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CC-000521-2017 TOWN OF QUEENSBURY ; ty , 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development - Building& Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: CC-000521-2017 Date Issued: Tuesday, November 13, 2018 This is to certify that work requested to be done as shown by Permit Number CC-000521-2017 has been completed. Tax Map Number: 297.18-1-1 Location: 462 RIDGE RD Owner: Glendening Realty, LLC Applicant: James Glendening This structure may be occupied as a: Commercial Addition 507 sq. ft. Adirondack Animal Hospital By Order of Town Board Cross Ref P-SP-29-2017 TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the 4 property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building&Codes (518)761-8256 BUILDING PERMIT Permit Number: CC-000521-2017 Tax Map No: 297.18-1-1 Permission is hereby granted to: Brodie Farr Contracting For property located at: 462 RIDGE RD In the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance Tvne of Construction Owner Name: Glendening Realty,LLC Business Office-Addition $200,000.00 Owner Address: 395 Ridge RD Total Value $200,000.00 Queensbury,NY 12804 Contractor or Builder's Name/Address Electrical Inspection Agency Brodie Farr Contracting 4 Stonehurst DR Queensbury,NY 12804 Plans&Specifications Commercial Addition 507 sq.ft. Adirondack Animal Hospital Cross Ref.P-SP-29-2017 $150.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Monday,September 17,2018 (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 ex iration date.) Dated at the Town o ueensb �Frid er 15,2017 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement . r Office Use Only �^o ADDITION/ALTERATION PERMIT Permit#: — ��11OG APPLICATION Permit Fee: $ SCS Town of Queensbury 4 �` 742 Bay Road,Queensbury,NY 12804 Invoice#: c-71 `v 1 P:518-761-8256 www.gueensbury.net Project Location: 46-z gda-d Tax Map ID #: q7 /tf —1 —1 Subdivision Name: CONTACT INFORMATION: • Applicant: It Name(s): tLol s e. 6&"11111A Mailing Address, C/S/Z: erd Cell Phone: 5 f� ) 060 °-7.60,-' Land Line ( ';-18 ) 713 --,o"T-7 7 Email: aandoL Cyoi • Primary Owner(s): Name(s): ;d4 LLC Mailing Address, C/S/Z: 3015 ' 'Ad 12h)14 Cell Phone: Land Line: S/ ) 79.3- LIS--7 Email: • Contractor(s): Business Name: f3doji� 1:�t'/ & ✓ &AL-h" Contact Name(s): 63ah-e /j-r Mailing Address, C/S/Z: Jh"A -sF Dr. Daae OUlfill .Vy /21f04 Cell Phone: Land Line: ( 15/S ) 7457- 54:3f Email: • Arch itect(WEngineer(s): Business Name: J1VZ_ Anh4ech owd PlmnzrSr }� C Contact Name(s): aySQ'a t Mailing Address, C/S/Z: /q'o &('e r ��&i5 Cell Phone: �5( ) *ZM) - c).30Z Land Line: ( SIS ) 793 - 0'78�,- E m a i I: buys ooj C� jm z cr-e�k rl c f5. 4-em Contact Person for Building & Code Compliance: 14-hc(r-e o pa-i—so t § Cell Phone: -( 51& ) 7&0 -0302 Land Line: ( 47 ) 7f3 -r�75�1a Email: se,<-7,�0 z_4ak,G;t Town of Queensbury Building&Code Enforcement Addition/Alteration Application Revised February 2017 PROJECT INFORMATION: TYPE: X Commercial Residential WORK CLASS: Single-Family _Two-Family Multi-Family (# of units ) Townhouse X Business Office Retail Industrial/Warehouse _Garage (# of cars ) Other (describe ) ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE: 1st floor: _5707 ;rncla'i.'°s G;"&zd walk"JI) 1st floor: 2"a floor: 211 floor: 3rd floor: 3rd floor: 41h floor: 411 floor: Total square feet: �D� Total square feet: ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ 004 400 2. If Commercial project, what is the proposed use: V&Ari✓! w Hawl&l 3. Source of Heat (circle one): Gas Oil Propane Solar Other Fireplaces need a separate Fuel Burning Appliances & Chimney Application 4. Are there any structures not shown on the plot plan? YES NO Explain: 5. Are there any easements on the property? YES 6. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? b. Is this a corner lot? YES NO c. Will the grade be changed as a result of the construction? YES NO d. What is the water source? PUBLI � PRIVATE WELL e. Is the parcel on SEWER or a PRIVATE SEPTIC system? & Se h6 Town of Queensbury Building&Code Enforcement Addition/Alteration Application Revised February 2017 DECLARATION: 1. 1 acknowledge that no construction shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. 2. If the work is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 3. I certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: / SIGNATURE: DATE: '�`� / Town of Queensbury Building&Code Enforcement Addition/Alteration Application Revised February 2017 INSPECTION WORKSHEET (BINS-005573-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number: Inspection Date: Inspector: Case Module: Inspection Status: Inspection Type: CC-000521-2017 08/02/2018 John O'Brien Permit Failed Commercial Final Inspection Job Address:Parcel Number:462 RIDGE RD Queensbury, NY 12804 297.18-1-1 Contact Type Company Name Name Granted Permission Farr Contracting [Farr Contracting] , Architect JMZ Architects [JMZ Architects] , Applicant Glendening, James Primary Owner Glendening Realty, LLC [Glendening Realty, LLC] Contractor Farr Contracting [Farr Contracting] , Checklist Item Passed Comments Plumbing Vent Through Roof/Roof complete YES Ext Finish /Grade Complete/6 in 10ft or Equivalent YES Doors 36 inch wLever Hand Panic Hardware, if req YES Exits At Grade Or Platform 36 (w) x 44 (l)YES Floor Bathroom Watertight Other Floors Okay YES Handicapped Bath/Parking Lot Signage YES -Handicapped Parking Space only 7 ft needs to be 8 ft. Universal Symbol of Access displayed - on all H/C signs YES Final Electrical / Flex Gas Piping Bonded YES Site Plan Variance required NO - Complete Site Items and Submit Site Certification. Bldg Num or Tenant Address on Bld or Drive YES Engineer or Architect Approval YES - Submit Final Approval Letter from Architect/Engineer. 8/2/18 Received Final Approval Letter from Architect/Engineer. Aug 02, 2018 Page (3) INSPECTION WORKSHEET (BINS-005573-2018) Checklist Item Passed Comments OK to Issue C/O NO 7/5/18 Final Inspection Not Approved Remaining Items: - Complete Site Items and Submit Site Certification. - Complete Fire Marshal's Items. - Handicapped Parking Space only 7 ft needs to be 8 ft wide. - Submit Final Approval Letter from Architect/Engineer. 7/26/18 Final Inspection Not Approved - Complete Site Items and Submit Site Certification. - Submit Final Approval Letter from Architect/Engineer. 8/2/18 Final Inspection Not Approved Remaining Items: - Complete Site Items and Submit Site Certification. Aug 02, 2018 Page (4) O'Brien, John (Inspector) INSPECTION WORKSHEET (BINS-004806-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:CC-000521-2017Case Module:Permit Inspection Date:07/05/2018Inspection Status:Failed Inspector:John O'BrienInspection Type:Commercial Final Inspection Job Address:462 RIDGE RDParcel Number:297.18-1-1 Queensbury, NY 12804 Contact TypeCompany NameName ApplicantGlendening, James Primary OwnerGlendening Realty, LLC, ContractorFarr Contracting, Granted PermissionFarr Contracting, ArchitectJMZ Architects, Checklist ItemPassedComments Plumbing Vent Through Roof/Roof completeYES Ext Finish /Grade Complete/6 in 10ft or EquivalentYES Doors 36 inch wLever Hand Panic Hardware, if reqYES Exits At Grade Or Platform 36 (w) x 44 (l)YES Floor Bathroom Watertight Other Floors OkayYES Handicapped Bath/Parking Lot SignageNO-Handicapped Parking Space only 7 ft needs to be 8 ft. Universal Symbol of Access displayed - on all H/CYES signs Final Electrical / Flex Gas Piping BondedYES Site Plan Variance requiredNO Bldg Num or Tenant Address on Bld or DriveNO Engineer or Architect ApprovalNO- Submit Final Approval Letter from Architect/Engineer. OK to Issue C/ONO7/5/18 Final Inspection Not Approved Remaining Items: - Complete Site Items and Submit Site Certification. - Complete Fire Marshal's Items. - Handicapped Parking Space only 7 ft needs to be 8 ft wide. - Submit Final Approval Letter from Architect/Engineer. O'Brien, John (Inspector) Jul 05, 2018Page (1) e s COMcheck Software Version 4,3.5.2 Envelope Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Adirondack Animal Hospital Location: Glens Falls, New York Climate Zone: 6a Project Type: Addition Vertical Glazing/Wall Area: 24% Construction Site: Owner/Agent: Designer/Contractor: 462 Ridge Road Queensbury, New York 12804 Building Area Floor Area 1-Office: Nonresidential 107 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor.) Perimeter Roof:Attic Roof,Wood Joists,[Bldg.Use 1 -Office] 100 49.0 0.0 0.021 0.021 Floor:Unheated Slab-On-Grade,Vertical 4 ft.,[Bldg,Use 1 -Office](c) 107 --- 6.0 0.528 0.540 NORTH Ext.Wall:Wood-Framed,16in.o.c.,[Bldg.Use 1-Office] 96 21.0 6,0 0.043 0.051 Door:Other(U-Factor option),Perf.Specs.:Product ID Andersen AND- 21 -- --- 0.350 0.770 N-139,SHGC 0.19,[Bldg.Use 1 -Office](b) SOUTH Ext.Wail:Wood-Framed,16in.o.c.,[Bldg.Use 1 -Office] 96 21.0 6.0 0.043 0.051 Door:Other(U-Factor option),Perf.Specs.:Product ID Andersen AND- 21 -- --- 0.350 0.770 N-139,SHGC 0.19,[Bldg.Use 1 -Office](b) WEST Ext.Wall:Wood-Framed,16in.o.c.,[Bldg.Use 1-Office] 96 21.0 6.0 0.043 0.051 Window:Vinyl Frame:Fixed,Perf.Specs.:Product ID Andersen 100 7 --- --- 0.290 0.360 Series Picture,SHGC 0.29,[Bldg.Use 1 -Office](b) Window:Vinyl Frame:Fixed,Perf.Specs.:Product ID Andersen 100 7 --- 0.290 0.360 Series Picture,SHGC 0.29,[Bldg.Use 1 -Office](b) Window:Vinyl Frame:Fixed,Pert.Specs.:Product ID Andersen 100 12 --- — 0.290 0.360 Series Picture,SHGC 0.29,[Bldg.Use 1-Office](b) (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. Project Title: Adirondack Animal Hospital Report date: 09/05/17 Data filename: Page 1 of 12 Envelbbe PASSES: Desian 7% better than .. Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.3.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. �� '?1,5117 ,�c1,.SO1 i 'a Name-Title Signature D e Project Title: Adirondack Animal Hospital Report date: 09/05/17 Data filename: Page 2 of 12 Adirondack Animal Hospital 462 Ridge Rd Queensbury, NY 12804 Facade Renovation and Addition Structural Calculations For Facade Renovation and Addition Prepared By: Schoder Rivers Associates Evergreen Professional Park 453 Dixon Road, Ste. 7, Bldg. 3 Queensbury, NY 12804 Client: JMZ Architects and Planners, P.C. 190 Glen Street Glens Falls, NY 12801 � P Carl B. Schoder, Principal NYSPE # 62971 TABLE OF CONTENTS Project Parameters Pages 1 - 7 Wood Framing & Pier Design Pages 8 - 30 Wind & Seismic Design Pages 31 - 37 Check Existing, Adjacent Framing Pages 38 - 49 Truss Connection Design Page 50 v lis?ITA rAL4-Aon �L Chi" N 5 No = �C> plo- X157. 1N 9 'M\AJ �C�S. _ C F C z. �YZT 2- At lo -°t 5v i 51� C-L'As5 l Dosign Maps Detailed Report Page 1 of 6 � Design Maps Detailed Report ASCE 7-10 Standard (43.336170N, 73.63071°W) Site Class D - "Stiff Soil", Risk Category I/I1/11I Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS'by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 2-1 Ell SS = 0.232 g From Figure 22-2`3 S, = 0.081 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class v, N or SU A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s - 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w ;-> 40%, and • Undralned shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For Sl: ift/s = 0.3048 m/s ilb/ft2 = 0.0479 kN/m2 https://earthquake.usgs.gov/cn l/desigmnaps/us/report.php?template=minimal&latitude=43.... 8/1/2017 Design Maps Detailed Report Page 2 of b Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss :s 0.25 SS = 0.50 Ss = 0.75 Ss = 1.00 Ss z 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1,2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S, = 0.232 9, F. = 1.600 Table 11.4-2: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, 150.10 S, = 0.20 S, = 0.30 S, = 0.40 S, ?_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, - 0.081 g, F.= 2.400 https://earthquake.usgs.gov/cnl/desigmnaps/us/report.php?template=minimal&latitude=43.... 8/1/2017 'Design Maps Detailed Report Page 3 of 6 Equation (11.4-1): SMS = F.Ss = 1.600 x 0.232 = 0.372 g Equation (11.4-2): Sr„ = F.SI = 2.400 x 0.081 = 0.195 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = % SMS = 2/ x 0.372 = 0.248 g Equation (11.4-4): SDI = % SMI = 2/3 x 0.195 = 0.130 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 i33 TL = 6"seconds Figure 11.4-1: Design Response Spectrum T<Te:Ss=Sb6(OA 4OAT/TO) T,%T%T,:S.=3m tiw0.248 - I I T>TL.Si=%Tc/7 N I I t I I I I I I I I I I t I t -I----------- __" - Sut"Qa30 --I , --�---- ----- I I 1 i V duo ' I t Gl I I I I I I tl11 I I 1 t I I I I I I I , � I I I I I t 1 t , � I I I t TA•O.lo5 Ts-0524 1 Period.T(W) https://earthquake.usgs.gov/cnl/designmaps/us/report.php?template=minimal&latitude=43.... 8/1/2017 Design Maps Detailed Report Page 4 of 6 r� Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE,Response Spectrum is determined by multiplying the design response spectrum above by 1.5. I I I I � I I I I I I I I I I ! I � I i � I f ! 1 ---------- —_—_ I ! i I I 1 il' I I f 't9 I i I I 1 1 I 1 1 N I I i I I 1 I I 1 I ! 1 I i t I 1 t 1 I I I f I I f I 1 i i 1 1 Ts OZZ4 1AW plerkA T(aft) https:Hearthquake.usgs.gov/cn 1/desigmnaps/us/report.php?template=minimal&latitude=43.... 8/1/2017 °Design Maps Detailed Report Page 5 of 6 ; Section 11.8.3 - Additional Geotechnical investigation Report Requirements for Seismic Design Categories D through F From Fjigure 22-714' PGA = 0.117 Equation (11.8-1): PGA,, = Fc,PGA = 1.566 x 0.117 = 0.183 g Tabie 11.8-1: site Coefficient F,c, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C X1.2 1.2 1.1 1.0 1.0 D I 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and RGA= 0.117 g, lF"A= 1.566 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17t" CRS = 0.909 From Figure 22-16's] CR, = 0.895 https://earthquake.usgs.gov/cnl/designmaps/us/report.php?template=minimal&tatitude=43.... 8/1/2017 Resign Maps Detailed Report Page 6 of 6 D� Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF S,, I or II III IV Sos < 0.167g A A A 0.167g :5 Sos < 0.33g B B C 0.338 5 SDs < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = I and SDs= 0.246 g,Seismic Design Category= B Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category= I and Sc., = 0.130 g,Seismic Design Category= B Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categorles I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = B Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.goy/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-i.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/201 D_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20IO_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf https://earthquake.usgs.gov/cnl/designmaps/us/report.php?template=minimal&latitude=43.... 8/1/2017 f LPR( . 5Lo L Lu } Ar lz jlD tN -� o� GUA 1. C 14 fa (o �� IAc XI,S �!S of LOA(),. ti It'o COMPANY PROJECT WoodWorks' -�Q . . Aug. 1, 2017 14:34 Columnl Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 2.0011) 1200 The Load2 Snow Axial (Ecc. = 2.0011) 2000 lbs Self-weight Dead Axial 61 lbs Lateral Reactions (lbs): - 10' � o m � 0' 10' Unfactored• Dead 20 -20 Snow 33 -33 Factored: R->L 53 Load comb #2 L->R 53 Load comb #2 Timber-soft, S-P-F, No.2, 6x6 (5-112"x5-1/2") Support: Non-wood; Bearing length =column width Total length: 10'; Pinned base; Load face =width(b); Ke x Lb: 1.0 x 10.0= 10.0 [ft]; Ke x Ld: 1.0 x 10.0= 10.0 [ft]; Lateral support: top = Lb, bottom =Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 3 Fv' = 144 fv Fv' = 0.02 Bending(+) fb = 231 Fb' = 575 fb/Fb' = 0.40 Axial fc = 108 Fc' = 418 fc/Fc' = 0.26 Combined (axial + eccentric moment) q.15.4-2 = 0.57 . Axial Bearing fc = 108 Fc* = 575 fc/Fc* = 0.19 Live Defl'n 0.05 = <L/999 0.67 = L/180 0.07 Total Defl'n 0.09 = <L/999 0.67 = L/180 0.14 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Columnl WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 125 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 500 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fc' 500 1.15 1.00 1.00 0.726 1.000 - - 1.00 1.00 2 E. 1.0 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.37 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* Soo 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 53, V design r 53 lbs Bending(+) : LC #2 = D+S, M = 533 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Axial LC #2 = D+S, P = 3261 The Eq.15.4-2 LC #2 = D+S Fb'= 575 FcE= 639 Pxe/S=fc(6xe/d)= 231 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 76e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. COMPANY PROJECT WoodWorks® O Aug. 1,2017 17:07 Beam1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00 (16.0)* psf Load2 Snow Full Area Yes 40.00 (16.0) * psf Self-weight Dead Full UDL No 1 2.2 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10'_0.5" I 0' 1'-6" 8' Unfactored: Dead 130 Snow 260 171 Factored: Total 390 255 Bearing: F'theta 540 540 Capacity Joist 70911 405 2A Supports 586 U(,4� —'J 586 Anal/Des ` `� �j Joist 0.55 (� V 0.63 Support 0.66 v 0.44 Load comb #2 ? #4 Length 0.50* 0.50* Min req'd 0.50* i 0.50* Cb 1.75 `' 1.00 Cb min 1.75 �� a 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports Lumber-soft, S-P-F, No.1/No.2, 2x8 (1-1/2"x7-114") Supports:All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 10'-0.5"; Pitch: 8/12; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beaml WoodWorksO Sizer 9.3 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 27 Fv' = 155 fv Fv' = 0.17 Bending(+) fb = 359 Fb' = 1389 fb/Fb' = 0.26 Bending(-) fb = 82 Fb' = 1361 fb/Fb' = 0.06 Deflection: Interior Live 0.04 = <L/999 0.39 = L/240 0.11 Total 0.07 = <L/999 0.52 = L/180 0.14 Cantil. Live -0.03 = L/721 0.18 = L/120 0.17 Total -0.05 = L/439 0.24 = L/90 0.20 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 4 Fb' - 875 1.15 1.00 1.00 0.980 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+S, V = 228, V design = 193 lbs Bending(+) : LC #4 = D+S (pattern: sS) , M = 393 lbs-ft Bending(-) : LC #2 = D+S, M = 90 lbs-ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LCIS are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 67e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3 .10.3 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1_ 5. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT WoodWo r ks® �o SOlfN'.u[iOINKrOn tfFSKH ��/1 y Aug. 1, 2017 17:03 Beaml Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 86.0 plf Lcad2 Snow Full UDL 190.0 plf Self-weight Dead lFull UDL I 1 10.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 13'-2.9" I 0, 13'-2" Unfactored: Dead 639 639 1258 Snow 1258 Factored: Total 1896 1896 Bearing: Capacity 1896 Beam 1896 Supports 2979 2979 Anal/Des Beam 1.00 1.00 Support 0.64 0.64 Load comb #2 #2 0.81 Length 0.81 Min req'd 0.81 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 i.07 625 Fcp sup 625 X S-P-f� NoA 6x10 (5-112"x9-1/2") Timber-soft, Supports:A -T11mber- Beam, D.Fir-L No.2 ng h: 13'-2.9"; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 47 Fv' = 144 fv Fv' = 0.33 Bending(+) fb = 901 Fb' = 1035 fb/Fb' = 0.87 Live Defl'n 0.25 = L/627 0.44 = L/360 0.57 Total Defl'n 0.44 = L/356 0.66 = L/240 0.67 � J F] WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 125 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 FCp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1'.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1887, V design = 1650 lbs Bending(+) : LC #2 = D+S, M = 6213 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 511e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...} Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks® 3IIf1YYARf FOl WOOD DE3ICN 4T 4_-J R - Aug. 1, 2017 17:01 Beam1 V Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 86.0 plf Load2 Snow Full UDL 190.0 plf Self-weight Dead Full UDL 10.6 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0' 9' Unfactored: Dead 436 436 Snow 859 859 Factored: Total 1296 1296 Bearing: Capacity 1296 Beam 1296 Supports 2036 2036 Anal/Des Beam 1.00 1.00 Support 0.64 0.64 Load comb 42 Length 0.55 0.5555 Min req'd 0.55 0.55 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, S-P-F, No.2, 6x40 (5-112"x9-112") Supports:All -Timber-soft Beam, D.Fir-L N0.2 Total length:9'-0.6"-, Lateral support:top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analsis/Desi n Shear fv = 30 Fv' = 144 fv Fv' = 0.21 Bending(+) fb = 421 Fb' = 690 fb/Fb' = 0.61 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.24 Total Defl'n 0.13 = L/858 0.45 = L/240 0.28 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beaml WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 125 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 600 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.0 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1290, V design = 1056 lbs Bending(+) : LC #2 = D+S, M = 2901 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 393e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Aug. 1, 201717:18 Beaml Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 6.00 645 lbs Load2 Snow Point 6.00 1570 lbs Self-weight Dead Full UDL 10.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-0.5" 01 12 Unfactored: Dead 387 385 Snow 788 782 Factored: Total 1175 1167 Bearing: Capacity Beam 1175 1169 Supports 1845 1836 Anal/Des Beam 1.00 1.00 Support 0.64 0.64 Load comb #2 #2 Length 0.50 0.50* Min req'd 0.50 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 FCP SUP 1 625 625 'Minimum bearing length setting used: 1/2"for end supports Timber-soft, S-P- No.1, 6x 0 (5-112"x9-112") Supports:All -Tim er-soft eam, D.Fir-L No.2 TotalI X12'-0.5'; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear fv = 33 Fv' = 144 fv Fv' = 0.23 Bending(+) fb = 991 Fb' = 1035 fb/Fb' = 0.96 Live Defl'n 0.19 = L/753 0.40 = L/360 0.48 Total Defl'n 0.32 = L/445 0.60 = L/240 0.54 F� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorksO Slzer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 125 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1..000 1.00 1.00 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL_ LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1175, V design = 1166 lbs Bending(+) : LC #2 = D+S, M = 6835 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 511e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks' � ,�� SO"WARK FON WOOD OEWN Aug. 1,2017 17:15 Beam1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 100.0 plf Load2 Snow Full UDL 260.0 plf Self-weight Dead Full UDL 1 10.6 Iplf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : — 9'-0.7" 0' 9' unfactored: Dead 501 501 Snow 1176 1178 Factored: Total 1678 1678 Bearing: Capacity Beam 1678 1678 Supports 2636 2636 Anal/Des Beam 1.00 1.00 Support 0.64 0.64 Load comb #2 #2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 - Fcp sup 625 625 Timber-soft, S-P-F, No.2, 6x10 (5.112"x9-112") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length:9'-0.7"; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 39 Fv' = 144 fv/Fv' = 0.27 Bending(+) fb = 544 Fb' = 690 fb/Fb' = 0.79 Live Defl'n 0.10 = <L/999 0.30 = L/360 0.33 Total Defl'n 0.16 = L/675 0.45 = L/240 0.36 4 .0 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 125 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 600 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.0 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1668, V design = 1363 lbs Bending(+) : LC 42 = D+S, M = 3752 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 393e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJ CT WoodlWorks® -50"WNKIOY W000 Doxiv Aug. 10, 2017 18:27 Beam1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 8.00 (16.0) * psf Self-weight Dead Full UDL 1.1 if *Tributary width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i 91-1.611 1� -r 1 0' $ Unfactored: Dead 53 53 Factored: Total 53 53 Bearing: F'theta 488 488 Capacity Joist 366 366 Supports 586 586 Anal/Des Joist 0.14 0.14 Support 0.09 0.09 Load comb #1 #1 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1'00 Cb support 1.25 1.25 Fc2 sup 625 625 *Minimum bearing length setting used: 112"for end supports Lumber-soft, S-P-F, No.11No.2, 2x4 (1-112"x3-112") Supports:All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 9'-1.6'; Pitch: 6/12; Lateral support: top= at supports, bottom=at supports; Repetitive factor: applied where permitted(refer to online help); F� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 9.3 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 12 Fv' = 121 fv Fv' = 0.10 Bending(+) fb = 411 Fb' = 1252 fb/Fb' = 0.33 Live Defl'n negligible Total Defl'n 0.30 = L/355 0.60 = L/180 0.51 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 875 0.90 1.00 1.00 0.922 1.500 1.00 1.15 1.00 1.00 - 1 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 47, V design = 44 lbs Bending(+) : LC #1 = D only, M = 105 lbs-ft Bending(+) : LC #1 = D only D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = Be06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT WoodWorkse ,��.�,-�(h�, sorrw,U rFOR„1000 04SICN V,("f Aug. 10, 2017 17:19 Beam1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loads Dead Full Area 15.00 (16.0)* psf Load2 Snow Full Area 40.00 (16.0) * psf Self-weight Dead Full UDL 1.1 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8'-0.7" 0' 6'-6" Unfactored: Dead 83 83 Snow 174 174 Factored: Total 257 257 Bearing: F'theta 546 546 Capacity Joist 410 410 Supports 586 586 Anal/Des Joist 0.63 0.63 Support 0.44 0.44 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 112"for end supports Lumber-soft, S-P-F, NoAlNo.2, 2x4 (1-112"x3-112") Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 8'-0.7"; Pitch:8/12; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Deflection Y,f WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Slzer 9.3 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 56 Fv' = 155 fv/Fv' = 0.36 Bending(+) fb = 1627 Fb' = 1736 fb/Fb' n136 . t11 , , Live Defl'n 0.41 = L/227 0.39 = L/240 N Total Defl'n 0.71 = L/132 0.52 = L/180 �} Additional Data: FACTORS: F/E(psi)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'+ 675 1.15 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 213, V design = 196 lbs Bending(+) : LC #2 = D+S, M = 415 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 8e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT Q) WoodWorkse so"W"f ioR*D00 MUCK Aug. 10, 2017 17:15 Beam1U�`�� Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 100.0 plf Load2 Snow Full UDL 260.0 plf Self-weight Dead Full UDL 5.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0' 9' Unfactored: Dead 481 481 Snow 1184 1184 Factored: Total 1665 1665 Bearing: Capacity Beam 1665 1665 Supports 2754 2754 Anal/Des Beam 1.00 1.00 Support 0.60 0.60 Load comb #2 #2 Length 1.31 1.31 Min req'd 1.31 1.31 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 - Fcp sup 625 625 Lumber n-ply, S-P-F, No.1/No.2, 2x10, 2-ply(3"x9-1/4") Supports:All -Timber-soft Beam, D.Fir-L No.2 Total length:9'-1.3"; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 73 Fv' = 155 fv Fv' = 0.47 Bending(+) fb = 1038 Fb' = 1107 fb/Fb' = 0.94 Live Defl'n 0.14 = L/779 0.30 = L/360 0.46 Total Defl'n 0.22 = L/484 0.45 = L/240 0.50 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 Woodworks®Slzer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1645, V design = 1344 lbs Bending(+) : LC #2 = D+S, M = 3702 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI 139e06 lb-int/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. 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. i lark , R� ®Cerr--- 9,�rz:4vtv 1 5PITAL ( `Zoo l.t, !u.4x, to r ..� 0-2 oo `c COMPANY PROJECT Q); Wbod'Works� SUF7WMf FOI!'N"OUh DFSK.N 1 �"_ `+ �J Aug. 11, 2017 10:46 Beam 1 � Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 60.0 plf Load2 Dead Point 4.02 480 lbs Load3 Snow Point 4.02 1200 lbs ,Self-weight IDead Full UDL 6.6 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 0' 8' Unfactored• Dead 508 508 Snow 600 600 Factored: Total 1108 1108 Bearing: Capacity Beam 1108 1108 Supports 1765 1765 Anal/Des Beam 1.00 1.00 Support 0.63 0.63 Load comb #2 ##2 Length 0.58 0.58 Min req'd 0.58 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625 Lumber n-ply, S-P-F, No.1/No.2, 2x8, 3-ply(4-112'W-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 8'-0.6"; Lateral support: top=at supports, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 49 Fv' = 155 fv/Fv' = 0.32 Bending(+) fb = 1185 Fb' = 1389 fb/Fb' = 0.85 Live Defl'n 0.11 = L/868 0.27 = L/360 0.41 Total Defl'n 0.22 = L/430 0.40 = L/240 0.56 2 r_1 F- WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+S, V = 1106, V design = 1065 lbs Bending(+) : LC 42 = D+S, M = 3893 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 67e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow.-) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. 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. tN r f 44 r O Lq t::: k,PD � t� Y;' �r DL DNC �--� 3 ,-2-6 x i 5. 5 i d.7 X cz 1z' Itl �F, { ll wows Technical Tip ZIP System® R-Sheathing: Updates to ESR-3373 nr3 c 2009 & 2012 Code Recognition In early 2013, the Acceptance Criteria used to evaluate proprietary sheathings, AC269, was updated by International Code Council Evaluation Service (ICC-ES)to provide a path for 2009 and 2012 code recognition. One of the biggest changes to the latest AC269 is the requirement to evaluate panels that have been exposed to moisture. The previous AC allowed panels to be tested for only dry conditions. This is an important change because the new "wet" testing requirement is more representative of actual field conditions. ZIP System R-sheathing is now recognized in Evaluation Service Report, ESR-3373, for use in the 2009 and 2012 International Building Code (IBC), International Residential Code (IRC) and International Energy Conservation Code (IECC). Currently, R-Sheathing is the only insulated structural panel to achieve recognition under the revised, more strenuous acceptance criteria. Ignition Barrier Compliance Due to the combustibility of foam, code requires that foam plastic insulation must be separated from the interior of a building by an approved thermal barrier, such as '/z" gypsum wallboard (See Section R316.4 in the 2012 International Residential Code). Prior to 2014, ESR-3373 required that an approved thermal barrier be installed on walls using ZIP System R-sheathing, in accordance with Chapter 26 of the IBC or Chapter 3 of the IRC, as applicable. In 2014, the coated fiberglass facer on the ZIP System R-sheathing foam was tested to comply with AC 12, the Acceptance Criteria used to evaluate thermal barriers. As a result, ZIP System R-Sheathing is now code-recognized as a thermal barrier and may be installed at gable end walls without the presence of an additional ignition barrier. Huber Engineerzd Woods,LLC,10923 David Taylor Drive,Suite 300,Charlotte,NC 28262 Tel:900-933-9220,Fax:704-547-0739,www.huberwood.com U U IIYOODS Fastening Options for Lateral Force Resisting Systems ZIP System R-Sheathing panels may be designed to resist lateral shear forces by prescriptive or engineered methods in accordance with the International Building and Residential Codes. Panels may be used as a braced wall panel in accordance with the WSP bracing method per the 2009 IRC* as an equivalent alternative to the prescribed wood structural panels gnty if installed per Huber Engineered Woods installation guidelines (see Table 1). Additionally, panels may be used in the design of engineered shear walls per the 2009 and 2012 IBC. R-Sheathing that is not used to resist wind or seismic loads may be attached to framing using 8d common nails (or equivalent). Otherwise, see published fastener requirements. ESR-3373 now provides builders with additional fastening options. Staples are now recognized as an alternative to common nails in both prescriptive and engineered designs under certain conditions. 'Currently,there is no Acceptance Criteria for proprietary sheathing to achieve 2012 IRC bracing recognition. See Table 1 fastening options using 2009 IRC prescriptive wall bracing. See Table 2 fastening options for engineered shear walls per the 2009 and 2012 IBC. The structural capacity of the R-sheathing is dependent on stud spacing, panel thickness, fastener type/size used, and fastener spacing. Prescriptive Method TABLE 1: Fastening Requirements for ZIP System® -Sheathing with Framing of Douglas Fir-Larch2 for Wind or Seismic Loading Under the 2009 IRC((W Method). FRAMING FASTENERS R- Maximum Nominal Stud Maximuma Edge/Field Spacing Minimum Penetration TYPE' Size(mm.) Stud Spacing /Fastener Specifications (inches) into Framing(inches) inches) / R-3 2-by-4 24 0.131-inch shank nails 4/12 1.5 a staples,7/16-inch crown,2- R-3 2-by-4 j' 16 inch length 3/6 1.0 0.13nails 4/12 1.5 1-in_� 5 R-6 2-by-4 24 15ga staples,7/16-inch n, 3/6 1.0 2.5-inch length Huber Engineered Woods,LLC,10925 David Taylor Drive,Suite 300,Charlotte,NC 28262 Tel:800-933-9220,Fax:704-547-0739,www.huberwuod.com EWANEERED WOODS nsaineered Met01 hod TABLE 2: Fastening Requirements and Allowable Shear Capacity for ZIP System®R-Sheathing with Framing of Douglas Fir-Larch2 for Wind or Seismic Loading Under the 2012 and 2009 IBC R- FRAMING FASTENERS ALLOWABLE Maximum, Edge/Field SHEAR SHEATHING Nominal Stud ; Minimum Penetration ss 7 TYPE'` Size(min.) Stud Spacing Fastener Specificaticros Spacing into Framing(inches) CAPACITY'' (inches) (inches) (plt) R-3 2-by-4 24 0.131-inch shank nails 4/12 1.5 245 R-6 2-by-4 24 0.131-inch shank nails 3/6 1.5 215 R-3 2-by4 16 16ga staples,7/16-inch 3/6 1.0 210 crown,2-inch length 'All fasteners must be located a minimum of3/8 inch from panel edges. 'For framing of other species,the shear value above must be multiplied by the Specific Gravity Adjustment Factor=(1-(0.50—SG)],where SG=Specific Gravity of the flaming lumber in accordance with the AF&PA NDS.This adjustment factor must not be greater than 1. "Fasteners must be common nails or equivalent,or staples,of a type generally used to attach wood sheathing. `type R-6 R-Sheathing panels have a foam plastic insulation thickness of 1.0 inch.Type R-3 R-Sheathing panels have a foam plastic insulation thickness of 0.5 inch. sShearwalis must have a maximum height-to-width aspect ratio of 2:1. brhe allowable shear capacity may be increased by 40%for wind in Allowable Stress Design in accordance with Section 23063 ofthe 2012 and 2009 IBC. 'All panel edges must be backed by framing. Please visit www.zipsystem.com or contact our technical services department at techguestions ftuber.com or at 1-800-933-9220 Ext. 2716 with any questions or comments. Huber Engineered Woods,LLC,10925 David Taylor Drive,Suite 300,Charlotte,NC 28262 Tel:800-933-9220,Fax:704-547-0739,www,huberwood.com 1�DA: t/ 1 ,�°� it�—ft"c.—r J,�AL Q/i1� E-(✓` %641'23) �� ' ,,232- L, Lu LWAV.� + 2Z1� �No� 4`Ao � — 5 t _zC`q'c>) - z3 of X65 F (oma w wo) �b 9 ,5 W r�, 6Qa' PDE, 71 '�- �s � d � lu rtdi�AL-a.L, C9 i7/q IY iT 1 4- 2 JD LOPT'. f �X�1 b"c..c� ? ''1.1 ► lea° { 'S C 5 -� Low IQ Io zT 61L lb s - COMPANY PROJECT Q, )' :WeodWorks :o"WMrmrwoo*00" Aug. 15, 201710:49 , Beam 1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 15.0 plf Load2 Snow Full UDL 51.0 plf Load3 Dead Point 3.77 480 lbs Load4 Snow Point 3.77 1200 The ,Self-weight Dead Full UDL 6.6 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7'-6.6" 0' 7'-6" Unfactored• Dead 321 321 Snow 792 792 Factored: Total 1114 1114 Bearing: Capacity Beam 1114 1114 Supports 1774 1774 Anal/Des Beam 1.00 1.00 Support 0.63 0.63 Load comb #2 #2 Length 0.58 0.58 Min req'd 0.58 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp Sup 625 625 Lumber n-ply, S-P-F, No.1/No.2, 2x8, 3-ply (4-112"x7-114") Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 7'-6.6"-, Lateral support:top=at supports, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value ' Design Value Anal sis/Desi n Shear fV = 49 Fv' = 155 fv Fv' = 0.32 Bending(+) fb = 1114 Fb' = 1389 fb/Fb' = 0.80 Live Defl'n 0.11 = L/823 0.25 = L/360 0.44 Total Defl'n 0.18 = L/513 0.38 = L/240 0.47 F� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WOodWOrksO Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1112, V design = 1067 lbs Bending(+) : LC #2 = D+S, M = 3660 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 67e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009), the National Design Specification(NDS 2005),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. 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 WoodW' or sy'f #OFT*&"Felt WOOD amcly Aug. 15, 2017 10:07 Beam1 Design Check Calculation Sheet WoodWorks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (16.0) * psf Load2 Snow Full Area 35.00 (16.0) * psf Self-weight Dead Full UDL 3.4 Plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0. 19' Unfactored: Dead 223 223 Snow 445 445 Factored: Total 669 669 Bearing: Capacity Joist 669 669 Supports 1229 1229 Anal/Des Joist 1.00 1.00 Support 0.54 0.54 Load comb #2 #2 Length 1.05 1.05 Min req'd 1.05 1.05 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, S-P-F, No.11 .2, 2x12 (1-112"x11-114") Supports:All-Timber-so , D.Fir-L No.2 Roof joist spaced at 16.0"c/c;T al leng - J Lateral support: top=full, bottom=at supports; Repetitive fac r: applied where permitted (refer to online help); This section FAILS th design check WARNING: This section violates the following design criteria: Bending WARNING: Member length exceeds typical stock length of 18.0 [ft] w F1I Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks@ Sizer 9.3 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi n_- Shear fv = 53 Fv' = 155 fv Fv' = OAC 4 Bending(+) fb = 1199 Fb' = 1157 fb/Fb' = X1;04 �- Live Defl'n 0.55 = L/415 0.95 = L/240 0.58 Total Defl'n 0.96 = L/236 1.27 = L/180 6 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 666, V design = 597 lbs Bending(+) : LC #2 = D+S, M = 3162 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind 2=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 249e06 •1b-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3 \r3`p� `q 1 - i 1 —4-ji _ Y 2 Aoo3 i - — A000 3 1s'-(r i3,-0, — _ •• —� ------- I 6'•$'f i 'i I a) =J I Ii \— CWrMT UMIT LWE i � . I I - - -- - _- - - - - - -` ' -i-L- ---------L------- -4-- I-----------------t 1 I 12 I A-oaaJ I I 3 A-OW EXTENT OF I A-0D4 { SOLID SURFACE I I - Wz W2 I I ! EDGE OF ROOF ABOVE PAVED PATIO i �� I --� I 9'-43(4' $'-7174' I 9-(T 73' 0' 8'•7117 13'•1( I I 1$'-0` nAW 1 Li- Zr // 1 Aw Gravity Beam Design , um RAM SBeam v5.0 6% 08/17/17 13:18:16 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (18.50,0.00) Beam Size(User Selected) = WlOX22 Fy — 36.0 ksi Total Beam Length (ft) = 18.50 Mp (kip-ft) = 78.00 Top flange braced by decking. LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.022 0.000 18.500 0.022 0.000 2 0.000 0.260 0.600 18.500 0.260 0.600 SHEAR: Max Va (DL+LL)=8.16 kips Vn/1.50=35.25 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb fl Mn/f) kip-ft ft ft kip-ft Center Max + DL+LL 37.7 9.3 0.0 1.00 1.67 46.71 Controlling DL+LL 37.7 9.3 0.0 1.00 1.67 46.71 REACTIONS (kips): Left Right DL reaction 2.61 2.61 Max+LL reaction 5.55 5.55 Max+total reaction 8.16 8.16 DEFLECTIONS: Dead load (in) at 9.25 ft = -0.217 L/D = 1022 Live load (in) at 9.25 ft = -0.462 L/D = 480 Net Total load(in) at 9.25 ft = -0.679 L/D = 327 COMPANY PROJECT WoodWorks 50"W"E FOR WOOR B&MIi Aug. 17, 2017 13:26 Beam1 Design Check Calculation Sheet Woodworks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 110.0 plf Load2 Snow Full UDL 257.0 plf Self-weight Dead Full UDL 8.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0' 1' Unfactored- Dead 656 656 Snow 1425 1425 Factored: Total 2081 2081 Bearing: Capacity Beam 2081 2081 Supports 3316 3316 Anal/Des Beam 1.00 1.00 Support 0.63 0.63 Load comb #2 #2 Length 1.09 1.09 Min req'd 1.09 1.09 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 FCp Sup 625 625 Lumber n-ply, S-P-F, No.11No.2�tBe_-.�m ` x10 3-ply (4-112"x9-114") 7 ` Supports: All-Timber-soD.Fir-L No.2L(J ZTotal length: '-1.1"; Lateral support:top=full, bottom=at supports; Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Anal sis value Design Value Analysis/Design Shear fv = 63 Fv' = 155 fv Fv' = 0.41 Bending(+) fb = 1062 Fb' = 1273 fb/Fb' = 0.83 Live Defl'n 0.20 = L/647 0.37 = L/360 0.56 Total Defl'n 0.34 = L/383 0.55 = L/240 0.63 _) WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2065, V design = 1758 lbs Bending(+) : LC #2 = D+S, M = 5678 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D-dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all ncn-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. 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 $OfJWAQEH}Y 4V00�OELLN Aug. 17, 2017 13:25 Beam1 Design Check Calculation Sheet Woodworks Sizer 9.3 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (16.0) * psf Load2 Snow Full Area 35.00 (16.0) * psf Self-weight Dead Full UDL 1.7 if *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 11'-0.5" 01 11' Unfactored• Dead 83 83 Snow 258 258 Factored: Total 341 341 Bearing: Capacity Joist 341 341 Supports 626 626 Anal/Des Joist 1.00 1.00 Support 0.54 0.54 Load comb #2 #2 Length 0.53 0.53 Min req'd 0.53 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, S-P-F, No.1/No.2, W (1-1/2"x5-112") Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c;Total length: 11'-0.5"; Lateral support:top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Deflection Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear fv = 56 Fv' = 155 fv/Fv' = 0.36 Bending(+) fb = 1480 Fb' = 1504 fb/Fb' = 0.98 Live Defl'n 0.53 = L/249 0.55 = L/240 0.96 Total Defl'n 0.78 = L/168 0.73 = L/180 1.07 F] WoodWorkS@ Sizer SOFTWARE FOR WOOD DESIGN Beaml Woodworks®Sizer 9.3 Page 2 Additional Data: FACTORS: F/E(psi)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'+ 875 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+S, V = 339, V design = 310 lbs Bending(+) : LC #2 = D+S, M = 933 lbs-ft Deflection; LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC' s are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 29e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009), the National Design Specification(NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. fib" All- I- V t N C,-7`^^P(I�S!D AS l FIRE MARSHAL'S OFFICE Toum of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW ADK Animal Hospital Ridge Road CO-000521-2017 9/12/2017 The following comments are based on review of drawings: • Verify operation of exit / Emergency lighting. Suggest a combo pak in the building and remote emergency lighting heads outside each door. • Lock / latches shall comply with Chapter 10 of 2015 IBC. • Knox box required at exterior Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 ■ Fax: 518-745-4437 -flremarshal@queensbupj.net - zuzuw.queensburt