(mph): 90 Slope('): 4.8 MAIN WIND-FORCE RESISTING SYSTEM LOADS Lateral Design Pressures Net Wall Pressure(psf) Windward Wind Direction Elev. Kz qz Pressure ((to ridge Lto ridge 15 0.57 10.13 '6.89 9.0 11.2 17.8 0.60 10.64 7.23 9.4 11.s 20 0.62 11.00 7.48 9.6 11.8 Kh: 0.57 qh(psf): 10.13 Cp P(psf) Internal: - 1.8 Windward Wall: 0.80 See-> .Leeward Wall to ridge: -0.25 -2.2 Leeward Wall J-to ridge: -0.50 -4.3 Windward Roof: -0.18 -1.5 Leeward Roof: -0.30 -2.6 Vertical Design Pressures(Includes internal pressure) Wind J-to ridge Wind I I to ridge Location: 0-h/2 h/2-h h-2h >2h Location: 0-h/2 h/2-h h-2h >2h to(ft): 7.45 14.90 29.80 to end to(ft): 7.45 14.90 29.80 to end Cp: -0.90 -0.90 -0.50 -0.30 Cp: -0.90 -0.90 -0.50 -0.30 P(psf): 9.6 9.6 6.1 4.4 P(psf): 9.6 9.6- 6.1 4.4 PE 173 Sheet D4 DESIGN WIND LOADS ASCE 7-05 SECTION 6-ANALYTICAL PROCEDURE o, 0 Sle p COMPONENT&CLADDING LOADS Positive pressures are toward building,negative are away. Width of edge strip,a(ft): 6.0 Wall Design Pressures Wind Wall Pressures(psf) Description Span Trib Area Aeff i 4,5 4- 5 12 48 9.84 -10.76 -12.39 10, 33 .� 10.10 -11.01 -12.90 5 8 ! 10.94 -11.85 -14.59 I1 I ' e Roof Design Pressures Wind Roof Pressures(psf) Overhang(psf) Description Span Trib Area Aeff 1 .1,2,3 1- . - 2- 3- 1-,2-oh 3-oh New roof 30 300 3.85 -10.94 -12.97 -12.97 -14.57 -9.93 25 208 3.85 -10.94 -12.97 -12.97 -15.72 -9.93 20. 133 j 3.85. -10.94 -12.97 -12.97 -17.13 -9.93 i 15 75 3.98 -11.07 -13.85 -15.12 -18.16 -12.46 10 33 4.33 -11.42 -16.35 -21.18 -18.51 -19.59 5 8 4.86 -11.95 -20.06 -30.19 -19.04 .30.19 I ' I . . . t PE 173 Sheet D5 DESIGN WIND LOADS ASCE 7-05 SECTION 6-ANALYTICAL PROCEDURE INPUT VALUES pfA)Tower h(ft): 19.5 Kzt: 1.00 Project No: PE173 Roof Pitch: 1:12 Kd: 0.85 Horiz.Dim I I.to ridge(ft): AB&9' I: 1.00 Horiz.Dim toridge(ft): ,GO'� GCpi: 0.18 Exposure: B G: 0.85 . V(mph): 90 Slope(°): 4.8 MAIN WIND-FORCE RESISTING SYSTEM LOADS Lateral Design Pressures JI Net Wall Pressure(psf) Windward Wind DirpegLk Elev. Kz z- Pressure I tto ridge -� 15 0.57 10.13 6.89 11.5 20 0.62 11.00 7.48 ;� 12.1 25 0.67 11.72 7.97 12.6 30 .0.70 1235 8.40 0. 13.Q I Kh: 0.62 qh(psf): 10.92 CP. P(Pso Internal: - 2.0 Windward Wall: 0.80 See--> Leeward Wall I I to ridge: -0.25 -2.3 Leeward Wall--to ridge: -0.50 -4.6 Windward Roof: -0.18 -1.7 Leeward Roof: ;.GW_l-f _-A-6 -IZ, I Lateral Net Roof: - �W I 0.K Vertical Design Pressures(Includes internal pressure) Wind l to ridge Wind to ridge Location: 0-h/2 h/2-h h-2h >2h Location: 0-h/2 h/2-h h-2h >2h to(ft): 9.75 19.50 39.00 to end to(ft): 9.75 19.50 39.00 to end Cp: -0.90 -0.90 -0.50 -0.30 Cp: -0.90 -0.90 -0.50 -0.30 P(psf): 1p:3' � Ar P(PA: 1 . g,.s br.6 j.!;_ �. PE 173 Sheet D6 DESIGN WIND LOADS ASCE 7-05 SECTION 6-ANALYTICAL PROCEDURE COMPONENT&CLADDING LOADS Positive pressures are toward building,negative are away. Width of edge strip,a(ft): 6:0 Wall Design Pressures Wind I Wall Pressures(psf) I Description Span Trib Area Aeff 4,5 4- 5- Tower' 19.5 127 9.88 -10.86 -11.89 e . i I Roof Design Pressures Wind Roof Pressures(psf) Overhang(psf) Description Span Trib Area Aeff 1,2,3 1- 2- 3- 1-,2-oh 3-oh Tower 8 21 4.88 , -12.52 -19.10 -26.43 -20.17 -25.35 f . i • I 1 PE 173 Sheet D7 Conterminous 48 States 2009 International Building Code Latitude =43.321962 Longitude= -73.62317700000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv-= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.273 (Ss, Site Class B) 1.0 0.077 (S1, Site Class B) PE 173 Sheet D8 "IBC2006E.xls"Program Version 1.2 SEISMIC BASE SHEAR Per IBC 2006 and ASCE 7-05 Specifications Using Equivalent Lateral Force Procedure for Regular Single-Level Building/Structural Systems Job Name: INWh Country Imports Subject: Job Number: IPE173 Originator: BTP Checker: Input Data: Occupancy Category- _ _II IBC 2006,Table 1604.5,page 281 F - Importance Factor,I= F1.00xw ASCE 7-05 Table 11.5-1, page 116 Soil Site Class=# ' D x IBC 2006 Table 1613.5.2,page 303. Location Zip Code= -� - -�-(not required) hn Spectral Accel.,Ss= _0.273 ASCE 7-05 Figures 22-1 to 22-14 Spectral Accel.,Si = 0.077 ASCE 7-05 Figures 22-2 to 22-14 Long.Trans.Period,TL= 6.000 - sec.ASCE 7 Fig's.22-15 to 22-20 Structure Height,tin=_ 17.500 ft. V=Cs*W Total Seismic Weight,W= 1000.00 kips ASCE 7-05 Section 12.7.2 Seismic Base Shear Actual Calc.Period,Tc=µ 0.000 sec. from independent analysis (Regular Bidd.Configurations only) Seismic Resist.System= C4 Ordinary steel moment frames (ASCE 7-05,Table 12.2-1) Results: Site Coefficients: Fa= 1.582 _ IBC 2008 Table 1613.5.3(1), page 304 Fv= 2.400 IBC 2006 Table 1613.5.3(2),page 304 Maximum Spectral Response Accelerations for Short and 1-Second Periods: SMs= 0.432 SMs=F.-SS, IBC 2006 Eqn. 16-37,page 303 SM1 = 0.185 SM1 =Fv*Sl, IBC 2006 Eqn.1.6-38,page 303 Desl n S ectral Response Accelerations for Short and 1 Second Periods: SDS= 0.288 JSDS=2*SMs/3, IBC 2006 Eqn. 16-39,page 304 SDI _ -0.123 Soi =2*SMi/3, IBC 2006 Eqn. 16-40, page 304-- Seismic Design Category: Category(for SDS)_ _B _ W IBC 2006 Table 1613.5.6(1), page 306 Category(for SDI)= B IBC 2006 Table 1613.5.6(2), page 306 Use Category= B Most critical of either category case above controls Fundamental Period: Period Coefficient,CT= 0_.028 ASCE 7-05 Table 12.8-2, page 129 Period Exponent,x= 0.80 __ ASCE 7-05 Table 12.8-2,page 129 Approx.Period,Ta= 0.276_F sec., Ta=CT*hn"(x), ASCE 7-05 Section 12.8.2.1,Eqn. 12,8-7. Upper Limit Coef.,Cu= 1.654 ASCE 7-05 Table 12.8-1, page 129 Period max:,T(max)= 0.457 sec., T(max)=Cu*Ta, ASCE 7-05 Section 12.8.2,page 129 Fundamental Period,T=1 sec., T=Ta<=Cu*Ta, ASCE 7-05 Section 12.8.2,page 129 Seismic Desic n Coefficients and Factors: Response Mod,Coef., R= 3.5 ASCE 7-05 Table 12.2-1, pages 120-122 Overstrength Factor,flo= _3 ASCE 7-05 Table 12.2-1, pages 120-122 Defl.Amplif.Factor,Cd= _ 3� ASCE 7-05 Table 12.2-1, pages 120-122 Cs= 0.082 Cs=SDs/(R/I),ASCE 7-05 Section 12.8.1.1,Eqn. 12.8-2 CS(max)_ _ 0.127 For T<=TL,CS(max)=SD1/(T*(R/I)),ASCE 7-05 Eqn. 12.8-3 Cs(min)_ 0.013 CS(min)=0.044*SDS*I—0.01,ASCE 7-05 Eqn. 12.8-5(Suppl.2) Use:CS= 0.082 CS(min)<=CS<=CS(max) Seismic Base Shear: V= --- kips,V=CS*W,ASCE 7-05 Section 12.8.1,Eqn. 12.8-1 1 of 1 7/5/2011 2:46 PM C PE 173 Sheet D9 V , de 0. � IfSSu.rh C' or C'E>e�d' E W1( 5 C•r-� p���. ��►tom Fa.��t,v�. - I �.�,j 6 Bruns x2 @.so'v.�, p 3 • (vcrt n I -K ps 7-ri.�,. i - 7o P� I . PE 173 Sheet D 10 Snow Loads per ASCE 7-05 Description: PE173 North Country Imports Ground Snow Load,pg(psf): 60 Wind Exposure Category: B Roof Exposure Fully Exposure Factor,Ce: 0.90 Thermal Factor,Ct: 1.10 Snow Importance Factor, I: 1.00 Qfµl - > C,'-• e It gamma 21.80 Flat Roof Snow Loads,pf: 41.58 Roof Pitch _ /12 1 rS�le,,r jk Roof slope,theta 4.8 Unobstructed&slippery_ FALSESlope factor,Cs: 1.000 .3Sloped Roof snow load,ps: 41.58 - (f,. Unbalanced Load W(horiz.dist. eave'to ridge) 30.00 Worst case SNOW reaction (plf) hd 2.36 Simple span(L=W) Simple-span rafters(W<=20') n/a n/a Other:0.3 Ps 12.47 Windward Full Span (L=2W) hd y/sgrt(S) 14.88 Leeward@peak . 1251 Ps+hd y/sgrt(S) 56.46 Balanced load reaction (L­2W)(plf) over dist.=8/3 hd sgrt(s) 21.84 1247 Drift: hb 1.91 ��•. � lase+ Windward or Leeward? W o 04 W : ��� � - W L Diff in roof elev 3.50 4� 2:29* .2.50 5.08 T--...._ - hc 1.59 0.38 0.59 3.18 he/hb 0.84 0.20 0.31 1.67 Drift only req'd if he/hb>0.2 req'd NOT req'd. . req'd req'd lu 180.00 180.00 90.00 60.00 hd,calc 4.14 4.14 3.06 3.37 hd 1.59 0.38 0.59 3.18 he limit he limit. he limit he limit Pdrift 34.72 8.23- 12.92 69.24 total snow load at max drift 76.30 49.81 54.50 110.82 Width of drift,w 12.74 3.02 4.74 14.30 8hc Limit. 8hc Limit 8hc Limit 3,S b t-` rrfc'C rtvELy et��ck ro ,a pewc PE 173 Sheet G1 i New (Zodx Qv,'rLcc; l i -`� � --------.�.-- �p�:��- �.G(3-fps� =►Z� � _ —Io, `� � �k ,A-t— C10 P-< f YZ Psr- �(�� )CZO�� 4-6N 48 (iK L71+� c.�Q�:.f� 5, r H k i lit : SQ ? 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AZ�.•c;�-e/� `7� : C l-i.�-c.� W c-3 7-��q pvA i I ��g► e- q. t6 '7. 1w ' iL?.Ns . s.3 n X z"tS'yr Ila.. 6tzz� 132 = O, 13 Z. 14 f f 0��3Z .9 r � - r n C adl�� le— cC- I o ,��� 'r_v i i i i j i i i I i. i 1 I ' PE 173 Sheet L1 � i (Ct f s ' I I .`_`:: �SSGt•KIr�� 4 /2 -ro fbo t' £ ' LTG Z 7 Z 1e-7.7 i viz ra-oIlp— S Cx,s t,�►� I Zu"i (!fj, Z, 51)+6, SO) 2 , 1 O 3 gf3 \ i I •`�3 �- 0. 6s- F— 0.s7 (1-3-o S = �, g2 le- i �, c�,��4c: �,93�(,Z)s,-o,�`S.ro.57=�,og � = s. og k. ✓� i i i I iPE 173 Sheet L2 �. to J I Nb \j R-/4e. t r-3 G-- 'Tu`b fAj W-L >I p-t_e-7' I'pAj 1 l2r . IG . f j Ic- 1:� k;p r . -75 v-;c 1 I I 1 / 1 /� I + ad ✓� 10:v.cs"�i�sr gQv`P�v�s hq ivtVe,4 DN j " i % , "�{/7 C/L'�i �'��C.y��,..-6• 9v,/ .�j bti.•4. I fOGC�I V''-+� f W`•t f Y1.0' t'E-}CC`� / 1 , U(i K e l co-,-J J. Z,c?Z , S�'41 GL L S�viq U ��' J1TI� t> Qt?7214PPr / GrS 16q�a X� w�'U�' S�raP rFs Y3 -.fit. off" i f r" d-e5o��ic1- �.� Co��.twt� �.D.G D +-W� �t� 6� •�, Jr-Jrcc .`7 S It �s 3�ivn_ JD.G(lot"�)(zo•)(3 ) �•G l� �p--� S3S E PE 173 Sheet L3 � 'F(Z S Ac�NG Rtk,� z," 3b'• •� yS `IlJ z 14 11.17� (07 Il.sg� W( 6 I =yb I � I I I i 1 � I t s �1 � I v�--7-, l.e�� •. � r © .�- �fzrs�r� �Z.o • � — 1 vY�P�..� f oe,Z . La�p v � EX l s;r,��-- tI :Ll �.� PE 173 Sheet F 1 n s� �R �� ,�,� 1•'�PiJobs1173RatltCountry�n tCaks�tt3ttmdi,ceun Description: Typical Frame-Existing Structure I i ♦ '� V' Ih � i. i I I Joints... Joint Joint Coordinates Joint Label XO ft X Restraint Y Restraint Z Restraint deg 1 -30.0 0.0 Fixed Fixed 0 2 -30.0 10.330 0 3 0.0 11.580 0 4 30.0 10.330 0 5 30.0 0.0 Fixed Fixed 0 6 -20.0 10.750 0 7 -10.0 11.170 0 8 10.0 11.170 0 9 20.0 10.750 0 Members... Member Endpoint Joints Member 1 End Releases J End Releases Label I Property Label I Joint J Joint I Le eO I X Y Z X Y Z A Column 1 2 10.330 Fixed Fixed Foxed Fixed Fixed Fixed B Column 5 4 10.330 Fixed Fixed Fixed Fixed Fixed Fixed C JCI 22°Built uD B 2 6 10.009 Fixed Fixed Fixed Fixed Fixed Fixed D 0 36"Built-uo Be• 6 7 10.009 Fixed Fixed Fixed Fixed Fixed Fixed E X150"Built-up Be• 7 3 10.008 Fixed Fixed Fixed Fixed Fixed Fixed F JCI 60°Built-uo Ba 8 3 10.008 Fixed Fixed Fixed Fixed Fixed Fixed G X136°Built-up B 9 8 10.009 Fixed Fixed Fixed Fixed Fixed Fixed H JCI 22°Built-uo B 4 9 10.009 Fixed Fixed Fixed Fixed Fixed Fixed . Materials... Member Youngs Density Thermal Yield Label ksi kcf inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000650 50.00 PE 173 Sheet F2 . �?�Flralne 1�nalys�s. •.r � tsl�ans�t�sxd;cou r�,r«u�catcsyt7avrsa�ny�aa�eGs Description: Typical Frame-Existing Structure Z o Member Sections... Prop Label Group Tag Material Area Depth Width box lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 1n"4 1.0 in"4 NCI 22'Buift-uD Beam Group Steel 8.031 ln12 22.0 in 8.0 in 628.37 in^4 21,345 in"4 NCI 36'Buift-uD Beam GrouD Steel 10.656 inA2 36.0 in 8.0 in 1.977.13 in"4 21.353 in"4 NCI 50'Buift-uD Beam GrouD Steel 13.281 inA2 50.0 in 8.0 in 4,370.20 in"4 21.361 in"4 NCI Built-uD Column Column Steel 13.547 inA2 18.750 in 8.0 in 869.89 in"4 48.024 in"4 Joint Loads.... Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 Global X 0.050 k Member Distributed Loads.... Member Load Load Extents Load Magnitude Start ft Dead Roof Live Live Snow Seismic Wind Earth Label Direction End 10.330 End Mao: 0.1380 k/ft A Global Y 0.0 Start Man: 0.0460 kfft 10.330 End Mao: 0.0460 kilt B Global X 0.0 Start Man: 0.0860 klft 10.330 End Mao: 0.0860 kfft B Global Y 0.0 Start Mao: 0.0460 kfft 10.330 End Mao: 0.0460 kfft F Global Y 0.0 Start Mau: 0.20 0.840 klft 10.008 End Man: 0.20 0.840 Atft F Global Y 0.0 Start Mao: 0.0450 krft 10.008 End Man: 0.0390 ktft G Global Y 0.0 Start Mao: 0.20 0.840 ktft 10.009 End Man: 0.20 0.840 ktft G Global Y 0.0 Start Man: 0.0390 kfft 10.009 End Mad: 0.0330 loft H Global Y 0.0 Start Mao: 0.20 0.840 kfft 10.009 End Mao: 0.20 0.840 kf t H Global Y 0.0 Start Mao: 0.0330 klft 10.009 End Maq: 0.0270 klft C Global Y 0.0 Start Man: 0.20 0.840 kilt 10.009 End Man: 0.20 0.840 Wit C Global Y 0.0 Start Mao: 0.0270 kilt 10.009 End Mao: 0.0330 k1ft D Global Y 0.0 Start Mao: 0.20 0.840 klft 10.009 End Man: 0.20 0.840 k/ft D Global Y 0.0 Start Mao: 0.0330 Wit 10.009 End Mao: 0.0390 E Global Y 0.0 Start Mao: 0.20 0.840 klft 10.008 End Mao: 0.20 0.840 Wit E Global Y 0.0 Start Mao: 0.0390 � 10.008 End Man: 0.0450 Point Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label LoadCombination X Y Z X Y Z in in Radians k k k ft 1 +D 0.0 0.0 0.000488 3.990 7.556 2 +D -0,01024 -0.002309 0.000728. 3 +D -.0000030 -0.3675 0.0 4 +D 0,01024 -0.002312 0.000728 5 +D 0.0 0.0 -0.000488 - -3.990 7.566 6 +D -0.004758 -0.1850 -0.001555 7 +D -0.000419 -0.3266 -0.000660 8 +D 0.000412 -0.3266 0.000660 9 +D 0.004751 -0.1850 0.001555 1 +D+S+I•I 0.0 0.0 0.002211 18.103 32.778 2 +D+S+H 0.04624 -0.01027 -0.003303 PE 173 Sheet F3 Description: Typical Frame-E�c stng Structure Pe 30 oint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label I LoadCombination I in inRadians I k z k 3 +D+S+H -.0000030 -1.662 0.0 4 +D+S+F{ 0.04623 -0.01027 0.003303 5 +D+S+H 0.0 0.0 -0.002211 -18.103 32.788 6 +D+S+ -0.02140 -0.8377 -0.007029 7 +D+S+}{ -0.001842 -1.477 -0.002978 8 +D+S+H 0.001835 -1.477 0.002978 9 +D+S+H 0.02140 -0.8377 0.007029 1 +D+W+H 0.0 0.0 -0.000154 2.674 7.347 2 +D+W+H 0.05718 -0.002243 -0.001113 3 +D+W+H 0.06728 -0.3665 0.000111 4 -+D+W+H 0.07726 -0.002378 0.000332 5 +D+W+H 0.0 0.0 -0.001112 -5.037 7.775 6 +D+W+H 0.06346 -0.2049 -0.001531 7 +D+W+H 0.06742 -0.3385 -0.000560 8 +D+W+H 0.06816 -0.3129 0.000768 9 +D+W+H 0.07275 -0.1639 0.001572 1 +D+0.750L+0.750S+0.750W+H 0.0 0.0 0.001299 13.587 26.316 2 +D+0.750L+0.750S+0.750W+H 0.01333 -0.008229 -0.002948 3 +D+0.750L+0.750S+0.750W+H 0.05046 -1.337 .0000830 4 +D•+0.750L+0.750S+0.750W+H 0.08750 -0,008331 0,002362 5 +D+0.750L+0.750S+0.750W+H 0.0 0.0 -0.002248 -15.360 26.639 6 +D'10.750L'+0.7508+0.750W+H 0.03392 -0.6895 -0.005643 7 +D+0.750L-10.750S+0.750W+H 0.04940 -1.199 -0.002323 8 +Di0.750L+0.750S+0.750W+H 0.05229 -1.179 0.002471 9 +D+0.750L+0.750S+0.750W+H 0.06823 -0.6588 0.005673 1 +0.60D+W+H 0.0 0.0 -0.000349 1:077 4.325 2 +0.600+W+H 0.06128 -0.001320 -0.000822 3 +0.60D+W+H 0.06728 -0.2195 0.000111 4 +0.60D+W+H 0.07316 -0.001453 .0000410 5 +0.60D+W+H 0.0 0.0 -0.000917 -3.441 4.749 6 +0.60D+W+H 0.06536 -0.1309 -0.000909 7 +0.60D+W+H 0.06759 -0.2079 -0.000296 8 +0.60D+W+H 0.0680 -0.1823 0.000494 9 +0.60D+W+H 0.07084 -0.08994 0.000950 Extreme End Forces by Load Combination: Member_ Joint°I"End Forces Joint"J"End Forces 'Label Load Combination Axial Shear Moment Axial Shear Moment a +D 7.556 -3.990 0.0 -7.081 3.990 -41.220 b +D 7.566 3.990 0.0 -7.091 -3.990 41.220 c +D 4.284 6.907 41.220 -4.187 -4.607 16.455 d +D 4.187 4.607 -16.455 -4.088 -2.247 50.810 e +D 4.086 2.252 -50.810 -3.987 0.1685 61.284 f +D 4.086 -2.262 50.810 -3.987 -0.1585 -61.284 q +D 4.188 -4.617 16.455 -4.089 2.257 -50.810 h +D 4.284 -6.917 41.220 -4.188 4.617 -16.455 a +D+S+H 32.778 -18.103 0.0 -32.303 18.103 -187.0 b +D+S+H 32.788 18.103 0.0 -32.313 -18.103 187.0 c +D+S+H 19.443 31.515 187.0 -18.993 -20.815 74.927 d +0+8+H 18.993 20.815 -74.927 -18.541 -10.055 229.46 e +D+S+H 18.531 10.073 -229.46 -18.088 0.7466- 276.18 f +D+S+H 18.532 -10.083 229.46 -18.098 -0.7366 -276.18 q +0+S+H 18.994 -20.825 74.927 -18.542 10.065 -229.46. - h +D+S+H 19.443 -31.525 -187.0 -18.994 20.825 -74.927 a +D+W+H 7.347 -2.674 0.0 -6.872 4.099 -34.981 b +D+W+H 7.775 5.037 0.0 -7.30 -4.149 47.448 c +D+W+H 4.384 6.694 34.981 -4.287 -4.394 20.561 d +D+W+H 4.287 4.394 -20.561 -4.188 -2.034 52.781 e +D+W+H 4.186 2.038 -52.781 4.087 0.3816 61.123 f +D+W+H 4.254 -2.464 48.625 -4.154 0.04370 -61.123 q +D+W+H 4.355 -4.819 12.249 -4.256 2.459 -48.625 PE 173 Sheet F4 Brlme Ina srs' �'t tttxxe2 Fi73Nodncoungyjmpn��}CaCIpei73nauCca+mas.cce 1.,h"P KW-06008790Licensee Powell Enginedrs Description: Typical Frame-Existing Structure l/�l Extreme End Forces by Load Combination Member Load Combination Joint"I"End Forces Joint"J"End Forces oa o aon Label Axial Shear Moment Axial Shear Moment h +D+W+H 4.452 -7.119 -47.448 -4.355 4.819 -12.249 a +D+0.750L+0.750S+0.750W+H 26.316 -13.587 0.0. -25.841 14.656 -145.88 b +D+0.750L+0.750S+0.750W+1-I 26.639 15.360 0.0 -26.164 -14.694 155.23 c +D+0.750L+0.750S+0.750W+H 15.728 25.203 145.88 -15.367 -16.603 63.388 d +0+0.750L+0.750S+0.750W+H 15.367 16.603 -63.388 -15.003 -7.943 186.28 e +0+0.750L+0.7508+0.750W+H 14.995 7.958 -186.28 -14.637 0.7619 222.34 f +D+0.750L+0.750S+0.750W+H 15.046 -8.280 183.16 -14.688 -0.4404 -222.34 a +D+0.750L+0.750S+0.750W+H 15.418 -16.925 57.154 -15.054 8.265 -183.16 h +D+0.750L+0.750S+0.750W+H 15.779 25.525 -155.23 15.416 16.925 -57.154 a +0.60D+W+H 4.325 -1.077 0.0 -4.040 2.503 -18.493 b +0.60D+W+H 4.749 3.441 0.0 -4.464 -2.553 30.960 c +0.60D+W+H 2.670 3.931 18.493 -2.612 -2.551 13.979 d +0.60D4W+H 2.612 2.551 -13.979 -2.553 . -1.135 32.457 e. +0.60D+W+H 2.552 1.138 -32.457 -2.492 0.3142 36.609 f +0.60D+W+H 2.619 -1.559 28.301 -2.559 0.1071 36.609 a +0.60D+W+H 2.680 -2.972 5.667 -2.621 1.556 -28.301 h +0.60D+W+H 2.738 -4.352 -30.960 -2.680 2.972 -5.667 Extreme Member Forces Only Load Combinations giving maximum values are listed Member Label Axial Distance from T Joint Moment Distance from°I°Joint. Shear Distance from T Joint A 32.778k 0.0 ft 187.0 k-ft 10.330ft -1.077 k 0.0 ft Max 0.0 0.0 0.60 4.040 k 10.330 ft 0.0 k-ft 0.0 ft -18.103 k 0.0 ft Min 0.60 0.0 0.0 B 32.788 k 0.0 ft 0.0 k-ft 0.0 ft 18.103 k -0.0 ft Max 0.0 0.0 0.0 4.464k 10.330 ft -187.ok-ft 10.330 ft 2.553 k 10.330 ft Min 0.60 0.0 0.60 C 19.443 k 0.0 ft 187.0 k-ft 0.0 ft 31.515 k 0.0 ft Max 0.0 0.0 0.0 2.612k 10.009 ft -74.927k-ft 10.009ft 2.551 k 10.009 ft Min 0.60 0.0 0.60 D 18.993k 0.0 ft -13.979 k-ft 0.0 ft 20.815 k 0.0 ft Max 0.0 0.60 0.0 2.553k 10.009 ft -229.46 k-ft 10.009ft 1.135 k 10.009 ft Min 0.60 0.0 0.60 E 18.531 k 0.0 ft -32.457 k-ft 0.0 ft 10.073.k 0.0 ft Max 0.0 0.60 0.0 2.492 k 10.008 ft -276.44 k-ft 9.396 ft -0.7619 k 10.008 ft Min 0.60 0.0 0.0 F 18.532k 0.0 ft 276.43k-ft 9.396ft 0.7366k 10.008 ft Max 0.0 0.0 0.0 2.559k 10.008 ft 28.301 k-ft 0.0 ft -10.083 k 0.0 ft Min 0.60 0.60 ao G 18.994 k 0.0 ft 229.46 k-ft 10.009 ft -1.556 k 10.009 ft Max 0.0 0.0 . 0.60 2.621 k 10.009 ft 5.667 k-ft 0.0 ft -20.825 k 0.0 ft Min 0.60 0.60 0.0 H 19.443 k 0.0 ft 74.927 k-ft 10.009 ft -2.972 k 10.009 ft Max 0.0 0.0 0.60 2.680 k 10.009 ft -187.0 k-ft 0.0 ft 31.525 k 0.0 ft Min 0.60 0.0 0.0 PE 173 Sheet F5 ��D Frame Analysis� ' �' �� � ��ntlD�um�hisid'I'PWee�lPosvellErt9m�sstlds1173Norfh �1 _ 173R�tihcoUnryinDaLsecE . Lic. KW-06008790 Licensee Powell Engineers . :, k i -?-.] .. ..,�:. �......._ 3 'k ,A.. ..-..,..v �..7 •,,4� '� x s�:,� Y.Syi ... f �' ��.. ,-.f'1J]:Eit:ALt:�ti+lC.-'Iii832411'8>�s•G.1�711 Yec&2.0(10 Description: Typical F� ope Evj 1 !J I Joints... Joint Joint Coordinates Joint Label X ft X Restraint Y Restraint Z Restraint demP eg 1 -30.0 0.0 Fixed Fixed 0 2 -30.0 10.330 0 3 0.0 11.580 0 4 30.0 10.330 0 5 30.0 0.0 Fixed Fixed 0 6 -20.0 10.750 0 7 -10.0 . ' 11.170 0 8 10.0 11:170 0 9 20.0 10.750 0 Members... Member Endpoint Joints Member 1 End Releases J End Releases Label Property Label I Joint J Joint Le e X Y Z X Y Z A Column 1 2 10.330 Fixed Fixed Fixed Foxed Fixed Fixed B Column 5 4 10.330 Fixed Fixed ' Fixed Fixed Fixed Fixed C 4CI 22"Built-uo Be; 2 6 10.009 Fixed Fixed Foxed Fixed Fixed Fixed D 4CI 36'Built-uD Bei 6 7 10.009 Fixed Fixed Foxed Fixed Foxed Fixed E 4CI 50"Built-uD Bex 7 3 10.008 Fixed Fixed Fixed Fixed Fixed Fixed F 4CI 50"Built-uD Bu 8 3 10.008 Fixed Fixed Foxed Faced Fixed Fixed G 4C136'Built-uo Be; 9 8 10.009 Fixed Fixed Fixed Fixed Fixed Fixed H 4CI 22'Built-uD Bed 4 9 10.009 Fixed Fixed Fixed Fixed Fixed Fixed Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 50.00 PE 173 Sheet F6 2-D crane Ana[ sus ;; ' ' 'av«k1g�r > ��r� cow�r' �c , nncoonrmva�e Description: Typical �onoslopeAj L/ 0 Member Sections... Prop Label Group Tag Material Area Depth Width b(X lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in"4 1.0 in"4. NCI 22'Built-uD Beam Grouo Steel 8.031 in^2 22.0 in 8.0 in 628.37 in"4 21.345 in"4 NCI 36'Built-up Beam GrouD Steel 10.656 inA2 36.0 in 8.0 in 1.977.13 in"4 21.353 in"4 NCI 50'Bulk-uD Beam GrouD Steel 13.281 inA2 50.0 in. 8.0 in 4,370.20 in"4 21.361 in"4 NCI Built-uo Column Column Steel 13.547 1n"2 18.750 in 8.0 in 869.89 in"4 48.024 in"4 Joint Loads.... Load Load Magnitude Joint Label Direction Dead Roof Live -Live Snow Seismic Wind Earth 3 Global X 1.119 k Member Distributed Loads...., 'T)6s-jU made. Member 'Load Stan Extents Load Magnitude Label Direction End ft Dead Roof Live Live Snow Seismic Wind Earth 0.1380 10.330 End Mao: 0.1380 kf t A Global Y 0.0 Start Mao: 0.0460 k/ft 10.330 End Mao: 0.0460 kI t B Global X 0.0 Start Mao: 0.0860 k/ft 10,330 End Mao: 0.0860 k/ft B Global Y 0.0 Start Mao: 0.0460 k/ft 10.330 End Maq: 0.0460 k/ft F Global Y 0.0 Start Mao: 0.20 0.840 loft 10.008 End Mao: 0.20 0.840 loft F Global Y 0.0 Start Mao: , 0.0450 k/ft 10.008 End Maq: 0.0390 k/ft G Global Y 0.0 Start Mao: 0.20 0.840 loft 10.009 End Mao: 0.20 0.840 k/ft G Global Y 0.0 Start Mao: 0.0390 kIft 10.009 End Mao: 0.0330 kfft H Global Y 0.0 Start Mao:. 0.20 0.840 kilt 10.009 End Mao: 0.20 0.840 k/ft H Global Y 0.0 Start Mao: 0.0330 kfft 10.009 End Maq: 0.0270 kfft C Global Y 0.0 Start Mao: 0.20 0.840 ki t 10.009 End Mao: 0.20 0.840 k/ft C Global Y 0.0 Start Mao: 0.0270 k/ft 10.009 End Maq: 0.0330 k/ft C Global Y 0.0 Start Mao: 0.070> k/ft 10.009 End Maq: 0.070 k/ft D Global Y 0.0 Start Mao: 0.20 0.840 k(ft 10.009 End Maq: 0.20 0.840 kfft D Global Y 0.0 Start Mao: 0.0330 kI t 10.009 End Mao: 0.0390 kfft D Global Y 0.0 Start Mao: 0.070 kfft 10.009 End Mao: 0.070,/ k/ft E Global Y 0.0 Start Mao: 0.20 0.840 kfft 10.008 End Mao: 0.20 0.840 kfft _ E Global Y 0.0 Start Maq: 0.0390 kilt. 10.068 End Mao: 0.0450 loft E Global Y 0.0 Start Mao: 0.070 _N®�- -1 n L w k/ft 10.008 End Mao: 0.070Z. -KT " dP� kfft oint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label I LoadCombination I X Y Z X Y Z in in Radians k k k-ft 1 +D 0.0 0.0 0.000380 4.578 9.133 2 +D 0.01047 -0.002807 -0.001014 3 +D 0.02221 -0.4214 0.000101 4 +D 0.03395 -0.002478 0.000656 5 +D 0.0 0.0 -0.000739 -4.578 8.092 PE 173 Sheet F7 ���rattte,QR���(($I,R °�'4 �� y �� " 4 '��DoCu�SertlStB'fPWak�pDw�ilEnAin�sl,Cb051t73NdrtriGbUnUy'UhGalatO�cslpe1731uk�rCOuntyinDonsec� Lic.9:KW-06008790 Licensee Powell Engineers ..t._.. ,.:�. ... ..,rv:a., rl,..w.::. . "=;,�,:s ., � , >.: `I __��•_.� .,i,. _rf,,�r ,:t: _:1�'RCAI.A'��NC.'[883.2t)1t��dld�.1j 7fii.Ye�2(1DA Description: Typical Fram-ogoslope P Q 3 /' q oint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label I LoadCombination I X Y Z I X Y Z in in Radians k k k-ft 6 +0 0.01737 -0.2269 -0.001801 7 +0 0.02219 -0.3857 -0.000679 8 +D 0.02314 -0.3634 0.000835 9 +D 0.02826 -0.1974 0.001766 1 +D+S+H 0.0 0.0 0.002103 18.691 34.355 2 +D+S+H -0.02552 -0.01077 -0.003589 3 +D+S+H 0.02221 -1.715 0.000101 4 +D+S+H 0.06994 -0.01044 0.003231 5 +D+S+H 0.0 0.0 -0.002462 -18.691 33.314 6 +D+S+H 0.000723 -0.8797 -0.007275 7 +D+S+H 0.02077 -1.536 -0.002996 . 8 +D+S+H 0.02456 -1.514 0.003152 9 +D+S+H 0.04491 -0.8502 0.007239 1 +D+W+H 0.0. 0.0 -0.000770 2.727 8.718 2 +D+W+H 0.1342 -0.002676 -0.001745 3 +D+W+Fi 0.1465 -0.4204 0.000310 4 +D+W+H 0.1573 -0.002609 -.0000860 5 +D+W+H • 0.0 0.0 -0.001872 -6.160 8.507 6 +D+W+H 0.1430 -0.2650 -0.001759 7 +D+W+H 0.1473 -0.4090 -0.000491 8 +D+W+H 0.1482 -0.3384 0.001019 9 +D+W+H 0.1536 -0.1582 0.001801 1 +D+0.750L+0.7505+0.750W+H 0.0 0.0 0.000810 13.774 27.738 2 +D+0.750L+0.750S+0.750W+H 0.07630 -0.008677 -0.003494 3 +0+0.750L•;0.750S+0.750W+H 0.1154 -1.391 0.000258 4 +D+0.750L+0.7505+0.750W+H 0.1535 -0.008545 0.002031 5 +0+0.750L+0.750S+0.750W+H 0.0 0.0 -0.002881 -16.349 27.320 6 +D+0.750L+0.750S+0.750W+H. 0.09908 -0.7450 -0.005875 7 +D+0.750L+0.750S+0.750W+H 0.1150 -1.266 -0.002276 8 +D+0.750L+0.750S+0.750W+H 0.1180 -1.208 0.002711 9 +lX.750L+0.750S+0.750W+H 0.1348 -0.6576 0.005897 1 +0.60D4W+H 0.0 0.0 -0.000922 0.8957 5.064 2 +0.60D4W*H 0.130 -0.001553 -0.001340 3 +0.60D+W+H 0.1376 -0.2519 0.000269 4 +0.60D4W+H 0.1437 -0.001618 -0.000348 5 +0.600+W+H 0.0 0.0 -0.001676 -4,329 5.270 6 +0.60D+W+H 0.1360 -0.1742 -0.001039 7 +0.60D+W++i 0.1385 -0.2547 -0.000220 8 +0.60D+W+H 0.1389 -0.1930 0.000686 9 +0.60D4W*H 0.1423 -0.07926 0.001094 Extreme End Forces by Load Combination: Member Load Combination Joint"I°End Forces Joint"J"End Forces Label Axial Shear Moment Axial Shear Moment a +D 9.133' 4.578 0.0 -8.658 4.578 -47.294 b +0 8.092 4.578 0.0 -7,617 -4.578 47.294 C, +D 4.938 8.458 47.294 4.812 -5.458 22.395 d +D 4.812 5.458 22.395 -4.683 -2.398 61.757 e +D 4.681 2.402 -61.757 -4.553 0.7176 70.238 f +D 4.695 -2.762 54.751 -4.596 0.3425 -70.238 a +D 4.797 -5.118 15.388 -4.698 2.758 -54.751 h +0 4.894 -7.418 -47.294 -4.797 5.118 -15.388 a +D+S+H 34.355 -18,691 0.0 -33.879 18.691 -193.08 b +D+S+H 33,314 18.691 0.0 -32.838 -18.691 193.08 C +D+S+H 2O.096 33.065 193.08 -19.617 -21.665 80.866 d +D+S+H 19.617 21.665 -80.866 -19.136 -10.205 240.41 e +D+S+H 19,126 10.224 -240.41 -18.654 1.296 285.14 If +D+S+H 19.141 10,584 233.40 -18.697 -0.2357 -285.14 a +D+8+H 19.603 -21.325 73.860 A9.151 10.565 -233AO h +D+S+H 2O.052 -32.025 -193.08 19.603 21.325 -73.860 a +D+W+I{ 8.718 -2,727 0.0 -8.242 4.153 -35.533 PE 173 Sheet F8 game1R� /SISt10tWri?AESUE'WorIZlPomell6ng�neeis1i1173fibr1irfoa now raeailrra.Ise�zot�,surd s i; ,u� a KW-06008790 Licensee Powell Description: Typical Fra e-�oposlope nl Extreme End Forces by Load-Combination: Member Load Combination Joint"I"End Forces Joint"J"End Forces Label Axial Shear Moment Axial Shear Moment b +D+W+H 8,507 6.160 0.0 -8.032 -5.272 59.044 c +D+W+H 4.495 8,061 35.533 4.369 -5.061 30.183 d +D+W+H 4.369 5.061 -30.183 -4.240 -2.001 65.572 e +D+W+H 4.238 2.005 -65.572 -4.110 1.115 70.077 f +D+W+H 5.405 -3.149 50.722 -5.306 0.7289 -70.077 a +D+W+H 5.507 -5.503 7.499 -5.408 3.143 -50.722 h +D+W+H 5.604 -7.803 -59.044 -5.507 5.503 -7.499 a +D+0.750L+0.750S+0.750W+H 27.738 -13.774 0.0 -27.263 14.843 -147.81 b +D+0.750L+0.750S+0.750W+H 27.320 16.349 0.0 -26.844 -15.683 • 165.44 c •+D+0.750L•+0.750S+0.750W+H 15.974 26.616 147.81 -15.584 -17.316 72.089 d +D+0.75OL+0.750S+0.750W+H 15.584 17.316 -72.089 A5.191 -7.956 198.61 e •+D+0.750L+0.750S+0.750W+H 15.183 7.971 -198.61 -14.797 1.449 231.29 f +0+0.750L+0.750S•+0.750W+H 16.062 -8.919 185.72 -15.704 0.1987 231.29 p +D+0.750L+0.750S+0.750W+H 16.434 17.563 53.325 -16.070 8.903 -185.72 h +1)+0.750L•+0.7505+0.750W+H 16.795 -26:163 -165.44 -16.434 17.563 -53.325 a +0.60D+W+H 5.064 -0.8957 0.0 -4.779 2.321 -16.616 b +0.60D+W+H 5.270 4.329 0.0 -4.985 .-3.440 40.126 c +0.601)+W+H 2.520 4.678 16.616 -2.444 -2.878 21.225 d +0.60D+W+H 2.444 2.878 -21.225 4.367 .-1.042 40.870 e +0.60D+W+H 2.366 1.044 -40.870 -2,289 0.8279 41.981 f +0.60D+W+H 3.527 -2.044 28.822 -3.467 0.5919 -41.981 o +0.60D+W+H 3.588 -3.456 1.344 -3.529 2.040 -28.822 h +0.60D+W+H 3.646 -4.836 40.126 -3,588 3.456 -1.344 Extreme Member Forces Only Load Combinations giving maximum values are listed Member Label Axial Distance from T Joint Moment Distance from T Joint Shear Distance from T Joint A 34.355k 0.0 ft 193.08 k-ft 10.330ft -0.8957 k 0.0 ft Max 0.0 0.0 0.60 4.779 k 10.330 ft 0.0 k-ft 0.0 ft -18.691 k 0.0 ft Min 0.60 0.0 0.0 B 33.314k 0.0 ft 0.0k-ft 0.0 ft 18.691k 0.0 ft Max 0.0 0.0 0.0 4.986 k 10.330 It -193.08 k-ft 10.330 ft 3.440 k 10.330 ft Min 0.60 0.0 0.60 C 20,096 k 0.0 ft 193.08 k-ft 0.0 ft 33.065 k 0.0 ft Max 0.0 0.0 0.0 2.444 k 10.009 ft -80.866 k-ft 10.009 ft 2.878 k 10.009 ft Min 0.60 0.0 0.60 D 19.617 k 0.0 ft -21.225 k-ft 0.0 It 21.665 k 0.0 ft Max 0.0 0.60 0.0 2.367k 10.009 ft -240.41 k-ft 10.009 ft 1.042 k 10.009 ft Min 0.60 0.0 0.60 E 19.126k 0.0 ft -40,870k-ft 0.0 It 10.224 k 0.0 ft Max 0.0 0.60 0.0 2.289k 10.008 ft -285.86 k-ft 8.987ft A.449 k 10.008 ft Min 0.60 0.0 .0.0 F 19.141 k 0.0 ft 285.16 k-ft 9.804 ft 0.2357 k 10.008 ft Max 0.0 0.0 0.0 . 3.467 k 10.008 ft 28.822 k-ft 0.0 ft -10.584 k 0.0 ft Min 0.60 0.60 0.0 G 19.603 k 0.0 ft 233.40 k-ft 10.009 ft -2.040 k 10.009 ft Max 0.0 0.0 0.60 3.529 k 10.009 ft 1.344 k-ft O.O ft 21.325 k 0.0 ft Min 0.60 0.60 0.0 H 20.052 k 0.0 It 73.860 k-ft 10.009 ft -3.456 k 10.009 It Max 0.0 0.0 0.60 3.588k 10.009 ft -193.08 k ft O.Oft -32.025 k 0.0 ft Min 0.60 0.0 0.0 North Country Imports(PE173) Frame Member Force Comparison Existing Structure New Monoslope New/Exist Member Axial Moment Shear . Member Axial Moment Shear Member, Axial Moment Shear A 32.778 187.000 -1.077• A 34.355 193.080 -0.896 A 1.048 1.033 9.832 4.049 9.099 -18.103 4:779 9-099 -18.691 i483 1.032 B 32.788 0.000 18:103 B 33.314 9-099 18.691 B 1.016 1.032 4-064 -187.000 2.553 4.985 -193.080 3.440 1P 1.033 1r3 47 C 19.443 187.000 31.515 C 20.096 . 193.080 33.065 C 1.034 1,033 1.049 2.6512 -74.927 2.55i 2.444 -89.866 3$78 0.936 1.979 :428 D 18.993 -13:929 20.815 D 19.617 -21.225 21.665 D 1.033 i.51:8 1.041 2.553 -229.460 1 IRS; 2.36:7 .-240.410 4:942 9.927 1.048 9.948 E 18.531 -32.457 10.073 E 19.126 -49 879 10.224 E 1.032 1.259 1.015 493 -276.440 -8-.:762 2.289 -285.860 -1449 9.9&9 1.034 1 .992 F 18.532 276.430 9.737 F 19.141 285.160 9.236 F 1.033 1.032 9.320 2.559 28.391 -10.083 3.46:7 38.822 -10.584 1.355 LOU 1.050 G 18.994 229.460 -L356 G 19,603 233.400 -2.949 G 1.032 1.017 i 2 624 5.662 -20.825 3.529 1.344 -21.325 1.346 9.237- 1.024 H 19.443 :74.92:7 H 2O.052 73569 -3.456 H 1.031 0..986 1..163 2.680 -187.000 -31.525 3388 -193.080 -32.025 1.339 1.033 1.016 Only compare maximum absolute value(+or.-). (Other values struck out..) q (I VVI em Ity- d tri • r / ( t v �J J (�D ' 'TJ PE 173 Sheet Tl 6 137 — Z Z- rL $ IK �ti-r ��ll�/ar C f C,'� �8Z- `t9�3�� (%•F e�7 �-vY Pr'��e-r��.e-S .. l V a 15� !b 5 �y ✓o i t- i S,a`/ 9�y y zq L L ✓a V- �--- M���G T�•�le 16 o y, � i S f cls 3('ctct o� /Ll I �c O// C� W "V-e Ss,NA 60os G' _TI ZC( w :f-L- rors.� I> f'fdpsC L 1 PE 173 Sheet T2� f o e1,ter- s t,, Oct,4( s f j i -rO act 0 12,1el Ira (S', •� ,��.5 �-- C�-�s�'��„�4 ve. eke�l �a7� r, r- �—.4� bF F: ~, I I srfcr42 i OI-Ay (MgpC-CTrpN us,-t 3/g„ el-y,,00�k, Ar CwP TO,/ �D Z 7oz -r' � 175S� IFg' use 14 ��. 10 filzr}�rc A ,-ram FF (� ` b • PE 173 Sheet Al 5:NFo(LMATIOA) Cp(LOJIt)GfJ T'D s � 71iYI�■■Y � �'&�x� '�� �,�"!`�.�k^��2�,'$5� �Al*"�� fiti�t �'a�� 'ii. � r �i '+�'ahy 7Yc 'fS^g.r�+� .'�,;.,, �7��7`:::7Yr1�r�7�- v,:.<S�^.+c�. ��si���+nf."u�.s�v'v.�s °. �9.��,� �.�._:fW:-.�....s.:._.�•».,:s2v�.b.....�`ad-x._w-:��.:x�er,•,:±`a�.s.h.,,-_«:&�y��._� 1484 ROUTE 9 FORTEDWARD NY 12828 Phone518.793.0207 Fax 866.468A711 r ��t' � � .a.'.a.,,�.rk,.,�h,..<>�..�.uw.,H.-.axi:.^•uew.,cwwxa<t.su��,b ,,,,.-�# .y �.t"^' GAG� .`.:f�.� 'i &i Z?L•1:.�a . }� i }x•�#fi,, x s 6 GNU y�j"� ��GI r.'F"°a 4 _t•�S r9N �+ry .F'.. '''`�.y� dkaF+'='.w.cbcy'�.c.+.c.ikM(�uodS,.....s3.�w..ti✓S::S.'rx"r' rsWt�1..Y... Iy} ]� .✓��G'-rir+' 3f'e« Wag Ito -.B xIA'/4 ;3 FIA040e r 1Ap. w Ar' �. R-414 $xll $ gyp y 'Zol I • PE 173 Sheet A2 1::Z Z AA C SCREWSSO-Drilling Fasteners To achieve the loads shown in this catalog,the Designer must verify that #8 x 3/4" #10 x 3/4" #14 x 1" the self-tapping:screws used have an allowable load capacity equal to or greater than those shown in the table below. Hex head screw sizes shown are required for connectors in this catalog. Where sheathing or finishes will be applied over the screws and low profile heads are needed,such as with bracing connectors,hurricane ties,and Shown stud-plate ties,the Designer is to ensure that the minimum screw head Actual Size diameter complies with ASME B18.6.4. ; � I z a . Minimum ASO Loads for C-CF310 Connector Screws U Shear Tension Nom[nai Washer Stihar P S P s� iertsion Pult-Dui P sz P sz St:rewio Diameter Diameter Steet Thtctmttss mil a Steel Thidtness mil y Des[geat[on P�/S2 P�/i2 o d{ dw -. 33 9S 4343 34=54 .. 68-68 9Z-9? 33' 43 b4 68. 97. 20-20 =18=y8 8=16= 14-14 12:12 28 ,.. �8 16. 14 _ 12 :. #8 0.164 0.318 335 165 245 335 335 — 655 70 95 145 150 — #10 0.190 0.375 555 175 265 535 555 555 880 85 1 110 1 180 1 220 1 355 #14' 1 0.242 0.500 1 810 200 1295 605 8101 810 1225 80 1 140 1 185 1 200 1 320 0 1. The tabulated loads may be multiplied by a Factor of Safety(s1)of 3 to determine the 4. Minimum base metal thickness is based on AISI General Provisions Standard Table fi screw nominal strength.The LRFD load may be determined by multiplying the nominal A5.1-1.Design thickness shall be the minimum base metal thickness divided by screw load by a Resistance Factor(m)of 0.50. 0.95. Design thickness for the steel sheets are:33 mil=0.0346',43 m11=0.0451',54 2. Self-tapping screw fasteners for steel-to-steel connections used for connectors in this mil=0.0566%68 mil=0.0713',and 97 mil=0.101T. catalog shall be in compliance with ASTM C1513. 5. Minimum required screw length is the greater of 3(4"and the minimum length 3. Values are based on cold-formed steel(CFS)members with a minimum yield strength, required for the screw to extend through the steel connection a minimum of(3) Fy,of 33 ksi and tensile strength,Fu of 45 ksl for 43 mils(18 ga)and thinner and a exposed threads per AISI General Provisions Standard Section D1.3. minimum yield strength of 50 ksi and tension strength of 65 ksi for 54 mils(16 ga) 6. Screw diameters per 2001 AISI NAS Commentary Table C-E4-1. and thicker. 7. /,'self-tapping screws may be substituted for#14 screws. %cZ'DM AAG NOTES: r ell Section properties and allowable are computed in accordance t with AISI North American Specification.2007 edition o x x Ix and le are for deflection determination S.and Sy are for bending Ya Material is either ASTM A653-06 Gr.55 or A1011-04 HSLAS Gr.55 Ckl az Fy=55 ksi Fu=70 ksl Y DIMENSIONAL PROPERTIES ALLOWABLE S AXIS X-X AXIS Y Y Positive Negative Positive- Negative Section Name D x B1 x B2 Gage Ma tUta Thickness Weight Area Lip Va Ix Sx. S,. Rx iv Sy. Rv CO)(in) (in) 4b�) (in) (in) (k-R) (k-� (laps) n n in (In) Gn) M) (in) 8.0x3.5Z16 8.0 x 3.125 x 3.375 16 0.059 3.197 0.94D 0911 5.016 5.049 2A35. 9.620 1.828 1.840 3.199 2.581. OA93 1.657 8.0x3.5Z14 8.0 x 3.125 x 3.376 14 0.070 3.793 1.116 0.93o 6.412 6.394 4.078 11.378 2.336 2.330 3.194 3.D76 0.575 1.661 8.0x3.5Z13 1 8.0 x 3.125 x 3.376 13 0.085 4.606 1.355 0.956 7.987 7.999 7.330 13.758 2.910 2.915 3.187 3.759 0.703 1.666 7 8.0Q 5Z12 8.0 x 3.125 x 3.375 12 1 0.105 SAM 1.673 0990 10565 10.350 12.170 16.898 3.850 3.771 3.178 4.680 0.995 1 1.672 8.0x3.0Z16 8.D x 2.625 x 2.875 16 1 0.059 2.997 0.881 0.911 4-QW 5.041 2.435 8.690 1.816 1.837 3.140 1.725 0.418 1.399 8.Ox3.OZ14 8.0 x 2.625 x 2.875 14 0.070 3.555 1.046 0.930 6.186 6.184 4.078 10278 •2.254 2253 3.135 2.057 0.4a4 1.403 8.Ox3.OZ13 8.0 x 2.625 x 2.875 13 0.085 4.317 1270 0.956 7,992 7.713 7.330 12.426 2.912 2.810 3.128 •2.514 0.667 1.407 8.Ox3.0Z12 8.0 x 2.625 x 2.875 12 0.105 5.333 1.568 0.990 10.301 10.350 12.170 '15261 3.763 3.771 3.119 3.133 0.972 1.413 8.0x2.5Z16 8.0 x 2.125 x 2.375 16 0.069 2.798 0.822 0.911 4.909 4.932 2.435 7.759' 1.789 1.797 3.072 1.D81 0.344 1.146 8.0ra.5Z14 8.0 x 2.125 x 2.375 14 0.070 3.317 0976 0.930 6.103 6.006 4.078 9.177 2224 2.189 3.067 1.289 0.432 1.150 8.0r2.5Z13 8.0 x 2.125 x 2.375 13 0.085 4.028 1.185 0.956 7.480 7.479 7.330 11.095 2.725 2.725 3.080 1.577 0.546 1.154 8.W.5Z12 8.0 x 2.125 x 2.375 12 0.105 4.97.6 1.463 0.9W 9.185 9.186 12.170 13.624 3.347 3.347 3.051 1.967 0.678 1.160 9.04ZZ16 9.0 x 3.126 x 3.375 16 0.059 3.398 0.999 0.911 6.630 6.669 2.148 12.625 2.051 2.062 3.555 2.581 0.494 1.607 9.Or13.5Z14 9.0 x 3.125 x 3275 14 0.070 4.031 1.186 0 7.353 7.440 3.597 14939 2.679 2.711 3.550 3.077 OZ77 1.611 9.0x3.5Z13 9.0 x 3.125 x 3.375 13 0.085 4.895 1.440 0.9516 9.385 9.392 6.463 18.075 3.419 3.422 3.643 3.759 0.705 1.616 9.0x3.5Z12 9.0 x 3.126 x 3.375 12 0.105 6.047 1.778 0 12.376 12.127 12.170 22217 4.509 4.419 3.535 4.680 0996 1.622 '-d �1 • W e-P Revision Date:September 23,2010 4 of 7 ��►' PE 173 Sheet A4 Section Properties Structural (S) Stud Section Properties �� a :.�"�£,a..�T�l� a vTfudmeSsa J11e2 ;Weght Gacg SAX:? 3Rz, I�r FBy uhoSS1bcMa' ,Va YCO I�c� S�cr Rom 25CS137-33 0.0346 0.197 0.67 0.203 0.163 1.015 0.052 0,515 0.203 0.156 3.09 1040 1.272 0.079 0.075 -1.170 1.633 0.486 25OS137-43 0.0451 0.255 0.87 0.261 0.208 1.010 0.067 0.511 0.261 0.205 4.53 1350 1.260 0.173 0.094.-1.158 1.620 0.489 250S137-54 0.0566 0.316 1.07 0.318 0.255 1.004 0.080 0.504 0.318 0,255 5.76 1656 1.250 0.318 0.244 8.22 2510 1.274 0.337 0.113 •1.150 1.608 0.488 25OS137-68 0.0713 0.390 1.33 0.386 0.309 0.994 0.095 0.495 0.386 0.309 7.19 2017 1.250 0.386 0.30E 10.65 3057 1.251 0.661 0.134 -1.142 1.593 OAB6 250S162 3;.. 0.0346 0.223.`, 0.76.°.0235 0,188.::1.027. 0.087. 0:824' 0:235 :0:180-3.55:.]040 a274 0.089. 0.144 -1.501 1.923 0.390 250S162-.43 .0;0451 0 289`: 0 98:':'D.302."0.242 .1.022',0.111._0.620: 0.302:..024.0. "5.22.1350 :1.253 0.196 .0.182 -1.489 1.909 0.392 250S162-54, ,0.0566;, 0.358 i 122 ':0,370'0.298 1 016' GAS -0.613. .0.370.0.296:6:57.'1656'1250 0.370'0.298:9,62'2510.1.267 0.393 0219 -1.482 1.898 0391 250S162 69 0:0713 = 0.443. 1.51 'OA50 .Oi360 1:007 0.162 0.605 0.450 0,360 821 2017 1:250 0.460.0.357 12.10 3057 1.255 0.752 0.262 -1.474 1.BB5 0.389 -ter Riv,TY"4b"`. .M. _ _ _a_�'Q,",s.-. -bra-''. '�.s,,- 35OS162.33 0.0346 0.268 0.88 0.508 0,290 1.404 0.098 0.617 0.508 0.279 5.50 1046 1.779 0.103 0.273 -1.351 2.044 0563 3508162.43 0.0451 0.334 1.14 0.654 0.374 1.400 0.125 0,612 0.654 0,372 8.08 1777 1.755 0.227 0.345 -1.339 2.031 0.565 350Si62-54 0.0566 0.415 1.41 O,8D4 0,460 1.392 0.152 0.606 0.804 0.460 10.20 2403 1.750 0.804 0.447 13.37 3446 1.773 0.443 0.418 •1.331 2.019 0.566 350S162-68 0.0713 0.515 1.75 0,985 0,563 1.383 0.184 0.597 0.985 0.563 12.83 2959 1.750 0,995 0.557 18.89 4483 1.758 0.872 0.503 -1.321 2.004 0.565 .. ._. � 362S137-33'. 0.0346 UN: 0.80 0.479",0.26.4.1.424 :0.059 4.501 ;0.479.0.254 5.02 1039 1:842 0.094 0.162 -1.026 1.826 0.684 362S137-43 0.0451 UM'. .1.04 ,0.616 0340.:1.419..,0.075 0497.;0616:0:334 7,38 1777 1.826 0207.0204:4.015 1.814.0.687 362S13754 OD566 0379' ' 129 :0?56 04t7_tA11.. 0091 0490;:;0756 0:417:'943 2497 1812 :0756 0400 1347 3446 1.844 0.405:0246 4.006 1.801 0.688 362S13Z68:••,0,0713 0470;;,160:.r.0.922 :0.509='7d41.:;0;10810.480''A922[0.508.1h87.�3M 1-.M' 0,922 U.508 :0 17SG'4661 1.814 M-:'294 -0.9.96 "1.784 0.689 362S162-33 0.0346 0.262 0.89 0551 0.304 1ASO 0.099 0,616 0.551 0.292 5.77 1039 1.843 0.105 0.293 •1.335 2.065 0.582 3625162-43 0.0451 0.340 1.16. 0.710 0.392 1.445 0.127 0.611 0.710 0.389 8.46 1777 1.818. 0230 0.371.•1.323 2.052 OS85 362S162-54 0.0566 OA22 1.44 0.873 0.481 1.438 0.154 0,604 0.873 0.481 10.69 2497 1.812 0.873 0.468 KOO 3446 1.836 0.451 0.449 -1.314 2.040 0.585 362S162-68 0.0713 0.524 1.78 1.069 0.590 1.429 0.186 0.596 1.069 0.590 13.44 3076 1.812 1,069 0.584 19.80 4661 1.820 0.887 0.540 -1,305 2.024 0.585 362S44433. ..0:0346 .:.0297:.. 1.01 0:648;: 8:0.35 :'1,478::0.177 .0.772 0.649 0 318.'629.,1039 1.898 0.118 0571 -1.770 2.432 0.470 362S200.43= '0.6451 - 0:385 1.31 "0:836:;:0:461; :1'.474.'�OJ27 0.767. 0.886 0.448 8.85::1777 1:834' 0.261 0.726 •1.758.2.419 0.472 3628200.54. .0.0566 :. 0.479`:1.63 11.030 :0.568:L467'.%0.277 0.761 1.030.:0.5681236.2497 1.812 1.030 0.509 1525 3446 1.898 0.511 0.884 -1.750 2.407 0.471 368200.68 D 6713 0 595 2.02 1*A5 0 698 1 458 0.337 0 763 . 2165 0.698 15.54 3076 1.812. 1.265.0.673 22.34 4661 1.844 1.008 1.070 -1741 2,393 0.470 "�,5 -_.�::�:.. ,.Y+"n}e4s'�..... "• z�....:,_ 4ODS137-33 0.0346 0.249 0.85 0.603 0.301 1.556 0.061 OA96 0.603 0.290 5.74 936 2.031 0.099 0.200 -0.987 1,908 0.732 40OS137-43 0.0451 0.323 1.10 0.776 0:388 1.551 0.078 0,491 0.776 0.362 8.43 1777 2.014 0.219 0.253 -0.976 1.897 0335 40OS137-54 0.0566 0,401 1.36 0.953 0,477 1.542 0.094 OA84 0.953 0.477 10.78 2777 2.000 0.953 OAS7 15.40 3446 2.034 OA28 0.305 -0.967 1.884 0.737 40OS137-68 0.0713 0.497 .1.69 1.165 0.582 1.531 0.112 0.475 1,165 0.582 13M 3429 2.000 1.165 0.581 20.10 5196 2.002 0.842 0.365 -0.956 1366 0.738 AOOS162 33:. 0.0346''.:0275 0.94'.0.692':40:346.':1.596 0.103 0.611 .0.692::0.332.657 936 2.032 0.110 0.358 •1.288 2.133 0.635 90DSi6243.`.:O.0451 0'357- 1.21 ; 0'892 0.446,':1581'..0:131: 0.606 0.892 0.443 9.63.1777 2A06 0242 OA53 -1.276 2.121 0.638 400$16254- 0.0566 6.443...1.51. 1.098 0.549 1'.574:.;0.159,.4600 1.098 0.549 12.18 277.7 2000 1,098 0,533 15.96 3446 2.026 0.473 0.550 -1.268 2.108 0.638 400S162-68 . ,0.07i9 -0.550`c:;1:87`:::1346:;O.673 .1564.' 0.192:.6.591 1.346'0.673..15.34.3429 2.000 1:346 0.666 22.60.5196.2.OD9 0.933 0.663.-1.258 2.092'0.639 400S206.33 6.0346 0.310 1.05 0.812 0.406 1.619 0,183 0.769 0.805 0.362 7.16 936 2.091 0.124 0.689 -1.715 2.481 0522 40OS200-43 0.0451 0.402 1.37 1.047 0.524 1.615 0.235 0.764 1.047 0.509 10.06 1777 2.023 0.272 0.876 •1.703 2.468 0.524 40OS200-54 0.0566 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.646 14.06'2777 2.000 1.292 0.580 17.36 3446 2.091 0.534 1.068 -1.695 2.456 0.524 40GS200-68 0.0713 0.622 2.12 1.589 0.795 1.599 0.349 0,750 1.589 0,795 17.68 3429 2.000 1.589 0.766 25A1 5196 2.035 1.054 1.295 •1.686 2.441 0.523 L;�' ..,-.w. ..:.._ ::..£w.'fx.:ssae sasx. "'...a:.. v: �`?ti..�.. _�.::..r, I �.: „e._,..._ - S50S162.33 "0.0346 0.327. t.11•.:1:458 0.530 .2.112 0.119"0.589 1.458.'0.512 10:11 670 2.787 0.130 0.704.-1.134 2.468 0.789 550SI6243 0.0451 . Oi424.: A.A...:1.883" 01665 :2.107".0,145.: 0.584 <1.883:0.681 14.79.-1487.2.757 .0.288:"0.894.-1.123 2.458 0.791 .6*162-54 . 0,0566 0;528;.1.80..; 2.324. 0.845 ::2A98 0.176 '0.577.:2.324.0.845 18.76 2799 2.750 2,324 0:821 24S9'2967 2.782 0S64 1.088 -1.114 2.445 0.792 55t 62 68 0.0713 0 657.=: 224 2861 ::1.04D 2.086> OZ2 0 568 2.861-_Z40 23.72 4442 2.750 :2.861...1.031-34.94=5468 2.761 1.1.14 1.316=-1:103.2.427 0 793 ;Lre. 4171,_. u3.`ri -a su'.w .,..,.,���.i �' "a" ,•�".. ?Y?7,Fsii.. tm - s 'l;».§ k� 600S137-43 0.0451 0.413 1.41 2 6 2 7 1 0.280 O.fi25 -0.813 2.411 0. 6 / 6DOS137-54 0.0566 0,514 1.75 2.518 0.839 2213 0.105 0,452 2.518 0.839 18.98 2708 3.000 2.518 0.809 2723 2708 3.042 0.549 0.757 -0.BD4 2.398 0.888 600S137-68 0.0713 0.640 2.18 3.094 1.031 22M 0.125 0.443 3.094 1.031 24.05 4442 3.000 3.094 1.029 35.60 5468 3.002 1.094 0.911 -0.793 2.380 0.889 J 600S137.91' 0.1017 0.889 3.03 4.188 1.396 2.170 0.159- 0.422 4.188 1.396 34.48 7372 3.000 4.188 1.396 50.80 11124 3.000 3.066 1.179 -0.770 2.341 0.892 600S162=33 0.034fi 0 344 "1.17" 1'.793'0.596-2.262 -0:116 0.581 "1793 0:577 11;41'612 3.039 _,.' ". ._": 0.137 0.851.-1.091 2595 0:823 6WS162-43 .0.D451. 0.447. 1.52 2.316 0772 2276 0J48 0:576 2.316 0.767 16.68-1358 3.007 0.303 1.082 -1.081.2.585 0.825 6009162-54 00566 OSS6:.'1.89-. 2.850 0953 2267 0.180 0.570.2860 .0.953 2117 2708 3.000 �2860 0927.277.6 2708 3.034 OS94 1.318.4.072 2.572 0.826 6005162-68 00713 ,0693,.,'236 3525 -1175:;2255 0.218 0,560: 3525 1:175.2679 4442: 3.000. 3525 'IA 64^3940:84M..3At1 ..1.174 1.596.-1.061 2554.0.828 fi00S16M7,' O f 017 A966: .3 29:.._4.797:1,599:`2.229:.Oi2B3' 0.541,A797. 1.599.38.37 7372'.3.000 4197'1599.56.,73"11124 3.900 3,329 2.093 'A.039 2.518 0,830 60OS200-33 0.0346 0,379 1.29 2.075 0,692 2.340 0.209 0.743 2.059 0.617 12.20. 612 3.135 0.151 1.577 -1.479 2.866 0.734. 6DOS200-43 0.0451 0.492 1.67 2.683 0.894 2.M 0.268 0.739 2.683 0,873 17.24 1358 3.028 0.334 2.012 -1,468 2855 0.736 60OS200.54 0.0566 0.613 2.09 3.319 1.106 2.327 0.328 0,732 3.319 1.106 24.07 2708 3.000 3.319 1.DD2 30.01 2708 3.117 0.655 2461 -1.459 2.842 0.737 600S2D0.68 0.0713 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42 4442 3.000' 4.101 1.317 43.71 5468 3.047 1.295 2.997 -1.446 2.826 0.737 60OS200.97 0.1017 1.067 3.63 5.612 1.871 2.293 0.530 0,705 5.612 1.871 43.49 7372 3.000 5.612 1.871 64.53 11124 3.000 3.679 3.981 -1.427 2.791 0.739 6008250.43 0.0451' ';0,537,.1:83 : 3,082 1.027 2.396 o,458...0,929 3.082:M. 18.14 1358 3.134 0.364 3.379 -1.898 3.193 0.647 600525054 .0.0566 0.670 :228 '3.819 1273::.2388":..0:562'`'D.917:.i3:819 1.159 22.90 2708 3.115 3.760:1.069"32.00 2708 3207 0.715 4:146 -1.�4 3.180 0.647 .. A76- ..,.... ¢0OS250:69 ._0.0713 '.D.836 2 84 4.727 1576.' 2.378 ,0 688. Ok8 4.727 1,522 30.08 4442 3.045 4.727 1342 40.19..5468 3.1911..L416 5.071.-1.878 3.164 0.647 6DOS250 97: D.(017 '!.169 8 :::6.496 "2165 2357 6.923 0.889 '6,496'2:160 48.80 7372 3.003 6.496;2.063 69.36 11124'3.062 4.030 6 798 -1.857 3.130 0.848 3.9 ,y sg 'Web-height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 7 SSMA . PE 173 Sheet A5 Houston:877/713.6224 Joelnon,M BOW6224136 - Richmond,VA 8MM9.6224 Adel,CA 38814464224 Lubboek,TX 8=58.6224 Rome,NY 8001559.6224 AlkRis,GA 8771512.6224 htempbh.TN 80VM"224 Salt Lake City,OT ilil=74 2404 Atwater,CA SOOnl29-9324 Okiahomn City,OK 9001597.6224 San Antonio,TX BOW5994224 Dallas,TX 8001653-6224 Omaha,NE 8001458-6224 Indionapollt,IN 800/735.6224 Phoenix,AZ SM533.6224 Metal Roof'and Wall&vems PRICING COMMERCIAL INDUSTRIAL ITEM DESCRIPTION PRICING REFLECTIVE PARTr ,:. ;5 :. :T• :r:=P;:<•;E�;=T +1}=. ' /, '< IGHT PRtCEPf�t.ROLL:t: INSULATION iJUMBEft'.€- :•'' ..'fYf'l uiil`!'.K::{MDTFI{'LENGTf� StiFiLLf 'PER-ROLL••.• 1-5 i01lER >: HW 3744 PSK VR wl VerslTab 41-0" 125=0" 500 31.00# 404.26 367.50 s HW3745 RFSKw/VerslTab 4'-0" 125'-0" 500 '31.00# 404.25 367.50 HW3748'PSK VR wtVersfTab 6'-0 125'-0" 750 46;00# 716.89 646.26 HW-3749 RFSKw/VerslTab 8'-0" 12V-0" 750 46.00# 710.89 646.26 NOTE•PSK-VRwith VerslTab Is VV fiberglass wtih a white polypropylene scrim reinforced vapor retarder an one side and°a foil film on the other side - •RFSK with VerslTab is VV fiberglass with a silver(alurrtnutn)scrim reinforced vapor retarder on one side and a fog ffimon the other side �. •VerslTab has a 2"lab on one side and a 4"tab on the other side of the roll to allow the insulallon side laps to be folded and stapled or overlapped and taped SC}�iMLESS PART' i�tii"r:;; �. °,:.; 'f•3:'''i�`; 3° 'i WEIGHT- PRICE PER 130LL�itfS ALUMINUM TAPE 111UNlBEF2. : :rs:: t�3t`sF r:' ' .}is f NG. ,G`'' �2 V1AD7Fi' l: fk.k t s.RE ROLL 1ti5 :60VER` 59.40 1 54.00 STRAND n"' �•�,�, ',• AAR •r:%'+Tfs PRICEPER?10 NIJMBE Sl f} 14C ii.} Q Q HW-373 '/" EHS 6,6501bs. .12# 47.86 43.50 HW 374 5M EHS- 11,200 lbs. .21# 75.24 68AO HW375 W' EHS 15.4001bs. .27# 96.03 87.30 NOTE•EHS=Nitre Fi h Wank z j)tC,�IR�y' r i3,S' � "`r i� ,L�(,17y � ~' 1 t q Ca '?Il s¢•': r PI�1L' Xn',�i1r l ItW3739 '/z" EHS 250'0" 26,9001bs. 106.00# 458.70 417.00 0 NOTE •EHS a Bars Hbh Strength FLO-LOC GRiP : ' F " .I.•.1 'I HIM. ='`snPRiC ;sFR` HW376 '/a" EHS 19" 6,650 tbs. .38#- 4.46 4.05 HW 377 6/rs' EHS 21" 11,2001bs. .54# 5.78 5.25 HW378 %!' EHS 28" 15,400lbs. .86# 8.97 6.33 . HW 383' W' EHS 34" 28,900 lbs. 1.96# 16.68 14.25 NOTE •EHS-Extra HI h Stren h E BOLT W ITHMMM ; FW FLATWASHER I $ANONUT HW-352 IN' 1" 8" 6". 360 5.06 4.60 HW-353 ONI 1i 8" 6" 55,000 tbs. 1.15# 7.00 6.36 . HM54 41V I lir 6" •6" 55,000 tbs. 1.83# 9.24 8A0 HW381 ?NJ 1 W 8" 6" 60,000 tbs. 2.64# 12.94- . 11.76 NOTE•Each Eyebolt Is suppiled with one Flat Washer and one halt HILLSIDEANDFLAT ' .. ! '• ; C R. ' WASHERS HW-390 Flat 'h" Plated .03# 14JO HW-391 Flat gi" Plated .07# 27.15 6 HVW392 Flat ve Plated ,109 39.80 HW 382 Flat '/a" Plated. .15# 63.86 HW 393 Fiat 1" Plated .1611 69.60 HW-3W Hillside 3h" Black .34# 160.00' HW-395 Hillside, 6/a" Black .40# 210.00 HW 396 Hillside Black 55# 292.00 HW-397 Hillside T/a" Black .75# 360.00 HVII'-398 Hillside 1" Black .Soil 640.00 SUBJECTTO CHANGE WITHOUT NOTICE SEE WWWMbcLcom FOR CURRENT INFORMA110M EFFECTIVE JUNE 27.2011 CP-31 PE173 Sheet A6. Cold-Formed Steel Metal Strap Tension Capacities Metal Strap Tension Capacity(Ibs) 33 Yield Strength, Fy(ksi) 45 Tensile Strength, Fu(ksi) 0.5625 width removed to accommodate material loss connection Width (in) t(mils) Gauge t,design(in) 2 3 5 6 18 25 0.0188 608 1031 1454- 1857 2229 27. 22 0.0283 915 1552 2189. 2796 3355 . 30 20-drywall 0.0312 1009 1711 2413 3083 3699 33 20-struct 0.0346 1119 . 1898 2676 3419 4102 43 18 0.0451 1459 2473 3488 4456 5347 54 .0.0566 1831 3104 4378 5592 6711 68 14' 0.0713 2306 3910 5515 7045 8454 97 12 0.1017 3289 5578 7866 10048 12058 Metal�YTie on Capacity(Ibs) trength, Fy(ksi) 65 Tensiletr su7gth, Fu (ksi) 0.5 width removed to accommodate material loss connection . Width(in) t(mils) Gauge t,design{in)_ 2 3 5 6 18 25 0.0188 917 15 2139 2750 3361 27 22 0.0283 1380 '2299 3219 4139 -5059 30 20-drywall 0.0312 152-1- 2-535 3549 4563 5577 33 20-struct 0.0346 ' 1687 2811 3936 5060 6185 43. 18 0.0451 2199 3664 51,40 6596 8062 54 0.056--,, 2759 4599 '6438 _,\8278 10117 68 14 0.0713 3476 5793 8110 1-0428 12745 .97 "' 12-- 0.1017 4958 8263 11568 14974 ��_ 18179