The URL can be used to link to this page

2008-187 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building& Codes (518) 761-8256 CERTIFI CATE OF OCCUPANCY Permit Number: P20080187 Date Issued: Wednesday, July 02, 2008 This is to certify that work requested to be done as shown by Permit Number P20080187 has been completed. Location: 1545 STATE ROUTE 9 Tax Map Number: 523400-288-008-0001-005-001-0000 Owner: GEORGE & MARILYN STARK Applicant: GEORGE & MARILYN STARK This structure may be occupied as a: Commercial Addition 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, cT Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Qmensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20080187 Application Number. A20080187 Tax Map No: 523400-28 8-008-0001-005-001-0000 Permission is hereby granted to: GEORGE &MARILYN STARK For properly located at: 1545 STATE ROUTE 9 in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: GEORGE &MARILYN STARK Commercial Addition $350,000.00 1533 STATE ROUTE 9 LAKE GEORGE,NY 12845-0000 Total value $350,000.00 Contractor or Builders Name/Address Electrical Inspection Agency BETTE CR1NG CONSTRUCTION j 22 CENTURY HILL Dr LATHAM,NY 12110-0000 Plans &Specifications 2008-187 2648 SQ FT POOL HOUSE $370.72 PERMIT FEE PAID- THIS PERMIT EXPIRES: Thursday, May 07, 2009 (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 own o Q e nesday, May 07, 2008 VW SIGNED BY for the Town of Queensbury. Director of Building&A Enforcement ., ......................................................................... .......... OFFICE USE ONLY TAX MriP NO. � PERMIT NO. ILI FEES: PERMIT RECREATION ENGINEERING PRINCIPAL STRUCTURE. APPLICATION FOR ZONING APPROVAL & BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. APPLICANT/BUILDER: L//t!f - OWNER: ADDRESS: t l�//� ADDRESS: _y �•�,�, �C�z�}Q-y/ PHONE NOS. PHONE NOS. �1y CONTACT PERSON FOR BUILDING & CODES COMPLIANCE: PHONE: LOCATION OF PROPERTY: SUBDIVISION NAME: PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT Z 0 � O U � � cn APPLY TO YOUR z U) �. O ►— O cn --w PROJECT O OJ u_ w Q n0 0 0 u' o 0 z ¢ Q :- � NU) 0LL � LL (L SINGLE FAMILY TWO-FAMILY MULTI-FAMILY (NO.of UNITS ) TOWNHOUSE BUSINESS OFFICE RETAIL- MERCANTILE FACTORY OR INDUSTRIAL ATTACHED GARAGE(1,2,3) 7-0 OTHER A�0� IF COMMERCIAL OR INDUSTRIAL—NAME OF BUSINESS: ��/�� ESTIMATED CONSTRUCTION COST:r Dip FUEL TYPE: HEAT TYPE: *HOW MANY FIREPLACE(S): , -SAND/OR WOODSTOVES(S): �L ZONING CATEGORY: � ARE THERE WETLANDS ON THIS SITE? � IS THIS A HISTORIC SITE? PROPOSED USE OF BUILDING OR ADDITION: *Please complete a separate Application for"Fuel Burning Appliances&Chi Heys"available in our office B 3-LGL 11-05 �w� Cf)mmuvyfhi no7aulnnrmorrf �1M— ■ 7d7 Rn t� +, ?,,d Il�.nn,nn L,,..,., ry I Ionn Town of Oueensbury • ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? C� ARE THERE EASEMENTS ON PROPERTY? 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 anree to the a ove. Signed 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) Permission is hereby granted to the above 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 zoning Laws of the Town of Queensbury. Application: 01 BUILDIN & ES PROVAL ZONING APPROVAL 01 t I 10 11 DATE/ ; DATE ...................................................: :......,..,........... QUESTIONS? CALL 761-8256 OR EMAIL codescamueensburv.net VISIT OUR WEBSITE FOR MORE INFORMATION Office Use Only www.aueensbury.net Operating Permit Issued: -Yesry No Occupancy Type: 3 Construction Classification: TO Assembly Occupancy Limit: Special Conditions: QTown of Queensburyy • Community Development Office • 742 Bay Road, Queensburyy, NY 12804 Inspection for Permit to Occupy p[@ MaMSW*s Oftt- Request Rec'd Permit No. Town of Queensbury 742 Bay Road ') <3!> L�O Queensbury,NY 12804 Scheduled Inspectlon Date: �n 'Time: Phone: (518)761-8206 Business Name: w� -- Fax: (518)745-4437 Location: XM of A Yes No EXITS: Exit Access Exit Enclosure COMMENTS Fadt Discharcle AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Si —normal -batter E n VAC signs in rooms �— TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun action of extinguisher FIRE ALARM SYSTEM r Fan Shutdown � Fire Setwer system Fire SLuxession—kitchen Fire Suppression—Gas Islon Generator Hood Installation Elevator Interior Finishes Sfortr e _ Compressed Gas Ma* Yls i� G ate Clearance to Sprinklers �p �yg � s Clearance to Electrical u oral Electric Wi' Enclosed/Labeled combustible Waste JUL O u� Vehicle Impact Protection u Knox Box F.D.Si na e—Utility Rooms No Smokina Signs Fee VWShel Maximum Occupancy N T U Emergency Evacuation Plan /4Approved (if no other approvals apply,the B&C Office wiri',issue he C ificate f Occupancy) Q Denied /coil for Recheck Inspected Br. L:\FlreMarshal\New Foider\permltto occupyform.doc WL Commercial Final Inspection Report /v �/o>) Office No.: (518) 761-8256 Date inspection est e Kil Queensbury Building &Code Enforcement Arrive: X�a /pm Depart. a pm 742 Bay Road, Queens�buury, NY 12804 lnspector's Initials: / NAME: ,tAC- PERMI A LOCATION: 15 4 DATE: COMMENTS: Y N NA Chimney/"B'Vent/Direct Vent Location Plumbing Vent Through Roof 6'/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Banisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Stop Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq. ft. —' All Doors 36 in.wA ever Handles/Panic Hardware, if recluired E E9 SQL�T Exits At Grade Or Platform 36 w x 44'QyCanopy or Equiv. Gas Valve Shut-off Exposed 8 Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Okay l ` —E.tA Relief Valve,Heat Trap/Water Temp.110 Degnma Maximum Boiler/Fumace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Sup&for Oocu /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 > 100/0> 1000 sq.ft. %Hour Corridor Doors&Closers Fir+ewaiis/Fine Separation, 2 Hour, 3 Hour Complete/Fire Dam /Fire Doors Ceiling Fire Slopphy, 3,000 sq.ft.Wood Frame Attic Access 30"x 20"x 3(r h , CravN Spew Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and S' /Shaft Sealed Hand"pR2d Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapp2d Accessible Handicapped Service Counters,34 in., Checkout 36" Handicapped Ramp/Handrails Continuousl12 In. Beyond[Both sides Active Listening System and Signage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance nuired Final Survey, New Structure/Flood Plain certification,if As-built Septic System_La out Required or On File Building Number or Tenant Address on Building or Driveway 4' Water Fountain or Cooler Building Access An Sides by 20'/Drive"Surface 2W wide Okay To Issue Temp. or Penmanent C/O Okay To Issue C/C L:1Building 8 Codes Forms\Building 8 CodeMinspection For=\Commerdal Final Inspection Report doc Revised January 7,2008 Inspection for Permit to Occupy p[@ Merltsf'ild�s Oft* Request Rec'd Permit No. Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled insp ection Date: Time: Phone: (518)761-8206 Business Name: V_yk(f T�_ Cp69 Fax: (518)7454437 Location: q---- Of A Yb NO EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge LES: c At Main Aisle Width �� iT J r !tl �C �� Secondary Aisle Width EXIT SIGNAGE Si -normal Si -battery /� P/C��EVAC signs in rooms �Mill ` L C. U TRUSS ID SIGNAGE EMERGENCY LIGHTING 00, FIREWINGUIVER:Inw J�1 ►�( Hung 7 action of extinguisher f n` FIRE ALARM SYSTEM. i � lJC Fan Shutdown Fire Sprinkler System Fire SulDwession-kitchen I G Fire Sumession-Gas Islon Generator �d Hood installation ] ff Elevator Interior Finishes Storage Compressed Gas Clearance to Sprinklers Cieawce to Electrical Electric Wiring Enclosed/Labeled Combustible Waste Vehicle IMpact Protection Knox Box F.D.Si e-Utility Rooms No Smoking Signs Maximum Oc2yeancy Sion Emergency Evacuation Plan v Approved (if no other owovais apply,the B&C Office win 1` ue the ficot of Occupancy) Denied /call for Recheck Insp@cW By: L:\HreMarshal\New Foider\permitto occupyform.doc tis Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Ins o e iv Queensbury Building &Code Enforcement Arrive: =d a rt: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initia s NAME: ©y ivCA M ;INSPECT MIT# LOCATION: �`J"TFTTF TM ON: TYPE OF STRUCTURE: Y Framing N NIA COMMENTS: Attic Access 22"x 30" minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12°O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 16D naps 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 hoar Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side i4 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 Fortes-01-MBuilding&CodesUnspection FormTraming FkestopFing inspection Report.doc Revised January 7,2008 SCHODER RIVERS Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 ASSOCIATES Queensbury, NY 12804 Consulting Engineers, P.C. Tel. (518) 761-0417 Fax (518) 761 -0513 June 27,2008 SRA#08-041 Mr. Dave Hatin, Director Building and Codes Department Town Of Queensbury 742 Bay Road Queensbury, NY, 12804 RE: Mohican Motel-New Pool Building Queensbury, NY Dear Mr. Hatin, We have been retained by SO Design Group of Albany, NY,to provide structural engineering design services for the design of the new Pool Building at the Mohican Motel located on Rt. 9 in the Town of Queensbury. As part of our services we have performed periodic construction site visits to review the construction for conformity with the structural construction documents. We have also reviewed construction inspection reports, prepared by Construction Technology of Ballston Spa, NY for conformance with the project specifications and drawings. We state that,to the best of our knowledge, information and belief, that the work was constructed in general conformance with the structural drawings and specifications. If you have any questions, please contact the undersigned at(518)761-0417, Ext. 3. Sincerely, _gA,,M.72Z�c Shaun M. Rivers, PE Principal CC: SEI Design Group-Jeff Potter(e-mail) Bette&Cring-Jake Hewson(e-mail) Bette&Cring-Mike Russo (e-mail) Foundation Inspection Report Office No.(518)761-8256 Date In tion rPECT _ Queensbury Building&Code Enforcement Arrive: epart: ax� 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi NAME: A)),I C' � : �. '. -l LOCATION: - - TYPE OF STRUCTURE: Comments Y N N/A 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 Dampproofmg Foundation Waterproofmg Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection req ed: Queensbury Building & Code Enforcement Arrive:�a art: a p 742 Bay Road, Queensbury, NY 12804 Inspector's Initials. r NAME: MDI-1 tC A o M o i PERMIT#: LOCATION: F1�` F �� q_ INSPECT ON: =19� TYPE OF STRUCTURE: Y N N/A Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 % inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain /Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/Head 0 P.S.I for 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape- COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 16,2005, revised January 7,2008 (/G. er- ;S b� kr- ) Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection req a re ' ed: Queensbury Building &Code Enforcement Arrive: a art: k amo 742 Bay Road, Queensbury, NY 12804 Inspector Toms NAME: *0A [C -L-' PERM #: LOCATION: INSPECT ON: -(- TYPE OF STRUCTURE: Y N NIA Rough Plumbing /Nail Plates Plumbing Vent/Vents in Place 1 Y2 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 , t':;t LD Au Water Supply Piping �L �Pr 15 minutes Insulation Residential Check/Commercial Check .04 T ek imilar Exterior Sealant ro er Vent, Attic Vent ' Door/Window Sealed No Insulation �c7t e Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 15,2005, revised January 7,2008 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date In on requ ceiv Queensbury Building &Code Enforcement Arrive: a . apm 742 Bay Road, Queensbury, NY 12604 'Ins is Initial . Q ERMIT#: ... ��✓l NA LO INSPECT ON: TYPE OF STRUCTURE: Mond- ME- CATION- 7- y NA COMMENTS: V/ Z;;; Attic Access 22" x 30" minimum Jack Studs/Headers ��: Bracing/Bridging 01 Joist hangersV 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/H-oles tBearing WaDs VoIr Metal Strapping for Notches Top Plate 1 '/z w 16 gauge $ 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 separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side%inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. OM 5.7 sf above/below grade 5.0 sf grade LABuilding&Codes Fortes-01-Mui dkV&Codesllnspedion Fom►sTraming Restopping Inspection Repoitdoc Revised January 7,2008 jo� /Z "�11 vr S Framing / Firestopping Inspection Report Office No. (518)761-8256 Date I specti r eiv Queensbury Building &Code Enforcement Arrive: 742 Bay Road, Queensbury, NY 12804 Inspector's Initia . NAME: PERMIT# _K7 LOCATION: INSPECT ON: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS: Attic Access 22"x 30" minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 gauge 8 16D nails each side Dr ' 1,000 sq. ft. floor trusses ,"Anchor Bob 6 ft. less on center Ice and waters ' Id 24 inches from wall — se on 1, 2, 3 hour Fire wail 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side%inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. CM 5.7 sf above/below grade 5.0 sf grade LABuilding>&Codes Forms-01-Muilding&CodesYnspection FomsSFraming Firestopping Inspection Reportdoc Revised January 7,2008 (/wfP--i s he*,-) 2— q !:�"a7 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Inspection i Queensbury Building &Code Enforcement Arrive: rt: 742 Bay Road, Queensbury, NY 12804 Inspector's niti NAME: A k PERMIT# LOCATION: Vf INSPECT ON: TYPE OF STRUCTURE: Framing Y N WA COMMENTS: Attic Access 22" x 30" minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 % w 16 a e 8 16D naffs each side Draft stopping 1,000 sq. ft. floor trusses fts 6 or less on center Ice and water geld 24 inches from wall ration 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 518 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-01-Muilding&Codes1bapection FoffnT arcing Firestopping Inspection Reporidoc Revised January 7,2008 r ,zu Foundation Inspection Report Office No.(518)761-8256 Date In tion r u re ive Queensbury Building&Code Enforcement Arrive: in Depart: in 742 Bay Rd.,Queensbury,NY 12804 Inspector's Init'a s: .01 d NAME: 4�/f'l-C), C. T#: 7 LOCATION: INSPECT ON: Zr 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 Footing Dowels,or, in place Founda ' °h Dampproofmg , Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Farms\Foundation Inspection Report-doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Ins tion r st iv Queensbury Building&Code Enforcement Arrive:01 pm epart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi s• NAME: D ('ca, #: ! � 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 purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg 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 i PP Plumbing Under Slab Foundation Insulatio nor erior R- ou Grade 6 inch drop within 10 ft. L:\Building&Codes Fors\Building&Codes\lnspection Fortes\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection req Queensbury Building&Code Enforcement Arrive: pm Depart: am/ 742 Bay Rd.,Queensbury,NY 12804 Inspector's itial . NAME: A0 r le-, P T#: (/ l(f- 0 LOCATION: SPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings Piers M einforceme t in Pla r is responsible'for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour AU Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM "i 1 Foundation Inspection Rep Office No.(518)761-8256 Date Ins'ection request received: S a Queensbury Building&Code Enforcement Arrive: 7,30 am/pm Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: { �-�'`—' � PERMIT#: LOCATION: INSPECT ON:J d v TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab einforceme in Place The contrac r is responsible for ; providing p tection from freezing for 48 ho following the placement Of ncrete. aterials for this se on site. Foundation/Wallpour ol Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM (/0600) C-) 1A-0r-'s Foundation Inspection Report Office No.(518)761-8256 Date Ins tion st r iv Queensbury Building&Code Enforcement Arrive: Depart: 1 742 Bay Rd.,Queensbury,NY 12804 Inspector's NAME: Cz T#: <SYLOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings 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:\Building&Codes Forms\Building&Codes\Inspection Farms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM (ZLFIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queettsbury, NY 12804 'Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Mohican Motel (pool building) 5/7/2008 I have reviewed the submitted plans for the above project, and offer the following comments: 1) Truss ID signage will be required, indicating Trusses in Roof 2) Provide fire alarm plan, manual and automatic required, including monitoring,(BC901.6.2) Contractor shall contact FM to discuss the hazardous environment. 3) Exit and emergency light layout appears adequate 4) Add (1) 59 minimum ABC extinguisher by exit door e4, "S51 6L Fire Marshal Michael J Palmer 742 Bay Road Queensbury NY 12804 518 761 8205 firemarshal@queensbury.net Fire Marshal 's Office P Ir o n e: 518-7b1-8206 F a x: 518-745-4437 freinarslial@gueeiisburl1 net 'am7w.queensburilmet AV'R-8-2008 10:47A FROM:JOSEPH MCGRATH (518)-477-2369 TO:7454437 P.2 Plan Review Checklist Non-Residential Occupancies January 2008 NYS BUILDING CODE(BC) Building: NYS FIRE CODE(FC) Location: f " NYS PLUMBING CODE (PC) Address: ; NYC MECHANICAL CODE(MC) NYS FUEL GAS CODE(FGC) Date: y Z 3 g NYS ENERGY CODE(ECC) Reviewer: THIS CHECKLIST CONSISTS OF EIGHT(8) PAGES LEGEND: NR m Not Required NS=Not Shown NA a Not Applicable No. Topic Code Page Required Actual Section No. or Allowed 1 Jurisdiction BC-101.2 I 1 2 Flood Plain BC-1612 287 3 Separated or Non-Separated BC-302.3 18 Occupancies* 4 Occupancy BC-302 17 5 Type of Construction BC Table 601 77 �_ 6 No. of Sleeping Units/Level BC-202 13 No. of Units—Total BC-3 1.0 30 No. of Occupants BC-Table 1004.1.2 189 7 Covered Malls BC402 33 Hi-Rise(75' Rule) BC403 35 Atriums BC404 37 8 Basement Definition BC-502.1 67 9 Heights&Building,Argas Maximum Tabular Area BC-Table 503 68 Maximum Tabular Height BC Table 503 68 Maximum Stories BC-Table 503 68 Mezzanines BC-505 69 Note: * upancies impose the most restrictive requirements. v eIof8 PPR-e-2008 10:48A FROM:JOSEPH MCGRATH C518]-477-2369 TO:7454437 P.3 PLAN REVIEW CHECKLIST CONTINUED No. Topic Code Page Required Actual Section No. or Allowed 10 Sprinkler System BC-903 160 7 Basement Sprinkler BC-903.2.10.1 161 Water Source Sprinkler BC-903.3.5 163 /V/// Water Source Site BC-508.1 33 11 Frontage& Sprinkler Credit Area Modifications(calc.) BC-506 70 Height Modifications BC-504 69 12 Height&Area Summary Tabular Area BC-Table 503 68 Frontage Credit BC-506.2 70 Sprinkler Credit BC-506.3 70 Minimum Building Area BC-506.3 70 Total Allowable Area 13 Fire Apparatus Road FC-503.1 31 (150' Rule) 14 Exterior Walls Distance Separation * BC-Table 602 77 Exterior Wall Openings BC Table 704.8 82 Parapets BC-Table 704.11 83 Exterior Wall Coverings BC-Table 1405.2 241 Combustible Exterior Walls BC-1406 244 15 Fire Rated Construction Incidental Use Areas BC-Table 302.1.1 17 Accessory Occupancy BC-Table 302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Fire Walls BC-705 84 Fire Barrier BC-706 86 Shaft Enclosure BC-707 87 Fire Partition(Tenant Sep.) BC-708 89 Exception BC-302.3.2 18 Smoke Barriers BC-709 90 Opening Protectives BC-Table 715.3 95 Fire Blocking BC-717 101 Draft Stopping BC-717 102 16 Space J Min, Room Dimensions BC-1208.1 235 Min. Ceiling Height BC-1208.1 235 * Distance separations are doubled if fire fighting water is not available,FC-508,Page 33 Page 2 of 6 APR-8-2008 10:48A FROM:JOSEPH MCGRATH (518)-477-2369 TO:7454437 PA PLAN REVIEW CHECKLIST CONTINUED No. Topic Code Page Required Actual Section No. or Allowed 17 Ventilation (Nat. or Mech.) BC-1203 233 18 Light(Nat. or Mech.) BC-1205 234 19 Exits G ►6 -CE w X One Exit Permitted BC-Table 1014.1 204 P7 Stair Enclosure BC-1019.1 208 5�� A Emergency Egress BC-1025 217 Distance of Travel BC-Table 1015.1 206 Exit Passageways BC-1020 210 Corridor Width BC-1016 206 Occupant Load BC-1004 189 Capacity of Exits(calc.) BC-Table 1005.1 190 Corridor Wall Fire Rating BC-TableI016.1 206 Corridor Dead End BC-1016.3 207 Door Width BC-1008.1.1 193 Door Swing\ BC-1008.1.2 193 Panic Hqrdware BC-1008.1.9 197 20 Stairs Riser BC-1009.3 198 Tread BC-1009.3 198 Width BC-1009.1 198 Headroom BC-1009.2 198 Vertical Rise BC-1009.6 199 Handrails BC-1009.4 199 21 Structural Snow Loading—Ground BC-Fig. 1608.2 274 Snow Loading—Roof(calc.) ASCE 7-98 Drifting Snow BC-1608-7 273 Ponding BC-1608.3.5 273 Floor Loading BC Table 1607.1 269 Balcony Loading BC Table 1607.1 269 Wind Loading(calc.) BC-1609 273 Roof Walls Windows Seismic Loading(calc.) 291 Foundation Depth 338 22 Interior Finishes BC-Table 803.5 338 23 Swimming Pools BC-3109 532 Page 3 of 8 WH-8-2008 10:48A FROM:JOSEPH MCGRATH E5181-477-2369 TO:7454437 P.5 PLAN REVIEW CHECKLIST CONTINUED No. Topic Code Page Required Actual Section No. or Allowed 24 Sun Rooms BC Appendix 1. 581 25 Electrical Exit Signs BC-1011 201 Emergency Lights BC-1006 191 Emergency Power BC-2702 517 26 HC ACCESS Exempt Buildings BC-1104.4 221 Parking BC-Table 1106.1 222 Route BC-1104 220 Entrance BC-1105 221 No. of Sleeping Rooms BC-Table 1107.6.1.1 224 No. of Dwelling Units BC-1107.6 223 Special Occupancies BC-1108 225 Toilet Facilities BC-1109.2 228 Sinks BC-1109.3 228 Kitchens BC-i 109.4 229 Storage BC-I 109.8 229 Dress,Fit,Locker Rms. BC-1109.12.2 229 Point of Sales BC-1109-12.3 229 Areas of Refuge BC-1007.6 192 Signage BC-1110 230 Tactile Exit Signs BC-1011.3 202 Supplemental HC Req'mts Appendix E 569 27 SPECIAL INSPECTIONS BC-1704 318 28 Fire Protection Equipment Fire Safety &Evacuation FC-404 25 Hazard Communication FC-407.5 27 Tenant Identification FC-408.11.2 30 High Piled Storage FC-503.1.3 31 Premise Identification FC-505 32 Key Box FC-506 33 Room Identification FC-510 34 Central Station Monitoring FC-901.9 54 Sprinkler Systems FC-903 57 Other Extinguishing System FC-904 61 Kitchen Hood Extinguisher FC-610.3 43 Note:Fire Protection Equipment continued on Continued on pg.5 page 5. Page 4 0f 8 HHH-8-2008 10:48A FROM:JOSEPH MCGRATH (518)-477-2369 TO:7454437 P.6 PLAN REVIEW CHECKLIST CONTINUED No. Topic Code Page Required Actual Section No. or Allowed 28 Fire Protect.Eauinment Continued from page 4. "W'Extinguisher FC-904.11.5 64 Standpipe Systems FC-905 64 Fire Extinguishers FC-906 66 Fire Alarm Systems&SD FC-907.2 68 Manual Fire Alarm Boxes FC-907.4 75 Smoke Alarms FC-907.2.10 70 Audible Notification Device FC-907.10 75 Duct Detectors FC-907.12 76 Fire Extinguishing Systems FC-907.14 76 Smoke Control FC-909 77 Smoke Vents FC-910 84 Fire Dept. Connection FC-912 88 ire Pumps FC-913 88 oruss Placards NYCRR Part 1264 'Motor Fuel Disp. Facilities FC-2203 175 High Piled Storage FC-2301 193 Hazardous Materials FC-2701 215 Operating Permits TOCP 208-107B Assistive Listening Devices NYCRR Part 1203 Shield Electrical Panels NFPA13(02 edition) 8.14.10.2 29 PLUMBINg CODE Fixture Count PC-Table 403.1 19 Water Supply Service Pipe Size PC-603.1 31 Water/Sewer Separation PC-603.2 31 Fixture Pipe Size PC-Table 604.5 33 Pipe Material—Service PC-Table 605.3 34 Pipe Material—Distribution PC-Table 605.4 34 Pipe Insulation EC-804.5 58 Backflow Prevention PC-Table 608.1 40 Pipe Freezing PC-305.6 12 SanijW Drainage Drain Pipe Size PC-Table 709.1 52 Drain Pipe Material AG Drainage&Vent PC-Table 702.1 46 UG Drainage&Vent PC-Table 702.2 46 Building Sewer PC-Table 702.3 Vent Size PC-Table 910.4 63 Pipe Hangers PC-Table 308.5 15 Air Admittance Valves PC-917 66 Page 5 of 8 rr-rc-rs-�ear� 10:49R FROM:JOSEPH MCCRATH (518)-477-2369 TO:7454437 P.7 PLAN REVIEW CHECKLIST CONTINUED No. Topic Code Page Required Actual Section No. or Allowed 30 Mechanical Code Ventilation Rates MC-Table 403.3 26 Dryer Exhaust MC-504 36 Kitchen Exhaust MC-506 37 Kitchen Hoods MC-507 40 Kitchen Make-up Air MC-508 42 Air Plenums MC-602 51 Duct Construction MC-603 52 Duct Insulation MC-604 53 Smoke Duct Detectors MC-606 54 Fire&Smoke Dampers MC-607.5.1 55 Combustion Air MC-701 59 31 Fuel Gas Code Appliance Location FGC-303 16 Combustion Air FGC-304 16 Accessed Service FGC-306 20 Clearance to Combust. FGC Table 308.2 22 Pipe Material FGC-403 57 Shut Off Valves FGC-409 62 Chimney Termination FGC-Fig. 503.5.4 68 Clothes Dryer Exhaust FGC-614 108 32 Energy Code Pipe Insulation—Heating EC-803.3.7 57 Duct Insulation—Sealing EC-803.28 46 Pipe Insulation—Hot Water EC-804.5 58 14WH Heat Trap EC-804.4 58 Climate Zone EC-Table 301.1 9 NYS COMcheck Compliance Report Computer Envelope Software Mechanical Required Lighting 32 Elevators&Conveying Sys. Hoistway Enclosures BC-3002.1 525 Emergency Signs BC-3002.3 252 Hoistway Venting BC-3004 526 Machine Rooms BC-3006 526 Shunt Trip BC-3006.5 527 Plumbing System BC-3006.E 527 Page 6of8 rn•rc—o—cr�r�� 10:97H rKUM:JOSEPH MCGRATH (518)-477-2369 T0:7454437 P.8 PLAN REVIEW CHECKLIST CONTINUED SEISMIC REVIEW SUMMARY ITEM Value BCNYS BCNYS Code Section Page No. Site Class Table 1615,1.1 295 (default to site class D) Section 1615.1.1 292 S.(short period) Figure 1615(i) 293 S,(1 second period) Figure 1615(2) 294 F.(site coefficient-short) Table 1615.1.20) 296 F,(site coefficient-1 sec.) Table 1615.1.2(2) 296 S.(short period adjusted) Equation 16-38 292 S.I(1 sec. period adjusted) Equation 16-39 292 Sos(short period) Equation 16-40 292 SDI(1 sec. period) Equation 16-41 292 Seismic Use Group Table 1604.5 266 Seismic Design Category Table 1616.30) 299 (short period) Seismic Design Category Table 1616.3(2) 299 (1 sec. period) Seismic Design Category This category determines the (most severe of above two) Design analysis and whether MEP systems must be braced Analysis Procedure Used Section 1616.6 300 Building Components Section 1621 315 Subject To Seismic Design Requirements: Architectural Section 1621.1.2 315 Mechanical Section 1621.1.3 315 Plumbing Section 1621..1.3 315 Electrical Section 1621.1.3 315 Page 7 of 8 SE CHfMCTURE PLANNING CONsanm F A C S I M I L E TO: Mike Russo ATTENTION: Mike Russo FAX NO.: 518-761-4089 FROM: Jeff Potter DATE: 05-06-2008 NO. OF PAGES 3 (including this page) PROJECT NAME: Mohican Motel PROJECT NO.: 08-1136 DESCRIPTION / COMMENTS: Mike, Attached are the revised Code Information and Door Schedule. Additionally attached is an alternate East Elevation showing hip roof in lieu of the shed roof. I am currently working on the site survey sheet and should have that by the end of the day. Thank you. 187 Wolf Rd. Suite 205 Albany, NY 12205 p 518.435.2467 f 518.435.2469 1. APPLICABLE CODE: BUILDING CODE OF NEW YORK STATE-2007 2. OCCUPANCY AND CONSTRUCTION CLASSIFICATION: "CONSTRUCTION TYPE(CHAPTER 602.5): TYPE VB "OCCUPANCY TYPE(CHAPTER 303.1): GROUP A-3(ASSEMBLY) 3. ALLOWABLE AREA(TABLE 503): TYPE VB CONSTRUCTION-GROUP A-3: 6,000 SF ACTUAL BUILDING AREA: EXISTING : 709 SF ADDITION:2,648 SF TOTAL: 3,357 SF-OK 4. ALLOWABLE HEIGHT(TABLE 503): TYPE VB CONSTRUCTION-GROUP A-3: 40 FEET(1 STORY) ACTUAL BUILDING HEIGHT: 26 FEET(1 STORY)-OK 5. DESIGN LOADS: BUILDING IMPORTANCE CLASSIFICATION: CATEGORY 11 DEAD LOAD: 20 PSF GROUND SNOW: 60 PSF WIND SPEED: 90 MPH SOIL BEARING CAPACITY(BASED UPON ADJACENT PROPERTY GEOTECH REPORT): 4,500 PSF 6. INTERIOR FINISHES: OCCUPANCY A-3 (ASSEMBLY)NOWSPRINKLERED: ALL INTERIOR FINISHES-CLASS'C'RATED 7. ALLOWABLE CAPACITY: SWIMMING POOL CAPACITY=1/50 SF GROSS(1,039 SF)=21 POOL DECK CAPACITY= 1/15 SF GROSS(1,168 SF)= 78 TOTAL CAPACITY= 99 8. TRUSS ID PLACARD(NYCRR 1264): "LOCATION(S):AFFIXED TO BUILDING AT EACH EGRESS DOOR,NOT MORE THAN 12"HORIZONTALLY FROM LATCH SIDE OF THE DOOR JAMB. •SIZE, SHAPE, BACKGROUND AND MESSAGE COLOR:SIGN BACKGROUND IS WHITE REFLECTIVE IN COLOR WITH A 6 INCH DIAMETER CIRCLE AND MESSAGE CONTENTS IS RED REFLECTIVE IN COLOR. 'MESSAGE CONTENTS: "V"INDICATING BUILDING CONSTRUCTION TYPE TO BE LOCATED AT THE 12 O'CLOCK POSITION;AND "R"INDICATING STRUCTURAL COMPONENT"ROOF"TO BE LOCATED AT THE 6 O'CLOCK POSITION. 9. VENTILATION(CHAPTER 1203.4): VENTILATION AREA REQUIRED(4%OF FLOOR AREA)=2,172 SF X.04=87 SF VENTILATION AREA PROVIDED: (7)WINDOW TYPE W=53 SF (18)WINDOW TYPE-B'-97 SF (2)4'W X 1'H LOUVERS=8 SF TOTAL VENTILATION AREA=158 SF-OK Poor 5chedul e Poor Poor Number t Num rl�pe Width Nelght hi ckness ff M aterial FInish l lner Cu f�atlnq Hardware nape _ _. d t Ire — _.._ �- -- -.. 155 GI 3' 6" �' OilO' -13/�}" ALUM. MIOI�IZEt7 PANIC f IA 160 62 - - 3' 0" 7' -0" 0' -13/4" ALUM. ANOVIZED PANIC E2 C 165 G3 (" -Oil -0" 0' -13/4" N-UM, t MXIM9 PASSAGE F5 - -- --- ----- --. --- - — -— — - -- — --— -- -- EXISf, V -0" 6' -8" O' -13/h" EXIST. EXIST. EXIST. - EXI5f. 161 8 5' O" -7' -0" O 15/4" HM rAINf t'EIVACY_ EI_ -- .. - - - -- - LL- __- I62 8 3' O" 1' -0" O' -I�/4" 1 NM PNNf 5fO�tzOOM PI SCHODER RIVERS Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 qR ASSOC/A TES Queensbury, NY 12804 Consulting Engineers, P.C. Tel. (518) 761-0417 Fax (518) 761-0513 June 27, 2008 SRA#08-041 Mr. Dave Hatin, Director Building and Codes Department Town Of Queensbury 742 Bay Road Queensbury, NY, 12804 RE: Mohican Motel- New Pool Building Queensbury-; NY Dear Mr. Hatin, We have been retained by SEI Design Group of Albany, NY, to provide structural engineering design services for the design of the new Pool Building at the Mohican Motel located on Rt. 9 in the Town of Queensbury. As part of our services we have performed periodic construction site visits to review the construction for conformity with the structural construction documents. We have also reviewed construction inspection reports, prepared by Construction Technology of Ballston Spa, NY for conformance with the project specifications and drawings. We state that,to the best of our knowledge, information and belief, that the work was constructed in general conformance with the structural drawings and specifications. 1f you have any questions, please contact the undersigned at(518)761-0417, Ext. 3. Sincerely, Shaun M. Rivers, PE Principal CC: SEI Design Group-Jeff Potter(e-mail) Bette&Cring-Jake Hewson(e-mail) Bette&Cring- Mike Russo (e-mail) l SCHODER RIVERS ASSOC. PROJECT: Mohican Motel SHEET: Cover Consulting Engineers, P.C. Pool Building 463 Dixon Rd. Suite 7, Bldg.3 LOCATION: Lake George,NY DATE: 5/5/2008 Queensbury, NY 128404 BY: AJR/DWE Phone: (518)761-0417 SRA JOB NO.: 08-041 Fax: (518)761-0513 I i l 1 � t t MAY o C) Title St�I�PIN & CODaS Snow Loads............................................ o Shed Roof Framing.................................. 3 to 6 Walls and Headers...................................7 to 15F Cupola Design.........................................16 to 20 Wind Loads............................................ 21 to 23 Seismic Loads.........................................24 to 27 Shear Walls............................................28 to 48 Shear Wall Footing...................................49 to 52 Roof Diaphragm...................................... 53 � AKE affzy (eva#;dn: no astd,l,oy) due 40 Lan C kc �e� z . � �Q 4 � � rd [.050, y (74 odC) sol;J kne� c/� _- P — _ 50,N s'_ Unbalo ,ce. Snow — Poof angle; 6 ° ar;'�a J 70* 1,39'oJ `70f4j + .)S pa+ ly ,30 7-3} r3)(60") +? L/ U 7115 y m a 50,4 ps r? Un t11L��AY1C.-LA �Jf}S54tJ �CSRA� _ LWASSU Adjustable rht SlopeablelSkelvable U Hangers , This product Is preferable to similar connedvrs because of aJ eas/er installation,b)higher loads,c)lower Installed cost, 1 A" w "A"r �+ of a combination of these features. " Flange The LSU and LSSU series of hangers may be sloped and skewed in the field,offering a versatile solution for attaching joists and rafters.These j hangers may be sloped up or down and skewed left or right,up to 45°. H f MATERIAL: See table FINISH:Galvanized.Some products available in ZMAX®finish; see Corrosion Information,page 10-11. INSTALLATION: •Use all specified fasteners.See General Notes. •Attach the sloped joist at both ends so that the horizontal force developed by the slope is fully supported by the supporting members. �y upo de •To see an installation video on this product,visit www.strongtio.com. � �/to o CODES:See page 12 for Code Reference Key Chart. LSU26 46 C If A fit LSU and LSSU INSTALLATION SEQUENCE (For Skewed or Sloped/Skewed Applications) 0 V H y .A" "A"Flanges y i 10dx11'i1 j 0 45° Nails STEP 1 STEP 2 STEP 9 Nail hanger to slope-cut Skew flange from 0-45°. Attach hanger to Slope to carried member,Installing Bend other flange back the carrying member, Slope to (� 45°up or down seat nail first.No bevel along centerline of slots acute angle side V 45°up or down necessary for skewed until it meets the header. first.Install nails O% LSSU410 installation.Install joist Bend one time only. at an angle. (LSSU210-2 similar) G(LSSU28 nails at 45°angle. l I - These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. Deist �ed� _ � bode 11Yid0r 1 t 1L A r t acfl ,IpT yn TId9 nttllt� I#a t� stet u Sloped Only Hangers . 1fx Llr 'y S}yt ttdtcll r £t61 r, 1.84,121,140 _ leg 7 IS! q',4r' Btl L+ 6 66 11�1a LSSU210 18 1% 8% ire 10-10d 7-10dx11h 730 875 1110 1275 1390 625 960 1105 1200} 121,140 160 { 3 LSSU210-2 16 31A 81h 27/6 18-16d 12-10dx11h 1150 1150 2430 2795 3035 1 990 2160 2485 2700 4,87,121 31h LSSU410 16 3s/,e 81h 2% 18-16d 12-10dx11h 1150 1150 1 2430 2795 3035 990 2160 1 2485 2700 r Skewed Hangers or Sloped and Skewed 11h ', 4 -11z 60 a��TOdz1> - 415, 75. , 664 69p; 1,84,121 11he LU2$ 'f!Nie!"71/g '1' 9lflsl"s ,-10dxSfs 9$ 65,, .7t5ti';'; 11h LSSU210 18 is/,e 81h 1% 9-10d 7-10dx136 730 785 995 1145 1 1205 625 860 995 1050 6,86,140 2'h ks$1iH31ta..:`:f6 2slis. 81r 9��6 #416d; 12-10dx## `, 990 1$8S .1385 . °18 160 3 LSSU210-2 16 31r6 81h 27i6 14-16d 12-10dxl% 1150 1150 1625 1 1625 1625 1 990 1365 1365 1365 4,87 3% LSSU410 16 39/ie 81h 23's 14-16d 12-10dx11h 1150 1150 1625 1 1625 1625 990 1365 1365 1365 1.Roof loads are 125%of floor loads unless limited by other criteria. 2.Uplift loads include a 33%and 60%increase for earthquake or wind loading;no further increase is allowed; reduce when other loads govern. 3.Truss chord cross-grain tension may limit allowable loads.Refer to Technical Bulletins T-ANSITPISPF,T-ANSITPISP and i T-ANSITPIDF(see page 187 for details)for allowable loads that consider ANSI/rPI 1-2002 wood member design criteria. 4.NAILS:16d=0.162'dia.x 311V long,10d=0.148"dia.x 3'long,10dx11h=0.148'dia.x 11h'long. r See page 16-17 for other nail sizes and information. I /v 74 HANGER OPTIONS r ' MATRIX MODIFICATIONS FEATURE (/^ t., F F U Q W WO �= 3 Co' co c1 . .. a.r sp.0 ° . °srr,xea °,.q,yw °syxsrw ,,, a°.wa. - wpw°. mK«waa w. wm. e„im sna B 45° 45° • • • •. _ • •w • • • GB 45° • • • • • GLS 50 45 • • • • • • HB 45° 45° • • • • • • • • • HGLS 50° 45° • • • • • HGU • • HHB 45° • • • • • HHUS 45° 45° • • • HTU 67V • • HUS •1 • 1-11.175-1 45° 45 • • • • • �e HWU4 45° 45° • • • LEG 45° 45° • • • LSU/LSSU 1 45° 1 k45J I • • • MBHA 45° • MGU • • i s • ` SUR/L1.1 45° •a • • • THGB/THGBH 45° • • THJU10 • 2 WI 84° 45° • • • • • • • • • • .a 3 WNP/WPI 84° 45° • • • • • • • • • • 01 • • • e 1.Available in 45°only. e HEIGHT FOR SLOPED HANGERS: -2 2.JB/LB cannot be modified.Consider using LBV(pages 96-103)if supporting < O member is a minimum of 216'wide. Height 1(H1)is the joist height before the slope cut has been made. >. 3.Available in bevel cut or square cut joist. Net Height(Net H)is the joist 4.HWU,WPU and WNPU cannot be skewed when the hanger width is greater than 39/,e. height after the slope cut has 5.Slope and skew combination is for down slope only. been made. So" "'a° 6.Refer to pages 61-68,83-88,118-119 for loads. Provide H1 when ordering a N� Ht 7.For U and HU type hangers,bevel or square cut available up to 500. connector.Connectors are made Greater than 500 square cut required(see page 181). assuming dry lumber is being 8.Available on double 2x and 4x models only(on/ with acute flange concealed used in continuously dry conditions. !j Y 9 )• 9.Products noted in table must be ordered as a Type B hanger for a square cut joist. Simpson Strong-Tie will calculate 10.Available in a range of seat widths to accommodate different hip/jack the Net H dimension based on the G 180 configurations;see page 182. mathematical formula of Hi/cos angle. I I : I ; I , : I i I I I , I I I I I I' I y T I : I : I : � I I I i I i I -- - iv - I I I r ; I I I I 71- 117� ----I -- '- � I I ; - ---- - mil/-,` I i I I I II I --- t� �-1 1 I I /107 I I I i I I I I I JI I i I I I jl i : I ! I I I I 10'-0" 10'-d' 10'-d' 10'-d' B'-0" A'-0" 51 51 51 51 51 52 51 52 52 155 I I _ o f i I 7 b_ I ' ' i I O 10'-4" 7'— i �al� 0 en�n 5 5, a SWIMMING POOL- p DESIGN BY NYS LICENSED ENGINEER b ul 0 i O 162 b b WACH.EaF. a Q O5A I60 52 52 52 52 26 Ip.-p., 64'-0" B'-O" Ilk - ,� tali CatCS' 1,.9s r. �b'oq - t. ` (re66 ►load) og— qr (rod dOA4 _ J L'ix4eral w:�d Jo: s ._- _ _ GJacd�,.lcs�{4S: a"�,- Nq"2 Se�(S) oK'�ar Iao,.d. beo.,r�nd�►�all; yr--;._-- - __.�-_ _� -G'�ecK 8.;aLUI-�5 _(I�gE.� - *- - -- (h,,L6 4 s'au h walls) -- - - + (east' wall) - -� 51n l � ram r o6 ra ef' co ics Rxh I IS A D4 5z11b.1L ovj) pp tA�+laim 100A$_- 5z91),33' pi -dea - � heode�' Sa,�}ln wa,ll j,00dSSome aSrin waits.. _ �3 � a` _heaclef �? S4 wall - IaadS } abte ertc�'; r I' os�rwa aka I_.-outrhorng - - snow �o Ioa�I C2b) f (la,_-?s Xi R Lo p� x s.q-Li�-b-./as o-S DLL_y 33?1 LL �3) axek - I- - lz� - COMPANY PROJECT Schoder Rivers Associates Mohican Motel-Lake George,NY WoodWorks Apr.18,2008 09:46 08- Architects os-oa1 SOnW"FFOR WOOD DEOGN Bearing Wall Stud Wall Srud.wwc Design Check Calculation Sheet f Sizer 6.4 �l /1 LOADS (lbs,psf,or plf) Iq, 7 � Load Type Distribution Magn' ude Location [ft] Units S I End Start End Wind Wind Full Area 15.6 (16.0)* psf Dead Dead Axial. UDL (Ecce tricity = 1.0 in) Snow Snow Axial UDL (Ecce tricit = 1.0 in) *Tributary Width (in) MAXIMUM REACTIONS(lbs): q 0' 9'-6„ Dead Live 99 99 Total 99 99 Lumber Stud,S-P-F(S), No.2,2x6" Spaced at 16"c%;Self-weight of 1.44 pif included in loads; Pinned base;Loadface=width(b);Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.50=9.50[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Anal sis/Desi Shear fv = 18 Fv' = 216 fv/Fv' = 0.08 Bending(+) fb = 372 Fb' = 1854 fb/Fb' = 0.20 Axial fc = 264 Fc' = 639 fc/Fc' = 0.41 Combined (axis + eccentric moment) q.15.4-2 = 0.52 Axial Bearing fc = 264 Fc* = 1265 fc/Fc* = 0.21 Live Defl'n 0.17 = L/684 0.63 = L/180 0.26 Total Defl'n 0.17 = L/684 1 0.63 = L/180 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' 135 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 775 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 4 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1000 1.15 1.00 1.00 0.505 1.100 - - 1.00 1.00 - 2 E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc* 1000 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Shear : LC #4 = .6D+W, V = 99, V design = 99 lbs Bending(+) : LC #4 = .6D+W, M = 234 lbs-ft Deflection: LC #4 = .6D+W EI= 23e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC #2 = D+S, P = 2174 lbs Eq.15.4-2 Crit.LC = #2 Fb'= 1332 FcE= 769 Pxe/S=fc(6xe/d) 286 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. e COMPANY PROJECT Mohican Motel-Lake George,NY WoodWorks� SEI 08 041 ` SO�`'''"E�"e1'O°°D�"' Header1.wwb ---7 Apr.24,2008 09:07 �tJ Design Check Calculation Sheet Sizer 6.4 LOADS (Ibs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Full UDL .0 plf Snow Snow Full UDL 1 4.0 plf U MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : MENNEEM P 8i Dead 2208 2208 Live 4336 4336 Total 6544 6544 Bearing: Load Comb #2 #2 Len th 1.66 1.66 LVL n-ply,1.9E,2600Fb,1-3/4x9-1/4',3-Plys Self-weight of 14.0 ptf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2001 : Criterion Analysis Value Desi n Value Anal sis/Design Shear fv = 163 Fv' = 328 fv Fv' = 0.50 Bending(+) fb = 2098 Fb' = 3069 fb/Fb' = 0.68 G/C� Live Defl'n 0.15 = L/632 0.27 = L/360 0.57 Total Defl'n 0.27 = L/358 0.40 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.15 - 1.00 0.991 1.04 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+S, V = 6544, V design = 5283 lbs Bending(+): LC #2 = D+S, M = 13088 lbs-ft Deflection: LC #2 = D+S EI= 219e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind T=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT WoodWorks G, 8-"kEU 'r - ea,S4 LJQ jl SOFIWANEFOR WOOD OEMN Apr.24,2008 09:37 Header2.wwb b J Design Check Calculation Sheet (I Sizer 6.4 LOADS (lbs,psf,or plf} Load Type Distribution Magnitude Location Ift] Units Start End Start End Dead Dead Full UDL 89.0 plf •% Snow Snow Full UDL 398.0 if MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : .w 10, 64 Dead 264 E284Live 1194 Total 1478 Bearing: Load Comb #2 Len th 0.98 Lumber n-ply,S-P-F(S), No.2,W",3-Plys Self-weight of 5.71 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Desi Value Analysis/Desi Shear fv = 54 Fv' = 155 fv Fv' = 0.35 Bending(+) fb = 675 Fb' = 1069 fb/Fb' = 0.63 / Live Defl'n 0.07 = L/975 0.20 = L/360 0.37 Total Defl'n 0.10 = L/718 0.30 = L/240 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 775 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1478, V design = 1180 lbs Bending(+): LC #2 = D+S, M = 2217 lbs-ft Deflection: LC #2 = D+S EI= 52e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. • r COMPANY PROJECT WoodWorks 0 S' heJo-r - uA4 elf S0"WMffF0RW0MDESIGN Apr.24,2008 09:35 Header3.wwb Design Check Calculation Sheet Sizer6.4 LOADS (Ibs,psf,or plf) : Load Type Distribution Magnitude Location Eft] Units Start End Start End Dead Dead Full UDL 169.0 plf Snow Snow Full UDL 101.0 if MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : 10. 84 Dead 699 699 Live 404 404 Total 1103 1103 Bearing: Load Comb #2 #2 Length 0.73 0.73 Lumber n-ply,S-P-F(S), No.2,W",3-Plys Self-weight of 5.71 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value AnalXsis/Design Shear fv = 43 Fv' = 155 fv Fv' = 0.28 Bending(+) fb = 671 Fb' = 1069 fb/Fb' = 0.63 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.22 Total Defl'n 1 0.21 = L/451 0.40 = L/240 0.53 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 775 1.15 1.00 1,00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1103, V design = 936 lbs Bending(+) : LC #2 = D+S, M = 2206 lbs-ft Deflection: LC #2 = D+S EI= 52e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. � a � COMPANY PROJECT Mohican Motel-Lake George,NY WoodWorks 0SEI 8- soF, AREFo.woos He der4.wwb 3� e'r Apr.24,2008 10:42 5a'�h W a i i Design Check Calculation Sheet Sizer 6.4 LOADS (ibs,psf,or pif) C) r Load Type Distribution Magnitude Location [ft] :1ts S rt End Start End Dead Dead Full UDL 38.0 f Snow Snow Full UDL 1084.0 f 1U MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : RIM 1 0' 31 Dead 816 816 Live 1626 1626 Total 2442 2442 Bearing: Load Comb #2 #2 Length 1.62 1.62 Lumber n-ply,S-P-F(S), No.2,W",3-Plys Self-weight of 5.71 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using Nos 2001 : Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv = 67 Fv' = 155 fv Fv' = 0.43 Bending(+) fb = 557 Fb' = 1069 fb/Fb' = 0.52 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.13 Total Defl'n 0.02 = <L/999 0.15 = L/240 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 775 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 2442, V design = 1458 lbs Bending(+) : LC #2 = D+S, M = 1831 lbs-ft Deflection: LC #2 = D+S EI= 52e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Mohican Motel-Lake George,NY WoodWorks 0SEI 8- 08-041 J ac Sk d w,v sosTWro.woou oFsc+v H2 Jack.wwC Apr.24,2008 10:46 ax� KP-ader.S Design Check Calculation Sheet Sizer 6.4 U0 LOADS (Ibs,psf,or ptf) : � :� Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Axial 816 (Ecce tricity = 1.0 in) Snow Snow Axial 1626 (Ecce tricity = 1.0 in) Wind wind Full UDL 2 .0 plf MAXIMUM REACTIONS(lbs): Y w- X 0' 9. Dead Live 94 94 Total 94 94 Lumber n-ply,S-P-F(S),N0.2,2XV,2-Plys Self-weight of 2.89 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Lateral support:top=Lb, bottom=Lb; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value De si n Value Anal sisesi n Shear fv = 9 Fv' = 216 fv Fv' =/D0.04 Bending(+) fb = 169 Fb' = 1612 fb/Fb' = 0.10 Axial fc = 150 Fc' = 691 fc/Fc' = 0.22 Combined (axial + eccentric moment) q.15.4-2 = 0.22 Axial Bearing fc = 150 Fc* = 1265 fc/Fc* = 0.12 Live Defl'n 0.07 = <L/999 0.60 = L/180 0.11 Total Defl'n 0.07 = <L/999 1 0.60 = L/180 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 135 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 775 1.60 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 4 Fc' 1000 1.15 1.00 1.00 0.546 1.100 - - 1.00 1.00 2 E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1000 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Shear : LC #4 = .6D+W, V = 94, V design = 94 lbs Bending(+) : LC #4 = .6D+W, M = 213 lbs-ft Deflection: LC #4 = .6D+W EI= 23e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC #2 = D+S, P = 2468 lbs Kf = 1.00 Eq.15.4-2 Crit.LC = #2 Fb'= 1159 FcE= 857 Pxe/S=fc(6xe/d)= 161 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT rs Mohican Motel-Lake George,NY SEIWoodWok }� so� eF rervrtwoonrxta�ea 08-041 �� 5�� f6� H1 Jack.wwc Apr.24,2008 09:58 LvZ- A e ajer5 Design Check Calculation Sheet if '&ZpO Alk�Size r 6.4 LOADS (lbs,psf,or pif) : Load Type Distribution Magn'tude Location [ft] Units %� ar i End Start End Dead Dead Axial 2AZ08,,j (Ecce tricity = 1.0 in) Snow Snow Axial 433' (Ecce tricity = 1.0 in) Wind Wind Full UDL 23KO if MAXIMUM REACTIONS(Ibs): MEN�ON 10, a ` 01 9' Dead Live 94 94 Total 94 94 Lumber n-ply,S-P-F(S),No.2,2x6",3-Plys Self-weight of 4.33 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener.nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Lateral support:top=Lb, bottom=Lb; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Anal sis/Desi n . Shear fv = 6 Fv' = 216 fv/Fv' = 0.03 Bending(+) fb = 112 Fb' = 1612 fb/Fb' = 0.07 Axial fc = 266 Fc' = 691 fc/Fc' = 0.38 ` Combined (axial + eccentric moment) q.15.4-2 = 0.54 V Axial Bearing fc = 266 Fc* = 1265 fc/Fc* = 0.21 Live Defl'n 0.05 = <L/999 0.60 = L/180 0.08 Total Defl'n 1 0.05 = <L/999 1 0.60 = L/180 1 0.08 / ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# FV" 135 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb''+ 775 1.60 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 4 Fc' 1000 1.15 1.00 1.00 0.546 1.100 - - 1.00 1.00 2 E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1000 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Shear : LC #4 = .6D+W, V = 94, V design = 94 lbs Bending(+) : LC #4 = .6D+W, M = 213 lbs-ft Deflection: LC #4 = .6D+W EI= 23e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC #2 = D+S, P = 6583 lbs Kf = 1.00 Eq.15.4-2 Crit.LC = #2 Fb'= 1159 FcE= 857 Pxe/S=fc(6xe/d)= 288 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. I 1O P — i 17 I I � i I i i ' I I I I _ I I I — i I i I I , : I _ I I i I I I -- , I I a I j I I I ; i I i I I I I I I li I I I I I i I I — ; I , I I , I I I , i I I I I i I i i I I cor�Pnr�nr �a.�cT �� WoodWorke sa"W" May i,2fl08 f�:32�54' Cdumn2 Design Check Calculation Sheet LOADS, t Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Wind Full UDL 16 No 2 Wind Point 325 5.00 No MAXIMUM REACTIONS (Ibs): � T Dead Live 149 288 Total 149 288 Lumber Stud,S-"(S), No.2,2x6" Spaced at 1W c le, Pinned base;Loadface=v*M-Kb);Ke x Lb:1.00 x 0.00=0.00 Ift];Ke x Ld:f_00 x 7.00=7.00 fft];Lateral support:tap=Lb,bottom=Lb;Repetitive factor: applied where perry refer to orate help);Load combinations:ASCE 7-% SECTION vs.DESIGN CODE tns-1997:(skess=pst aw in) Criterion -Analysis Value Design Value Analysis/Design Shear fv @d = 51 Fv` = 112 fv/Fv' = 0.46 Bending(+) fb = 864 Eby = 1854 fb/F'b' = 0.47 Live Defi'n 0.17 = L/488 0.47 = L/180 0.37 Total Defl'n 0.17 = L/488 0.47 = L/180 0.37 ADDITIONAL DATA: FACTORS: F CD Chi Ct CL CF Cv Cfu Cr LC# Fb'+= 775 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1_15 2 Fv' = 70 1.60 1.00 1.00 (CH = 1.000) 2. Fcp'= 335 1.00 1.00 - Fc' = 1000 0.00 1.00 1.00 1_10 (Cp = 0.870) 0 E' = 1.1 million 1.00 1.00 2 Fg' = 1220 0.00 1-00 0 Bending(+): LC# 2 = W, M = 544 lbs-ft Shear . LC# 2 = W, V = 288, V@d = 281 lbs Deflection: LC# 2 = W BI= 22.88e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snovr Y=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: f.Please verify that the Mat*de#ledw kn1s are appropride for your applicabon. I I : I _ 1 i I ! I � I j i I i � I I I �_ i � I _• i i I ' ;---�-- ---- i - JT yl I-'-- - I I I I I I - I I I I I I • I I '; I I I I I --- _ , I ' --I , �� G ' ! I I I _- -.- I - i I --- ' i I I it �� ;-- - _��- -_ %' I Ili- I i(_ I• II �,'___ - '1 � I'- 1 i' -I '� I i I l I I i I I �I I I I ' I 4 �i- �� I • � 2 '. y I I , I I FF f T V I ' I I ! , I I t I i I 1 I ' I l , COMPANY PROJECT WoodW- orks May 7,20M 1*17.47 Cdwmi t lC Design Check Calculation Sheet LOADS: l IM Psf,or Plf) Load I Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Snow Axial 12830 (Eccen ricit 1.0 in MAXIMUM REACTIONS{Ills): (Y T Timber-soft,S.Pine,INo.1 ,GX6" Pinned base,Loadface=widtl ),Ke x Lb:1.00 x 7.OD=7.00Ifft Ke x Ld.1 Ub x7M=7.00 lft Lead cnb7rWons:ASCE 7-5 SECTION vs.DESIGN CODE NDS-1997:(sfress=psi,and in) Criterion lAnalysis Value Design Value Anal sis/Desi n Axial fc = 424 Fc' = 826 fc/Fc° 0.51 Combined (axia i� eccentric & side load bending)' Eq.15.4-1 = 0.67 Axial Bearing f = 424 F ' = 1667 fq/Fg' = 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF C'd Cfu Cr LC# Fc' = 825 1.15 1_00 1.00 1.00 (Cp = 0.870) 2 E' = 1.5 million 1.00 1.00 0 Fg' = 1450 1.15 1.00 2 Axial : LC# 2 = S, P =12829 lbs (D=dead L=1ive S=snow W=wind I=impact 0--construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify#W the defau9 deffecbon buis are appropriate for your appk;abon. : - - 4 -oqE _'►�P Q �s{ Rx�i-__11 9 a aat8�4�_ Sn6w� �31��b: 33 ' I 33iBtb ��$rb t 36, a , j3y9- an4 1358;--- -a a l3!iot : co 0 r300 psi SYP � AVo.:2 ) assume��axb's are�w�.posi{e; GS�_y�lo v�1u1:5 - r1,�3' - C _ "' ;. _fib ; �b ►�' �n `�k�,rt-�*GEC#�4'i Gr,Ct,C�', _ �'-b'��IS(gnaul� � C�'I,a �Ct. 16 b 15 (1,sX,1.15) = _aa35 psi C� ► � , Cam'�r4� C'�= NSA} 1.� bl � ok -- ear - I.� A - - 15 !a- )(ab��) :? p5t 7 V L gip. MC.1 C� j} II_l_5 �M- --�E 0, A/1R { - Use. SYP- No._a. I lxb s ike o ._�;ecw,ps� _ ebe . _ WoodWOrks® Slter SOFTWARE FOR WOOD DESIGN Top plate.wbg Woodworks®Sizer 6.4 May 1,2008 16:01:48 Critical Results ANALYSIS DIAGRAMS (known section - includes self-weight) REACTION [lbs] Maximum... Uplift: 0 Bearing: 3062 131 849 170 1358 1528 082 0' V-4" 2'-8" 4' 5'-4" 6'-8" SHEAR [lbs] +V max: 2808 -V max: -1715 sign: 2011 Load Combination #2: D+S 011 0' 1'-4" 2'-8" 4' 5'-4" 6-8" Design shear < maximum due to notching or loads ignored within distance "d" of supports without notches. B bs-ft 872 +M max: 872 � Load Combination #2: D+S -M max: -469 872 Load Combination #2: D+S 469 0' 1'-4" 2'-8" 4' 5'-4" 61 6-8" DEFLECTION [in] Max Live: 0.00 Max Total: 0.00 Load Combination #2: D+S -0.00 _ -0.00 0 -0.00 - 0 -0.00 -o.00 - No",�00 o 0.00 00 .00 0.00 0 0' 1'-4.00" 2'400" 4' S'-4.00" 61 6'-8.00" I CT a rwnw� oo� DY S , diysq al Q � _. Sno�J SI PS S CIO averhan $clg k( ors A fi 6a tdrn . -_ bpenin S afe bypc.oX, 4.0, 1.1i t Ap x,,OL ; : - --- -- COMPANY PROJECT Wool, dW6r '6 Apr.28,2008 15:26 Cupola Header.wwb - Design Check Calculation Sheet Sizer 6.4 LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Full UDL 80.0 , pit Snow Snow Full UDL 204.0 if MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : 10, 44 Dead 169 169 Live 408 408 Total 577 577 Bearing: Load Comb #2 #2 Len th 0.50* 0.50* *Min.bearing length for beams is 1/2"for exterior supports Lumber n-ply, S-P-F(S), No.2,W",3-Plys Self-weight of 4.33 pif included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value AnalXsis/Design Shear fv = 27 Fv' = 155 fv Fv' = 0.17 �- Bending(+) fb = 305 Fb' = 1159 fb/Fb' = 0.26 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.20 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 775 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 577, V design = 445 lbs Bending(+) : LC #2 = D+S, M = 577 lbs-ft Deflection: LC #2 = D+S EI= 23e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. P I : - DL b ILL LVD y�39} ;ou Q0� I i (S) A& .fix = 5 �,fb a..lL. h i G6 __ taw hab, o {� 5.�rbm, R bey Yr, AS SI,o�Jtn, I I I r K00� ! - I 700 I � I 1 vf; I I I , ' SJ Ya t�U6;re C did-'openi�� - - ( �3 3y r _- � 1(L TYP Tz SSk 5,5K 73 73 I p'I T8 T 3 T 3 7 3 T -- - T -- - - �- -(Sj fix$ (TyP I_. ' j I I ` COMPANY PROJECT WoodWorks � Mohican Motel-Lake George,NY SEI os-oal .30FMAMFM WOOD 0E9GN Apr.29,200814:41 Roof Beaml.wwb Design Check Calculation Sheet Sizer 6.4 LOADS (ibs,psf,or pif) Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Full UDL 230.0 plf Snow Snow Full UDL 204.0 ' if MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : 10' 54 Dead 589 589 Live 510 510 Total 1099 1099 Bearing: Load Comb #2 #2 Length 0.73 0.73 Lumber n-ply,S-P-F(S), No.2,2x8",3-Plys Self-weight of 5.71 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 38 Fv' = 155 fv/Fv' = 0.25 Bending(+) fb = 418 Fb' = 1069 fb/Fb' = 0.39 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.11 Total Defl'n 0.05 = <L/999 0.25 = L/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 775 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 335 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1099, V design = 834 lbs Bending(+) : LC #2 = D+S, M = 1374 lbs-ft Deflection: LC #2 = D+S EI= 52e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. • COMPANY PROJECT WoodWorkso .50F7WAREFOA WOOD DENGV Apr.29,200814:28 Roof Beam2.wwb Design Check Calculation Sheet -p Sizer 6.4 LOADS (Ibs,psf,or ptf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead - Partial UD 230.0 -230.0-- 1.25` 6.75' plf Snow Snow - Partial UD 204.0- 204.0- 1.25 6.75 plf RB1 Dead Dead - Point 590- 1.25 - lbs RB2 Dead Dead ' Point 590 - 6.75 - lbs RB2 Snow Snow' Point 510- 6.75- lbs RB1 Snow Snow- Point 510- 1.25- lbs Joistl Dead Dead Point 440% 2.00 lbs Joist2 Dead Dead Point 440- 4.00 lbs Joist3 Dead Dead Point 440' 6.00 lbs Joistl Snow Snow Point 1120 .-- 2.00 lbs Joist2 Snow Snow Point 1120 � 4.00' lbs Joi5t3 Snow Snow Point 1120 - 6.00 lbs MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : 10' 8 r Dead 1938 1938 Live 2751 2751 Total 4689 4689 Bearing: Load Comb #2 #2 Len th 1.19 1.19 LVL n-ply, 1.9E,2600Fb, 1-3/4x9-1/4",3-Plys j Self-weight of 14.0 pff included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NOS 2001 : Criterion Analysis Value De si n Value Analysis/Design Shear fv = 145 Fv' = 328 fv/Fv' = 0.44 Bending(+) fb = 1741 Fb' = 3069 fb/Fb' = 0.57 / Live Defl'n 0.11 = L/851 0.27 = L/360 0.42 Total Defl'n 0.22 = L/426 0.40 = L/240 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.15 - 1.00 0.991 1.04 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 4689, V design = 4679 lbs Bending(+) : LC #2 = D+S, M = 10860 lbs-ft Deflection: LC #2 = D+S EI= 219e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. 0$- Oq (Mys C 1663) - a p /08 _ Z t _ 875� Plan. rQa fe ' r^t�on 3 ' or 0 Y'Ssfi _ lJ ta 3 r Ce SI _ YC04t. TQ}��E� Q�)1Qd or av"tp - ZA_ 1 5 Z a o'_Lae .�i-C4o.0.�1 �.6 VN%J of2� Q_Us3oP� kN - 3 y H 3-3 Ilk .. - Y �__ a1.5J E Zone -- -- y iy ,GI54 1oc JIe Leo rll Zan _ 9 5 ( �l S' =_10: 0;pi �f,`� 1 9 7 � I v _ - - - Rl- �o3)(�y 734_8 ci2 00 i 0 9 5` be18d ea e: endzc� - �� Isle 5� - 7,q f Zane9,S a)(I!, SS PQ' ESP ✓ t �r d wade w e ars (42L one. 8,�1 j__�)ale = ��12 Sd W pil l _ I(Aeiw zone !!, y, r I M , . erJ Zone 11,4-) �, } gas ppeak — s5 pt _ _ P ' p I i�Pg1' on Lb�,d �he>7 6eCome.S- a pg - yq p.tt ' p 430 10Y1 - 1�8}C �•) � 8 5q,9 LiiQG��J OVet' an S — Ga uQ�t �- 35,3_��•To�l Sk_Ol �3.3 �i .� 5pac,'n 'X _' J� _F�t 7 C� Q ore a_ ffle4 !.i, z e 1® + ____ a� a`� ' Ie�G1,��ld _-ts► fuss len '-�F�l"_ - �'.-14ps'' p .' d 1' _ 30-8_ al t !g S ? kb - It onld51 s G Z ( 7'e �. iTRUCTURAL DESIGN O H —7,7 H (G0 (E __ _ • •� -End Zone E End Zone- gr CC /r �' t Comer \�`' / eference OA Lb W I t Comer Transverse g=yoq \} ` Longitudinal R = IS,b psi , ' °J'e�5m�c �oa� �- ��15+ti%G h,5e.�r 1 5►!�e. Clt�,S �_ `� != 3 - `� ��16$ ; ' I57 1-9 0 St's = ��3S s 3lao St St" Des,anC�,,+wary _. c.. 2-7 - 1 - - D.a h�= a3a5/ h 3y? - _ ttse C5.-0.-0410 > V a,Olt W--- , i t (/ Buis lta Lc dS 0 �` V'wSSEcS " 5 ps --- - r 10,75 Rn Ares= 6L)-(R4)((P,5') 3['20 ao-yQ o- Sn6: food- Area 3,,�l_aar► -t� ')(43'�= a7?5 --- _ Grk► h� � Snow Sf-.) $&$ : rt�th -6 , 08 a)C�q 62?0 Pa �aR6 �b ' i 0.55wkrQ 5 !+o+,al �abie WeiBht is Oone_+aken 174+ -7 0 _}()16 3 a 3757_A _F- �- o,a - — -Add &)6 4s D_o'a1.4(h1 inn e_ h 1G7-16 �d��,l�krac� �, f�r�_ Dead Good (456 -Ca1C� — i Project Name = Mohican Motel 2� Date = Fri Apr 11 14:02:03 EDT 2008 Conterminous_4&.SIates c��L l � - _2005 ASCE_7._Standafd /�`{ C 5,4 Zip Code = 12845 C - 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 eriod Centroid Sa (sec) (g) 0.2 0.287 (Ss, Site Class B) 1.0 0.079 (S1, Site Class B Period Maximum Sa (sec) (g) 0.2 0.297 (Ss, Site Class B) 1.0 0.080 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 0.278 (Ss, Site Class B) 1.0 0.078 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 12845 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.57 ,Fv = 2.4 Period Sa (sec) (g) U 0.2 0.451 (SMs, Site Class D) 2(� -0 d l 1.0 0.190 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Site Class D - Fa = 1.57 ,Fv = 2.4 Period Sa (sec) (g) 0.2 0.300 (SDs, Site Class D) Zip Code = 12845 +nolrol *i�+�► �1'4� �I� y� `Sa�uro - -- - - ' jl� - 7 -glr4[ = IEI t 6 t s � - - - - ras =p�aT � Q� I I i b/I- 6-if, ,sue _ CA L Ni U1 - 91s,iQuaIV Q : ll,n(1 i 'O r'rl - 9 1 h9-`70 Wall Line EW E .# Load Comb, 16-10a D+.75 75S 16-10b 1,06D .7 s+,2S 16-11 .6D+ Vert.Load 16-12 .54D .7 s Lateral Load \\ H \ L Rxn 7, ( ) P•( ) P ( ) H(ft) 9.00 i Wall L(ft) Aspect Ratio Wind 16-11 jSeXm6ic(16-12) Wind Com 16-10a Seismic Com . 16-tObVertical Loads Shear U lift" U lift' Rxn Additional Total Rxn Additional Total Dead For Gravi Ibtft 652 EW1 12.17 0.74 187 693 1438 2242 1310 Dead For Lateral Ib/ft 652 EW2 4.17 2.16 187 -871 30 2242 1310 Snow Roof Ib/ft 1084 ! Lateral Loads J Vw(lb) 3063 Vs(lb) 1827.% Ur7C1Y," � Total 16.34 Negative sign indicates net uplift force fl&V-I q 104�r� * I - 4— uf.S ti;,f;5o HDAA, wA a 5�4wds. A►lmdoble= IS-7oJ6 >7 871 ab o_k x A� '- / Anoor wl Sia°� 150 wh S" embed. >> 871& ok "/4 fJ8e�� e� ✓ >,�allshear� j513� P�yWaoCl, $d ha;lSO-6" Auo�lable = Ca�oJ(�4a) =a39 �� > I8� pj; ok (AfV56CTable a3*,q.1) c� ShP-or 1,411 O-Y�Ors: ZIl =6olo0IL - a � 14hchor in Sys (P.f,7. (1447 NDS) �jw54men� +o�S: Ca-1,i table R 3,a) :?.3.3 K V j o ar : pabi C{ =1 0 (` "le IS,4 0 (?.3•ZIMA Mox = 187 1b N , t spmc,l" : 10-M j,8 -- &q7' use q 8" � Y Wall Line EW1 E .# Load Comb. 16-10a D+.75W+.75S 16-10b 1.06D+.7Vs+.2S 16-11 .6D+W Vert.Load 16-12 .54D+.7Vs Lateral Load ti / H DA�qh,t dec� ✓ st 1 c' v L Rxn �z>Z ° 1 � H(ft) 7.00 Wind(16-11) Seismic(16-12) Wind Comp.(16-10a) Seismic Comp.(16-10b) Wall L(ft) Aspect Ratio Vertical Loads Shear uplift* Shear Uplift* Rxn Additional Total Rxn Additional Total Dead For Gravity lb/ft 652 E2JA EW1 12.17 0.58 187 1068 112 1360 1961 1388 Dead For Lateral 1b/ft 652 &W2 4.17 � 1.68 187 -497 112 -49 1961 1388 Snow Roof Ib/ft 1084 Lateral Loads Vw(lb) 3063 Vs(lb) 2610 Total 16.34 *Negative sign indicates net uplift force �2 3 5�6 ( An"w wI c'm1 met, a S` okk TQWon 2y-7y 6 a47q< 477 ok r {III O�e_r COIC5 -the same, of je55 �r�tr,ot,s js ;ear (,stall desi6ai K. Q � Wall Line EW E .# Load Comb. 16-10a D+.75W+.75S 16-10b 1.06D+.7Vs+.2S 16-11 .6D+W Vert.Load 16-12 .54D+.7Vs Lateral Load H L Rxn `G -7/a H(ft) 7.00 Wall L(ft) Aspect Ratio Wind(16-11) Seismic(16-12) Wind Comp.(16-10a) Seismic Comp.(16-10b) Vertical Loads Shear Uplift* Shear U lift" Rxn Additional Total Rxn Additional Total Dead For Gravity(lb/ft) 652 EWC 4.00 1.75 231 -833 138 -260 2188 1569 Dead For Lateral Ibtft 652 EWD 5.10 1.37 231 -618 138 -66 2188 1569 Snow Roof Ib/ft 1084 EWE 4.17 1.68 231 -800 138 -230 2188 1569 Meral Loads Ib 3063 j Vs Ib) 2610 Total 13.27 Negative sign indicates net uplift force M p�ev,aws ca►cs, /a� w�r e�,b $oocl for aN742b -IvenSion < 833,16 ok ok 6�iws�► L1LX1I sly Mi*.)o,61e = a39 pit > 231 p1w * Ooie- 0131 of Conbeno+kfe. 8+-�ldtnt 6elt4 Find shewr wood be Ie55,, , � � 1 i n 1 _ nxx I : �.t�5_a:�ec-I:.or,� C.1�.\Z } wadit 3'c } CA.1\ -1�„ � W�.�1 �e�h�^ ,�_ ✓'� � . 17/ �IL{_pd. ,�ab�e' e, cC �0�-1� 9e5,.Z[$npCe aS d Coh {Ufa�iJ� - i I �e ff �f ack 1- Ad_ �I�w �3a54� W Laa� Sp I n9kcn�A,`5 to 04, D`5_ D n plate 4 coe5n'{ e+do i : aS I -Fhe sake-aS I I _ - ,. I I i I I : : I ! I I I i I , of o8 , I - U , I _ I I \ I - ie I I i i i �i I i I I + nah Iles 460�v_. II ; as—�O.o 19 O i?6alx�`zwS-1��-C.�C$�pf^ - -- g'-- _ orae- C�.�' ' I��ld�n Raa�,�� n ' 24 Redes� n -Waj_L_i515i_ >n1c:S�}_ tnJall -�� ('e,sask_-Fokgl ��nd)_ Wall ine N 1 (updated) P'f 54E .# Load Comb.16-10a D+.75W+.75S 511 //!08 16-10b 1.06D+.72Vs+.2S 16-11 .6D+W Vert.Load 16-12 .54D+.72Vs Lateral Load H �I r l�• L Rxn H(ft) ` Wall L(ft) Aspect Ratio Wind(16-11) Seismi (16-1i2) Wind Comp.(16-10a) Seismic Comp.(16-10b) Vertical Loads Shear uplift' She Uplift* Rxn Additional Total Rxn Additional Total Dead For Gravity Ib/ft 42 NSA 17.00 0.53 133 -983 964 398 Dead For Lateral Ib/ft 42 NSB 17.00 0.53 133 -983 964 398 Snow Roof Ib/ft 76 Lateral Loads Vw Ib 4524 Vs Ib 87 �� Total 34.00 '0 Negative sign Indicates net uplift force uQlr��: Si-Por, HD;tA wl a 6+ud5 ok Arv:.l or wj ��g(� W;1�� 1�`I 15o a5 bWc$ce, W4t shear ; 15ha plywood, $d �,o�ts+ G'� a5 be y, v%11 kchor i i At 4�-C ak s ti Wall Line N 1 updated E .# Load Comb. ))) 16-10a D06D+.7.Vs+.2S 16-10b 1.O6D+.72Vs+.2S / 16-11 .6D+W Vert.Load 16-12 .54D+.72Vs Lateral Load H L Rxn H(ft) 11.30 Wall L(ft) Aspect Ratio Wind(16-11) Seismic(16-12) Wind Comp.(16-10a) Seismic Comp.(16-10b) Vertical Loads Shear Uplift* Shear U lift' Rxn Additional Total Rxn Additional Total Dead For Gravity Ibtft 42 NSA 17.00 0.66 133 -1289 57 -449 '1194 682 Dead For Lateral Ib/ft 42 NSB 17.00 0.66 133 -1289 57 -449 1194 682 Snow Roof Ib/ft 76 Lateral Load s Vw(lb) 4524 Vs(lb) 2684 Total 34.00 'Negative sign indicates net uplift force upl;;i; ag7916? 1a8?A S/g 0 6K Sw = xZ 3 C -Y, = z y 3 $i„Rpaah RNA w/a SQt k w all the C 3 4 c�k Wall ine NSi (updated) E .# Load Comb. 16-10a D+.75W+.75S 16-10b 1.06D+.72Vs+.2S 16-11 .6D+W Vert.Load 16A 2 .54D+.72Vs Lateral Load H [ <= Rxn H(ft) 13.80 ✓ Wall L(ft) Aspect Ratio Wind(16-11) Seismic(16-12) Wind Comp.(16-1Oa) Seismic Comp.(16-10b) Vertical Loads Shear uplift` Shear Uplift* Rwi Additional Total Rxn Additional Total Dead For Gravity lb(t) 42 NSA 17.00 0.81 133 -1622 57 -592 1443 824 Dead For Lateral Ibtt 42 NSB 17.00 0.81 133 -1622 57 -592 1443 824 Snow Roof Ibfft 76 VW lb 4524 Vs(lb) 2684 Total 34.00 "Negative sign indicates net uplift force I,tpi;�k: 247U > 41,2;. 5f80 ok s; ,g5ay. HD;?A 4a S0NdS Ok (a5te1b) wall �},�c; 133< a3Q p11 0k 1„AII S4„rI3: {� aX L x q,5` k' OK fK ► q'3 Pb Axyal toad COMPANY PROJECT Wood.,WorkS* May 5,200813:22 Shear wall studs.wwc 6�q / Design Check Calculation Sheet ✓ Sizer 6.4 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Wind Axial Wind Axial 1443 (Ecce*tricity = 1.0 in) MAXIMUM REACTIONS(lbs): IAN= 0, 9'-6^ Lumber n-ply, S-P-F(S), No.2,W",2-Plys Self-weight of 2.89 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener.nails;Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld:1.00 x 9.50=9.50[ft]; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis ValJeDesignValue Anal sis/DesiAxial fc = 89Fc' = 683 fc Fc' = 0.13 Combined (axia + eccentricntq.15.4-2 = 0.09 ial Bearin fc = 89Fc* = 1760 fc/Fc* = 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.60 1.00 1.00 0.388 1.100 - - 1.00 1.00 2 Fc* 1000 1.60 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial LC #2 = .6D+W, P = 1470 lbs Rf = 1.00 Eq.15.4-2 Crit.LC = #2 Fb'= 1612 FcE= 769 Pxe/S=fc(6xe/d)= 95 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. S. 0-11 4.2.5 HMICEMIT HY 150 Adhesive Anchor HIT ICE/HY 150 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal-Weight Concretel,2,3 HIT ICE/HIT KY 150 Allowable Bond/Concrete Capacity HIT ICE/HIT KY 150 Ultimate Bond/Concrete Capacity Tensile Shear Tensile Shear Anchor Embedment fl.=200opsi f.=400o1s f,=2DMpsl f,=4000psl fl,=200opsi f,=4000psi f1.=20M psi V.=4000 psi Diameter Depth (13.8 MPa) (27.6 MPa) 03.8 MPa) (27.6 MPa) (13.8 MPa) (27.6 MPa) (13.8 Wa) (27.6 MPa) in(mm) in(mm) lb ( b (1" b (kM lb (ITV) b (1" b (kM lb (M) lb (1" 1-3/4 720 1265 1395 1970 2710 4750 4175 5900 (44) (3.2) (5.6) (6.2) (8.8) (12.1) (21.1) (18.6) (26.2) 3/8 3-1/2 1895 2705 3335 4715 7120 10160 10000 14140 (9.5) (89) (8.4) (12.0) (14.8) (21.0) (31.7) (45.2) (44.5) (62.9) 5-1/4 2635 2800 6120 8655 9880 10510 18360 25960 (133) (11.7) (12.5) (27.2) (38.5) (44.0) (46.8) (81.7) (115.5) 2-1/8 1220 1575 1980 2800 4580 5910 5940 8400 (54) (5.4) (7.0) (8.8) (12.5) (20.4) (26.3) (26.4) (37.4) 1/2 4-1/4 2725 3935 5150 7280 10220 14760 15440 21840 (12.7) (108) (12.1) (17.5) (22.9) (32.4) (44.5) (65.7) (68.7) (97.1) 6-3/8 4300 5295 9455 13375 16140 198W 28360 40120 (162) (19.1) (23.6) (42.1) (59.5) (71.8) (88.3) (126.2) (178.5) 2-1/2 1620 1985 2460 3480 6090 7460 7380 10440 (64) (7.2) (8.8) (10.9) (15.5) (27.1) (33.2) (32.8) (46.4) 5/8 5 4395 7350 10390 16480 19690 22040 31160 (127) (19.6) (M) (32.7) (46.2) (73.3) (87.6) (98.0) (138.6) 7-1/2 6025 13495 19080 22595 30850 40480 57240 (191) (26.8) (36.6) (60.0) (84.9) (100.5) (137.2) (180.0) (254.6) 3-3/8 2365 3925 5435 7680 8870 14720 16295 23040 (86) (10.5) (17.5) (24.2) (34.2) (39.5) (65.5) (72.5) (102.5) 314 6-5/8 4655 8885 12270 17355 17460 33330 36800 52060 (19.1) (168) (20.7) (39.5) (54.6) (77.2) (77.7) (148.3) (163.7) (231.6) 10 9515 12140 22755 32180 35695 45530 68260 96540 (254) (42.3) (54.0) (101.2) (143.1) (158.8) (202.5) (303.6) (429.4) 3-3/4 3080 4800 6705 9480 11555 18000 M105 28430 (95) (13.7) (21.4) (29.8) (42.4) (51.4) (80.1) (89.4) (126.5) 7/8 7-1/2 7845 11020 15960 22575 29430 41000 47880 67720 (22.2) (191) (34.9) (49.0) (71.0) (100.4) (130.9) (182.3) (213.0) (301.2) 11-1/4 13330 16645 29330 41475 49990 62425 87980 124420 (286) (59.3) (74.0) (130.5) (184.5) (222.4) (277.7) (391.4) (553.4) 4-1/8 3445 4M 8265 11685 12920 18250 24790 35050 (105) (15.3) (21.6) (36.8) (52.0) (57.5) (81.2) (110.3) (155.9) 1 B-1/4 8330 11635 19690 27840 31250 43640 59060 83520 (25.4) (210) (37.1) (51.8) (87.6) (123.8) (139.0) (194.1) (262.7) (371.5) 12-3/8 15540 19525 36170 51150 58280 73220 108500 153440 (314) (69.1) (86.85) (160.9) (227.5) (259.3) (325.7) (482.6) (682.5) 6 4645 7000 1476D 20870 17430 26265 44280 62610 (152) (20.7) (31.1) (65.7) (92.8) (77.5) (116.8) (197.0) (278.5) 1-1/4 12 15490 20770 38615 54610 58085 77900 115840 16382D (31.8) (305) (68.9) (92.4) (171.8) (242.9) (258.4) (346.5) (515.3) (728.7) 15 19210 26815 53960 76315 72040 100560 161880 22 M (381) (85.5) (119.3) (240.0) (339.5) (320.5) (447.3) (720.1) (1018.4) 1 Influence factors for spacing and/or edge distance are 2 For h f 2 h,n,,,average ultimate concrete shear capac- 3 All values based on holes drilled with carbide bit(see applied to concrete/bond values above,and then Ely based on Concrete Capacity Design(CCD)method. section 8.4.1)and cleaned with wire brush. compared to the steel value.The lesser of the values For h,<h.,,,average ultimate concrete shear values is to be used for the design. based on testing. 142 Him,Inc.(us)1-aoo-sus-8000 1 www.us.hau.corn I an espanol 1-800-879-5000 1 Hilo(Canada)Corp.1-800-s63-4458 1 www.ca.hire corn 1 Product Technical Guide 2006 Adhesive Anchoring Systerns' HIT-ICE/HIT HY 150 Adhesive Anchor 4.2.5 � f Note:Tables apply for listed Load Adjustment Factors for 1/2"Diameter Anchor embedment depths.Reduction Anchor 1/2"diameter factors for other embedment �(j Diameter depths must be calculated // Adjustment Spacing Edge Distance Edge Distance Shear Edge Distance Shear using equations below. Factor Tension/Shear, Tension, (1 toward edge), (II to or away from edge), fA fnrl fa 1 flm I Spacing Tension/Shear Embedment 2-1/8 4-1/4 6-3/8 2-1/8 4-1/4 6-3/8 2-1/8 4-1/4 6-3/8 2-1/8 4-1/4 6-3/8 Dept,in. Smin=0.5 hef,Sr=1.5 har 1-1/16 0.70 0.60 0.18 0.46 fA=0.3(s/hf)+0.55 1-1/2 0.76 0.68 0.29 0.53 for Sor>S>Smin 2 0.83 0.78 0.42 0.62 2-1/8 0.85 0.70 0.80 0.60 0.45 0.18 0.64 0.46 Edge Distance Tension 2-3/4 0.94 0.74 0.92 0.66 0.61 0.26 0.75 0.51 Cmin=0.5 hef,co,=1.5 hef 3 0.97 0.76 0.96 0.68 0.67 0.29 0.79 0.53 3-3/16 1.00 0.78 0.70 1.00 0.70 0.60 0.72 0.32 0.18 0.82 0.55 0.46 fRrl=0.4(c/h�f)+0.40 4 0.83 0.74 0.78 0.65 0.93 0.42 0.25 0.96 0.62 0.51 for cor>c>cmM 4-1/4 0.85 0.75 0.80 0.67 1.00 0.45 0.27 1.00 0.64 0.52 Edge Distance Shear 5 0.90 0.79 0.87 0.71 0.55 0.33 0.70 0.56 (1 toward edge) 6 0.97 0.83 0.96 0.78 0.67 0.42 0.79 0.62 s 6-3/8 1.00 0.85 1.00 0.80 0.72 0.45 0.82 0.64 Cmin=0.5 hef,ca=2.0 hef 7 0.88 0.84 0.80 0.501 0.87 0.68 fA11=0.54(c/h�f)-0.09 7-1/2 0.90 0.87 0.86 0.55 0.92 0.70 for Cor>C>Cmin 8-1/2 0.951 0.93 1.00 0.63 11.00 0.76 9 0.97 0.96 0.67 0.79 Edge Distance Shear 9-9/16 1.00 1.00 0.72 0.82 (11 to or away from edge) 10 0.76 10.84 1 Cmin=0.5 hef,Cor=2.0 hef 11 1 0.84 0.90 12-3/4 1.00 1.00 fRvz=0.36(c/h�f)+0.28 for Ca>C>Cmin Load Adjustment Factors for 5/8"and 3/4"Diameter Anchors Anchor 5/8"diameter 3/4'diameter Diameter Adjustment Spacing Edge Distance Edge Distance Shear Edge Distance Shear Spacing Edge Distance Edge Distance Shear Edge Distance Shear Factor TensimuShear, Tension, (1 toward edge), 0 to or away from edge), TonsieNShear, Tension, (1 toward edge), (II to or away from edge), fA fce fart IRV2 fA fRN fayl fayp Embedment 2-1/2 5 7-1/2 2-1/2 O 7-1/2 2-1/2 5 7-1/2 2-1/2 5 7-1/2 3-3/8 6-5/8 10 3-3/8 6 5/8 10 3-3/8 6 5/8 10 3-3/8 6-5/8 10 De th in. 1-1/4 0.70 0.60 0.18 0.46 1-11/16 0.75 0.67 0.27 0.52 0.70 0.60 0.18 0.46 2 0.79 0.72 0.34 0.57 0.73 0.64 0.23 0.49 �4 2-1/2 0.85 0.70 0.80 0.60 0.45 0.18 0.64 0.46 0.77 0.70 0.31 0.55 3 0.91 0.73 0.88 0.64 0.56 0.23 0.71 0.50 0.82 0.76 0.39 0.60 3-5/16 0.95 0.75 0.93 1 T677 0.63 0.27 0.76 LO.52 0.84 0.70 0.79 0.60 0.44 0.18 0.63 0.46 3-3/4 1.00 0.78 0.70 1.00 0.70 0.60 0.72 0.32 0.18 0.82 0.55 0.46 0.88 0.72 0.84 0.63 0.51 10.22 0.68 10.48 4 0.79 0.71 107 0.61 0.77 0.34 0.20 0.86 0.57 0.47 0.91 0.73 0.87 0.64 0.55 0.24 0.71 0.50 4-1/2 0.82 0.73 0.7 0.64 0.88 0.40 0.23 0.93 0.60 0.50 0.95 0.75 0.93 0.67 0.63 0.28 0.76 0.52 5 0.85 0.75 780 0.67 1.00 0.45 0.27 1.00 0.64 0.52 0.99 0.78 0.70 0.99 0.70 0.60 0.71 0.32 0.18 0.81 0.55 0.46 5-1/16 1 10.85 0.75 0.81 0.67 0.46 0.27 0.64 0.52 1.00 0.78 0.70 1.00 0.71 0.60 0.72 0.32 0.18 0.82 0.56 0.46 5-1/2 0.88 0.77 0.84 0.69 0.50 0.31 0.68 0.54 0.80 0.72 0.73 0.62 0.79 0.36 0.21 0.87 0.58 0.48 6 0.91 0.79 0.88 0.72 0.56 0.34 0.71 0.57 0.82 0.73 0.76 0.64 0.87 0.40 0.23 0.92 0.61 0.50 6-3/4 0.96 0.82 0.94 0.76 0.64 0.40 0.77 0.60 0.86 0.75 0.81 10.67 1.00 0.46 10.27 1.00 0.65 0.52 7-1/2 1.00 0.85 1.00 0.80 0.72 0.45 0.82 0.64 0.89 0.78 0.85 0.70 0.52 0.32 10.69 0.55 8 0.87 0.83 0.77 0.49 0.86 0.66 0.91 0.79 0.88 0.72 0.56 0.34 10.71 0.57 8-1/2 0.89 0.85 0.83 0.52 0.89 0.69 0.93 0.81 0.91 0.74 0.60 0.37 0.74 0.59 9 0.91 0.88 0.88 0.56 0.93 0.71 0.96 0.82 0.94 0.76 0.64 0.40 0.77 0.60 9-15/16 0.95 0.931 0.98 0.631 1.00 0.76 1.00 0.85 1.00 0.801 0.72 0.45 0.82 0.64 10 0.95 0.93 1.00 0.63 10.76 0.85 0.80 10.73 0.45 0.82 0.64 11-1/4 1.001 1 1.00 0.72 0.82 0.89 0.85 10.83 0.52 0.89 0.69 12 0.77 0.86 0.91 0.88 10.89 0.56 0.93 0.71 13-1/4 0.86 0.92 0.95 0.93 11.00 0.63 11.00 0.76 14 0.92 0.95 0.97 0.96 0.67 1 0.78 15 1.00 1.00 1.00 1.00 0.72 0.82 V2016 0.77 0.86 18t�- 0.88 0.93 1.00 1.00 Hihi,Inc.(US)1-800-879-8000 1 www.us.h1M.com I an espafiol 1-800-879-5000 1 Hifti(Canada)Corp.1-800-363-4458 1 www.ca.hild.com I Product Technical Guide 2006 151 TABLE 2306.4.1 A ALLOWABLE SHEAR(POUNDS PER FOOT)FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS-FIR-LARCH,OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb,n,i,) C v PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER'/x"OR s/e"GYPSUM SHEATHING MINIMUM NOMINAL MINIMUM FASTENER Fastener spacing at panel edges(inches) Fastener spacing at panel edges(Inches) PANEL THICKNESS PENETRATION IN NAIL(common or galvanized NAIL(common or galvanized PANEL GRADE (inch) FRAMING(Inches) box)or staple size" 6 4 3 2- box)or staple sizek 6 4 3 2' 11/ 6d 200 300 390 510 8d 200 300 390 510 5/16 1 11/ 16 Gage 165 245 325 415 216 Gage 125 185 245 315 3/ 13/ 8d 230d 360d 460d 610d 10d 280 430 550' 730 s 1 0/2 16 Gage 155 235 315 400 216 Gage 155 235 310 400 StructuralI 13/ 8d 255d 395d 505d 670d 10d 280 430 550' 730 Sheathing 'he 1 11/ 16 Gage 170 260 345 440 216 Gage 155 235 310 400 13/ 8d 280 430 550 730 10d 280 430 550' 730 15/32 1 11/ 16 Gage 185 280 375 475 2 16 Gage 155 235 300 400 11/7 10d 340 510 665' 870 10d — — — — 5/16 or 1/4C 11/4 6d 180 270 350 450 8d 180 270 350 450 1 11/2 16 Gage 145 220 295 375 216 Gage 110 165 220 285 11/4 6d 200 300 390 510 8d 200 300 390 510 3/8 13/ 8d 220d 320d 410d 530d 10d 260 380 490' 640 1 11/ 16 Gage 140 210 280 360 2 16 Gage 140 210 280 360 13/ 8d 240d 350d 450d 585d 10d 260 380 490f 640 Sheathing, '/16 1 11/ 16 Gage 155 230 310 395 216 Gage 140 210 280 360 plywood sidings 13/ 8d 260 380 490 640 10d 260 380 490f 640 except Group 5 Species 0/32 11/2 10d 310 460 600f 770 — — — — — 1 11/ 16 Gage 170 255 335 430 216 Gage 140 210 280 360 11/ 10d 340 510 665' 870 19/32 1 11/4 16 Gage 185 280 - 375 475 — — — — — Nail Size(galvanized casing) I Nail Size(galvanized casing) 5/ C 11/4 6d 1 140 210 275 360 8d 140 210 275 360 C 3/ 13/ 8d 160 240 310 410 10d 160 240 310f 410 r= v For SI: 1 inch=25.4 mm,1 pound per foot=14.5939 N/m. Z a. For fuming of other species:(1)Find specific gravity for species of lumber in AF&PA National Design Specification.(2)For staples find shear value from table above for Structural I panels(regardless of actual grade)and multiply value by 0.82 for spe- n cies with specific gravity of0.42or greater,or0.65 for all other species.(3)For nails findshearvaluefrom table above for nail size for actual grade and multiply value by the following adjustment factor:Specific Gravity AdjustmentFactor=[1-(0.5-SG)l, O where SG=Specific Gravity of the framing lumber This adjustment factor shall not be greater than 1. p b. Panel edges backedwith2-mchnommalorwiderhuming.Iastall panels eitherhorizontallyorvertically.Spacefasteners maximum 6 inches on center alongintermediate framing members for'/,-inch and'/,Cmchpanels installed on studs spaced 24 inches m on center.For other conditions and panel thickness,space fasteners maximum 12 inches on center on intemrediate supports. c. %inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to fuming as exterior siding. z d. Shears are permitted to be increased to values shown for'% inch sheathing with same nailing provided(a)studs are spaced a maximum of 16 inches on center,or(b)if panels are applied with long dimension across studs. m e. Framing at adjoining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where nails are spaced 2 inches on center. f Framing at adjoining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where both of the following conditions are met:(1)10d nails having penetration into framing of more than 1 Y.inches and(2)nails are spaced 3 incites on O center. W g. Values apply to all-veneer plywood.Thickness at point of fastening on panel edges governs shear values. X h. Where panels are applied on both faces of a wall and nail spacing is less than6incheso.c.oneitherside,paneljointsshallbeoffsettofailondifferentframingmembers.Orfiamingshallbe3inchnominalorthickerandnailsoneachsideshallbestaggered. i. In Seismic Design Category D,E orF,where shear design values exceed490 pounds per lineal foot(LRFD)or 350 pounds per lineal foot(ASD)all flaming members receiving edge nailing from abutting panels shall not be less than a single 3-inch nomi- nal member.Plywood joint and sill plate nailing shall be staggered in all cases.See Section 2305.3.10 for sill plate size and anchorage requirements. m j. Galvanized nails shall be hot dipped or tumbled k. Staples shall have a minimum crown width of inch. si Table 8.2E Bolt Design Values W for Single Shear (two member) Connection for sawn lumber to concrete° Thickness G=0.67 G=0.55 G=0.50 G=0.49 Cr-0.46 Red Oak Mixed Maple Douglas-Fir-Larch Douglas-Fir-Larch(N) Douglas-Fir(S) b b n as Southern Pine Hem-Fir(N) EiAv w tm is D ZII ZL ZII ZL ZII ZL ZII ZL ZII ZL in. in. in. lbs. lbs. lbs. lbs. lbs. lbs, lbs. lbs. lbs, lbs. 0.500 730 460 660 4OW 620 370 620 360 600 350 mom G 0.750 1380 850 1270 660 1220 580 1210 560 1180 520 -_ ax jai 1.000 2280 1020 2140 760 2080 680 2060 640 1930 600 0.500 780 560 750 510 730 460 720 450 710 430 6.0 and 2.5 0.750 1760 970 1560 830 1480 780 1460 760 1410 730 . greater 1.000 2670 1470 2420 1280 1 2310 1120 2290 1080 2220 1000 0.500 780 560 750 520 730 490 720 490 710 470 Room ININN 3.5 0.750 1760 1150 1680 950 1640 880 1630 860 1600 820 1.000 3120 1620 2850 139 22700 1300 2670 1270 2570 1230 Thickness w G=0.43 G=0.42 G=0.37 G=0.36 G=0.35 E c Hem-Fir Spruce-Pine-Fir Redwood Eastern Softwoods Northern Species ra ; S (open grain) Spruce-Pine-Fir(S) uA Western Cedars 1 w Western Woods tm is D ZII ZL ZII ZL ZII ZL ZII ZL ZII ZL 1 in, in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 0.500 570 330 570 330 530 300 520 290 510 280 1.5 0.750 1150 460 1140 450 1090 370 1080 360 1060 350 1.000 1800 540 1760 520 1560 440 1520 420 1460 400 f 0.500 700 400 690 390 670 350 670 340 660 330 ' 6.0 and 2.5 0.750 1350 690 1340 680 1250 620 1230 600 1200 580 greaterJi t 1.000 2150 900 2130 880 2010 720 1990 700 1960 680 0.500 700 460 690 450 670 . 420 670 400 660 400 3.5 0.750 1570 760 1560 750 1490 670 1470 660 1430 650 r 1.000 2460 1170 1 2430 1150 2260 1020 2230 980 2180 940 1. Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7.3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(Fyb)of 45,000 psi. 3. Tabulated lateral design values(Z)are based on a dowel bearing strength(Fj of 6,000 psi for concrete with minimum f' =2000 psi. 4.6"anchor embedment assumed. AMERICAN WOOD COUNCIL 44 MECHANICAL CONNECTIONS Table 7.3.1 Applicability of Adjustment Factors for Connections 1 2 E3 g 3 F 3 3 3 3 g Ir 3 �+ caww F Bolts Z'=Z CD CM Ct Cg Co — — — — — Lag Screws W =W CD CM Ct — — — Ceg — — — Z'=Z CD CM Ct Cg CA Cd Split Ring and Shear P'=P CD CM. Ct C Cd Ca — ca — — Plate Connectors Q'=Q CD CM Ct Egg Co Cd — — — — Wood Screws W'= W CD CM Ct — — — — — Z'= Z CD CM Ct — — Cd Ceg — — — Nails and Spikes W'= W CD CM Ct — — — — — — Ctn Z'= Z CD CM Ct — — Cd. Ceg — Cdi Ctn Metal Plate Connectors Z'= Z CD CM Ct — — — — — — — Drift Bolts and Drift Pins W'= W CD CM Ct — — — Ceg — — — T= Z . CD CM Ct Cg Co Cd Ceg — — — Spike Grids Z'= Z CD CM Ct — Co — — — — — Tunber Rivets P'= P CD4 CM Ci — — — — CSt5 — — Q'=Q CD CM Ct — Cob — — CA — — 1.The load duration factor,CD,shall not exceed 1.6 for connections(see 7.3.2). 2.The wet service factor,CM,shall not apply to toe-nails loaded in withdrawal(see 12.2.3). 3.Specific information concerning geometry factors CA,penetration depth factors Cd, end grain factors, C.., metal side plate factors, C,,, diaphragm factors,Cdi and toe-nail factors Cm is provided in Chapters 8,9,10,11,12,and 14 of this Specification. 4.The load duration factor,Cp,is only applied when wood capacity(P.,Q„)controls.See Chapter 13 for specific information. 5.The metal side plate factor,C.,is only applied when rivet capacity(P,Qr)controls.See Chapter 13 for specific information. 6.The geometry factor,Ca,is only applied when wood capacity,Q.,controls.See Chapter 13 for specific information. 7.3.5 Fire Retardant Treatment n = number of fasteners in a row RFA = the lesser of ESAS or EmAm Allowable design values for connections in lumber EmAm . ESA, l_tn = modulus of elasticity of main member,psi and structural glued laminated timber pressure-treated with fire retardant chemicals shall be obtained from the com- Es = modulus of elasticity of side members,psi parry providing the treatment and redrying service (see Am = gross cross-sectional area of main member,in2 2.3.5). The impact load duration factor shall not apply to AS = sum of gross cross-sectional areas of side connections in wood pressure-treated with fire retardant members,in2 chemicals(see Table 2.3.2). m 7.3.6 Group Action Factor, C. +1 1 u - 2[EmAm ES AS] 7.3.6.1 Nominal lateral design values for split ring connectors,shear plate connectors,bolts with D<_ 1", or s = center to center spacing between adjacent lag screws in a row shall be multiplied by the following fasteners in a row,inches group action factor,Cg: y = load/slip modulus for a connection,Win m(1—m2n) y = 500,000 Win for 4"split ring or shear plate f1+R� connectors Cg n[(1+RE,m") 1+m —1+m2nJ L 1—m (7.3-1) y = 400,000 Win for 2-1/2"split ring or 2-5/8" shear plate connectors where y = (18O,OOO)(DL5) for bolts or lag screws in wood- to-wood connections AMERICAN WOOD COUNCIL Wall Line N 2 E .# Load Comb. 16-1Oa D+.75W+.75S 16-10b 1.06D+.72Vs+.2S 16-11 .6D+W Vert.Load 16-12 .54D+.72Vs Lateral Load H L Rxn H(ft) 9.00 Wall L(ft) Aspect Ratio Wind(16-11) Seismic(16-12) Wind Comp.(16-10a) Seismic Comp.(16-10b) Vertical Loads Shear uplift* Shear uplift* Rxn Additional Total Rxn Additional Total Dead For Gravity(lb/ft) 156 NSC 1.75 5.14 995 -8877 387 -3405 6861 3599 Dead For Lateral(lb/ft) 156 NSD 1.75 5.14 995 -8877 387 -3405 6861 3599 Snow Roof Ibfft 76 L eral Loads Vw Ib 3484 Vs Ib 18 Total 3.50 "Negative sign Indicates net uplift force y15o u41 We- S.w P-50- . 5+,ro Wal i S5 Wa4'x �wt Cl I s I I.. ' 1 i I 4�-0`f! iltZi 511109 �C3 ct- � � ��I� �o��_,_�e» '�► � ; I 1 — - sa - - ro ro-je_ 'lo,l.71• -MHO+ 4-ti 6'(_15Iz '-� �-t,lall c ro z $ a! 10_Rt ___ .p 34 4 _4tS6 �TM��esdshe�, }nLr4Ac5e. l�n h��„f is�� re„swe�D�,+S�-}��E'1`t c1e'_GY2aS�d,-Si,er+p5o.�n i it I I _ I I -- - ---— - I � ' i I : I i L. i i I i I I : I Wall Line N E .# Load Comb. 16-10a D+.75W+.75S 16-10b 1.06D+.72Vs+.2S 16-11 .6D+W Vert.Load 16-12 .54D+.72Vs Lateral Load H L Rxn H(ft) 7.00 Wall L(ft) Aspect Ratio Wind(16-11) Seismic(16-12) Wind Comp.(16-10a) Seismic Comp.(16-10b) Vertical Loads Shear uplift* Shear Uplift` Rxn Additional Total Rxn Additional Total Dead For Gravity(lb/ft) 156 N—SC 1.75 4.00 1186 -8218 552 -3791 6367 3985 Dead For Lateral Ibtft 156 NSD 1.75 4.00 1186 -8218 552 -3791 6367 3985 Snow Roof Ibtft 76 Lat ral L �. Vw Ibi 4150 Vs(lb) 2684 Total 3.50 Negative sign Indicates net uplift force 611vnp6on 51earW411 5541.1yx7 ok �/is�s-= � Y�5"X STEEL STRONG-WALLO: Standard Application on Concrete Foundations INSTALLATION INFORMATION ✓ INSTALLATION Attach to • top plates or header Do not cut the Steel Strong-Wall or enlarge existing holes. with SDS'/a'x3'Fz' Doing so will compromise the performance of the wall. screws(provided). • Do not use an impact wrench to tighten nuts on the anchor bolts. • Maximum shim thickness between the Steel Strong-Wall T and top plates or header is�/e'using SDS 1/a'01V screws. For additional shim thicknesses,see detail 5/SSW2 on VI/ page 87. • Walls with 2x4 pre-attached studs may also be used in 2x6 wall framing.Install the wall flush to one face of the framing and add furring to the opposite side. •Walls may be installed with solid or mufti-ply headers, see detail 11/SSW2 page 92 for details. STEEL STRONG-WALL PRODUCT DATA Shim as necessary HEADER for tight fit CONNECTION SSW12x7 12" 80' 3W 2 s/; 4 (See page 92 detail 11/SSW2 for multi-ply SSW15x7 15' 80" 3W2 1' 6 header option) SSW18x7 18" 80' 3W 2 1' 9 SSW21x7 21" 80' 3W 2 1' 12 SSW24x7 24" 80' 3Yz" 2 1' 14 H SSW12x8 12' 93Y; 3W 2 3/4" 4 SSW15x8 15' 3W 2 1" 6 SSW18x8 18" 93Y4' 3W 2 1" 9 SSW21x8 21 93Y' 3W 2 1' 12 DO NOT SSW24x8 24" 93Y4' 3W 2 1' 14 cut wall or enlarge existing holes Z Z Place Steel Strong-Wall panel o x10 12" 117Y<<' 3yZ' : 4 over the anchor bolts and secure w SSW15x10 15' 1171/4" 3W 2 1' 6 with heavy hex nuts(provided). 17 Snug tight fit required.Do not SSW18x10 18" 1171/4' 3W 2 1' 9 SSW21x10 21" 1171/4" 3W 2 1" 12 use an impact wrench. Ca SSW24x10 24" 117Y," 3yZ" 2 1' 14 •1Y4"wrench/socket required o for s/4"nut. y •1%'wrench/socket required 0 for 1'nut. N 3 A SSW15x12 141Y4 5W "16 SSW18x12 18' 1411/4' 5W 2 1" 9 SSW21x12 21' 1411/' 5W 2 1" 12 SSW24x12 24" 141Y4' 5W 1 2 1" 14 11 k III STEEL STRONG-WALLP: Standard Application on Concrete Foundations 2003 AND 2005 INTERNATIONAL BUILDING CODE 64� a 1000 1020 0.27 1020 0.27 1095 0.29 1275 0.34 SSW12x7 4000 875 0.23 875 0.23 965 0.25 1095 0.29 7500 710 0.19 710 0.19 815 0.21 890 0.23 1000 1490 0.19 1490 0.19 1820 0.23 1860 0.24 SSW15x7 4000 1330 0.17 1330 0.17 1645 0.21 1665 0.21 7500 1155 0.15 1155 0.15 1440 0.18 1445 0.18 1000 2845 0.19 2955 0.20 2845 0.19 3425 0.23 SSW18x7 4000 2615 0.17 2955 0.20 2615 0.17 3195 0.21 7500 2345 0.16 2920 0.19 2345 0.16 2930 0.19 1000 3550 0.15 3550 0.15 4095 0.17 4440 0.18 SSW21x7 4000 3550 0.15 3550 0.15 3810 0.16 4440 0.18 7500 3475 0.14 3550 0.15 3475 0.14 0.18 1000 4585 0.13 0.13 5510 0.15 r 5730 0.16 SSW24x7 4000 4585 0.13 4585 0.13 5240 0.15 5730 0.16 7500 1 4585 0.13 4585Z 0.13 4840 0.13 5730 0.16 ,3 1 1000 835 0.35 835 0.35 940 0.39 1045 0.43 SSW12x8 4000 690 0.29 690 0.29 830 0.34 865 0.36 7500 530 0.22 530 0.22 665 0.28 665 0.28 1000 1225 0.25 1225 0.25 1530 0.31 1530 0.31 SSW15x8 4000 1075 0.22 1075 0.22 1345 0.27 1345 0.27 7500 910 0.18 910 0.18 1135 0.23 1135 0.23 1000 2440 0.26 2575 0.27 2440 0.26 2940 0.31 SSW18x8 4000 2240 0.24 2575 0.27 2240 0.24 2740 0.29 7500 2010 0.21 2370 0.25 2010 0.21 2515 0.26 1000 3170 0.21 3170 0.21 3515 0.23 3960 0.26 z SSW21x8 4000 3170 0.21 3170 1 0.21 3270 0.22 3960 0.26 LC 7500 2985 0.20 3170 0.21 2985 0.20 3700 0.24 g 1000 4085 0.18 4085 0.18 4765 0.21 5105 0.23 SSW24x8 4000 4085 0.18 4085 M 4495 0.20 5105 0.23 7500 4085 0.18 4085 M 4150 0.18 5105 0.23 Cr. N � O N O O N 3� y » �i See footnotes on page 17. 16 STEEL ' I ► ° Anchorageo r , BRICK LEDGE INSTALLATIONS AT CORNER Use tables on page 38 for slab on grade/10'curb installations at corner. BRICK LEDGE INSTALLATIONS AWAY FROM CORNER I,�So Away From Corner Anchorage Solutions for 1997 UBC Loads' A-1 a'M.at 21'and i21tiis SSWAB360 or 5h' SSWAB308 per scbdle 3• 12'Wall 6' 2-4 15'Wall 18'Wali II I 21"Wall 19,hL in 24'Wall (SSWAB30) Ar 25'ht. 1.2500 psi concrete assumes no special Inspection and a multiplier of 2 on the (SSWAB36) concrete per Section 1923.3.2. W 2.3000 and 4500 psi concrete assume special inspection. — 3.Assumes phi=0.65(reinforcement not provided per Section 1923.3.2). 4.Seismic applies to designs using R=5.5.For designs using R=4.4,use the wind values. I B 5.11Malues denote where SSWAB30HS anchor bolt may be used in place of SSWAB36HS. 1=111El1IE4IM=1 'III=11E W Away From Corner Anchorage Solutions for 2000 IBC Loads'•' Section at Brick Ledge 12'Wall 15'Wall 44 42 36 Foundation design 18'Wall 38 44 40 42 36 (size and reinforcement)by others. 21'Wall 41 44 40 42 36 24'Wall 44 44 40 42 36 Away From Corner Anchorage Solutions for 2003 and 2006 IBC Loads'., _ y s W 12'Wall 15"Wall 44 42 36 18'Wall 44 42 36 21'Wall 31 44 36 42 36 24'Wall 36 44 36 42 36 UBC dimension=19' IBC dimension=29'0 SSWAB30 1.Assumes cracked concrete with no supplementary reinforcement per ACI 318. IBC dimension=32'®SSWAB36 2.Wind includes Seismic Design Category A and B. For Lesser End Distance 3.Seismic denotes Seismic Design Category C through F.Detached 1 and 2 family (e.g.Corner Installation),see page 38. dwellings in SDC C may use wind solutions. } 4. values denote where SSWAB30HS anchor bolt may be used in place of SSWAB36HS. Brick Ledge Footing Plan Away From Corner a Anchorage Solutions General Notes 1. Anchorage solutions based on high strength SSWAB anchor bolts. Z 2. The Engineer of Record may specify alternate embedment,footing size or bolt grade. 0 3. Footing dimensions and rebar requirements are for anchorage only. to __— a f rn n N STEEL STRONG-WALL ANCHOR BOLT LAYOUT SSW12 29/1a 67N 2' 3� � SSW15 27N 91/! 17N SSW18 27N 121/! 17N SSW21 27N 151/! 17N SSW24 27N 181/! 17A' J s'—`— 41 SO o1 l SSWAB ANCHOR BOLTS SSWHSR EXTENSION KIT SSWAB anchor bolts in T SSWHSR allows for anchorage in tall stem wall applications Concrete 3/4 and 1"diameters offer —Top of where full embedment of an SSWAB into the footing is required. C� flexibility to meet specific Concrete The head is stamped for identification like an SSWAB.Kit includes project demands.Inspection ~Heary ex Nut ASTM A-449 high strength rod with heavy hex nut fixed in place is easy;the head is stamped , lbmd ro place and high strength coupler nut.Do not use in place of SSWAB. ssnsn with a"No Equal"symbol on ansswe for identification,bolt length, anchor bits bolt diameter,and optional ie "HS"for High Strength Hxon 3. if specified. Extensron In cut to Length---► MATERIAL:ASTM A36;High Heavy of as Necessary Strength(HS)ASTM A449 Hex Nut Coof ncrete An additional nut for template Washer Heavy Hex Nut installation is provided with Heavy fixed In place each SSWAB.May also be Hex Nut High Strength used for SSW installation. c°aD"r"N Patent Pending � 1•':a 1' High Strength Rod SSW! SSWHSR_KT High Patent Pending Strength SSW4B3/4x24 3/4 24 19 Coupler Nut SSWAB3/4x24HS 3/4 24 19 12' SSWA63/4x30 3/a 30 25 Model SSWAB3/4x30HS 3/4 30 25 SSWAB3/4x36HS 3/4 36 31 12" SSWHSR3/a-2KT 3/a 24 21 SSWHSR Model SSWHSR3/a-3KT 3/a 36 33 and SSWAB Assembly SLAB ON GRADE/10"CURB INSTALLATIONS AT CORNER Anchorage Solutions for 2000 IBC Loads'.' Anchorage Solutions for 1997 UBC Loads'2,3,5 12'Wall 12'Wall 15/3 14/3 12/3 15'Wall 46/21 15'Wall 21/3 15/3 12/3 18'Wall 46/21 18'Wall 24/6 22/6 18/4 12/3 12/3 21'Wall 44/20 46/21 21'Wall 1 26/8 1 22/6 18/4 13/3 12/3 24'Wall 46/21 46/21 24'Wall 1 28/10 1 22/6 18/4 13/3 13/3 Anchorage Solutions for 2003 and 2006 IBC Loads'' 1.2500 psi concrete assumes no special Inspection and a multiplier of 2 on the concrete per Section 1923.3.2. Z 2.3000 and 4500 psi concrete assume special inspection. > 3.Assumes phi=0.65(reinforcement not provided per Section 1923.3.2). a 4.Seismic applies to designs using R=5.5.For designs using R=4.4,use the wind values. 5. values denote where SSWAB30HS anchor bolt may be used in place of SSWAB36HS. 12"Wall _ 15'Wall 46/21 17 Foundation design 18'Wall 46/21 Z Mat 12and 15alls o (Size and reinforcement)by others. eMat 152•and his 21'Wall 46/21 SSWBBS or I 24'Wall 46/21 Z SSWHBS or SSWBBS SSW86S per schedule 1.Assumes cracked concrete with no supplementary reinforcement per ACI 318. a per schedule 3• 2.Wind includes Seismic Design Category A and B. 3 2-e 3.Seismic denotes Seismic Design Category C through F.Detached 1 and 2 family o 10a lgak dwellin s in SDC C may use wind solutions. _ — 4. lues denote where SSWAB30HS anchor bolt may be used in place of SSWAB36HS. 15K I 3 2'fi 6Syy = PW ny = i 1 Nor ci Nafr 2' 5M. to�uMalion SSW — r� II V% —I 1T=11 J =11 sic I IIJII-1 I W W 'y Section at Slab on Grade Section at 0'Curb W' w, Anchorage Solutions General Notes 8diension=12 1. Anchorage solutions based on high strength SSWAB anchor bolts. a diension Z®SW no 2. The Engineer of Record may specify alternate embedment,footing sae or bolt grade. a diension AGSW e6 3. Footing dimensions and rebar requirements are for anchorage only. Slab on Grade/10'Curb Footing Plan at Corner 38 STEMWALL INSTALLATIONS ® J Anchorage Solutions for 1997 UBC Loads'z 6 min.at 12'&15'walls min.at 18',21'&24'wa8s Oqe) SSWABHS 3' Max Stemwall 12'Wall 24 22 19 16 15 13 Height=Is—de See page 38 for 15'Wall 26 22 19 16 16 14 le dimensions n 18'Wall di erasion 30 28 24 20 20 17 1114 Reber 21'Wall 32 28 24 21 20 18 1 If I (may be 24'Wall 32 28 24 21 20 18 4I sPyk�i �{ foundation rebar) i� _ 5'Min. 4 1=9 12"Wall 20 20 16 14 13 12 mif G 15'Wall 72 22 20 17 14 14 12 1h w 1hw 18'Wall di erasion F!28 24 21 18 17 15 (min) (min) 21-Wall 24 21 18 18 16 W 24'Wall 28 1 24 1 21 18 1 18 16 Section at Stemwall 1.2500 psi concrete assumes no special inspection and a multiplier of 2 on the concrete per Section 1923.3.2. 2.3000 and 4500 psi concrete assume special inspection. 3.Seismic applies to designs using R=5.5.For designs using R=4.4,use the wind values. 6'min,at 1Y&15'walls 8'min.at 18',21'&24'walls Anchorage Solutions for 2000 IBC Loads' SSWHSR I � 12'Wall 30 10 33 11 30 10 33 11 24 8 27 9 Ste wall 11:1 Heigh15'Wall 36 12 48 16 33 11 45 15 27 9 42 14 (SSWAB le+18'Wall 42 14 48 16 42 14 45 15 33 11 42 14 SSWHSR Ie+21'Wall 45 15 48 16 42 14 45 15 36 12 42 14 pagde) /4 RebeSee page 38 for1 I ar (may bele dimensionsoundation24'Wall 48 i6 48 16 42 14 45 15 36 12 42 rebar) Anchorage Solutions for 2001and 2006 IBC Loads' SSWABHS de r SMin. 12"Wall 24 8 33 11 27 9 33 11 21 7 27 9 — 15'Wall 30 10 48 16 27 9 45 15 21 7 42 14 h W Min. 1hW Min. 18'Wall 36 12 48 16 36 12 45 15 27 9 42 14 yy 21'Wall 39 13 48 16 3 13 45 15 30 10 42 14 24'Wall 42 14 48 16 1"39 13 45 15 33 11 42 14 Section at Stemwall SSWAB and SSWHSR 1.Assumes cracked concrete with no suppkmeritary reinforcement per ACI 318. Extension Application Z 2.Wind includes Seismic Design Category A and B. a 3.Seismic denotes Seismic Design Category C through F.Detached 1 and 2 family dwellings in SDC C may use wind solutions. W Foundation and stemwall design Anchorage Solutions General Notes (size and reinforcement)by others. Z 0 1. Anchorage solutions based on high strength SSWAB anchor bolts. _............................... 2. The Engineer of Record may specify alternate embedment,footing size or bolt grade. _ 3. Footing dimensions and rebar requirements are for anchorage only. a N O O N Wa, 1h W 1h W 3 9 rA W W U 1h W 1h W �1hW 1hW� �-1hw WW--� Stemwall Footing Plan Away From Corner Stemwall Footing Plan at Corner 40 _ - I - I -- - i __ - -- '--- I !- _ - - --� --�--- - -I--i-- -- I --I-�---i--- - ! � -� I I If 1 I I I I I f-1--� I - iv -�- �--�--- _ - -I I I I I - - ----- __ - -- - -- _I -I - --I --� - -- --- -- --- - - 1, } I I I I I - - - - ! - I I I i j I 00, I I I I I -1-- j --P---I �--- , ---I ---- -� I '•---I------- I I -1-- � J.-._.. --�-----_' -1.__..__ _---�- - -I- - -- _ i _- -- ------ - --- I I I I I i _ -r I I � I _--- I---I------ ! - !-----!- :- � - -�_I -1�1 -_I--- _l�!_ -_I i I ! i -' � i--!- -----1- __!__ ! I _ I I _ I I _i I ___ I [ i _ 11._ I ► I � I ----------- �--I-- f { !- I -- I I --;-- --�-- -- - ---- -- - 1- 1 l _- j - -----I -�k I 1 I I I _ -- -I -- ----- I -- ---I- I . I-J-1 - -- - �--- I I l l i 1 1 1 I--- l- I : I _ I , : I I rV I I e � CCe 14Y c^ — I r " 1 F r I K :T t r i I - � I : I i I I I I ; I I : � I - - _ - --------- - - - --- -- - - - : r1 I ; I v I , I � I1aXI - r -- -ate. - - SS t$ i� ) -__ l(,_o�c y�u1[-.4;Af= 31+33 W I I �SId I ; I cue I 7 1 : i � ' YN d'fr i I I I ' � I I_ r 51 - H1 b 54re,` -�i Qnckor-ex_ka'nsi pvy ; i I / -- CAI i7o`-- - -gSTh(i �1t►4-4 i fl1 �a I See�-fYP wvjd. , I sin Son SS}JA8 3X 3 - G S I � I ; I : n y I d_ , 8' i I I , I _ - I - ' — — - - - I , i o8—off � 13plo8 - 1 I� = �7�4 J6 APA 3ai;r to;ae)?a.btp-'3a- t4132 {l�r�, lad na�ls� AI10,,;,bte 15X,ga) Iq8 p > Ig3pf tit Af Ades ��, �'"`��lab a _ ► l3 rck E "`seas}, , 13� OLItowa,t l e ej Loo4s Ca4"C-C rru aces Q �snml S�a�J $,Cops --136PS .. (tun balan (� 7r��Ss Sha�� la _Cav�t`�Ean�_ E 19/3� ISO T Alois . c h l eg