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CC-000524-2016
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building&Codes (518)761-8256 CERTIFICATE OF OCCUPANCY Permit Number: CC-000524-2016 Date Issued: Thursday, September 7, 2017 This is to certify that work requested to be done as shown by Permit Number CC-000524-2016 has been completed. Tax Map Number: 309.10-1-48 Location: 75 Main ST Owner: Russ Faden Applicant: Russ Faden This structure may be occupied as a:Commercial New Build 4296 s.f. Subway Restaurant By Order of Town Board (Indicated as Building Number 1 on plans) TOWN OF QUEENSBURY Cross Ref. SP PZ-073-2016; SUP PZ-068-2016 and Sign Variance PZ-0072-2016 Issuance of this Certificate of Occupancy DOES NOT relieve the ° property owner of the responsibility for compliance with Site Plan, fV 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-000524-2016 Tax Map No: 309.10-148 Permission is hereby granted to: Russ Faden For property located at: 75 Main ST 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 Tvce of Construction Owner Name: Russ Faden Retail-Mercantile-New $300,000.00 Owner Address: 29 Liz Ann DR Total Value $300,000.00 Saratoga Springs,NY 12866 Contractor or Builder's Name/Address Electrical Inspection Agency Russ Faden 29 Liz Ann DR Saratoga Springs,NY 12866 Plans&Specifications Commercial New Build 4296 s.f. Subway Restaurant (Indicated as Building Number 1 on plans) Cross Ref.SP PZ-073-2016;SUP PZ-068-2016 and Sign Variance PZ-0072-2016 $988.08 PERMIT FEE PAID-TFUS PERMIT EXPIRES: Wednesday,August 30,2017 (If a longer period is required,am application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town Queens Tu y 0,2016 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement PRINCIPAL STRUCTURE APPLICATION Office Use Only Date: B (, Permit No. C5:,- 5 24- 2Q Tax Map ID 309. 10 - 1- '49 Permit Fee 4�t38.o 6 Zone /"b.1 ol 5�. Historic? _Yes u1jN'o Pie- levo;to. q15 Subdivision Name Lot# Site Plan# Subdivision# Project Location 16- --1 Z Mc,)A 5 +. TOWN BO.RESOLUTION 862013: $850 recreation fee for new dwelling units—single family,duplexes/two-family,multiple family, apartments,condominiums,townhouses,and/or manufactured&modular homes,but not mobile homes. This is in addition to the permit feels). Primary Owner(s) SS Address Phone/Email S 18 -79(v - 1 -7/ (, f U Sse, of2 1,0• ce ewl Applicant Address Phone/Email Contractor Address Phone/Email Contact Person for Building&Codes Compliance: 1 S S FV dg4 Phone r]CI b -3 7/6 TYPE OF CONSTRUCTION ✓Check all that apply New Addition Alteration 1"floor sf 2nd floor sf Total sf Height Single Family Two-Family Multi-Family (#of units_) Townhouse Business Office Retail -Mercantile ✓ tia46 Factory-Industrial Attached Garage h 5 (1, 2, 3, 4+) Other Town of Queensbury Building&Codes Principal Structure Application revised January 2016 If commercial or industrial please indicate name of business Proposed use of building or addition Source of Heat(circle one) Gas Oil Propane Solar Other Fireplace: Complete a separate application for Fuel Burning / Appliances &Chimneys V1 A Are there structures not shown on plot plan? NO Are there easements on the property? v Site Information: a. Dimensions or acreage of lot Ts b. Is this a corner lot? _Yes No c. Will the grade be changed as a result of construction _Yes V No d. Public water or Private well (circle one) Publi Private e. Sewer or Private Septic System(circle one) Sewer Private Value of all work to be performed(labor or materials) $ 3mr DECLARATION.• 1. I acknowledge no construction shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. 2. If work is not complete by the I year expiration date the permit may be renewed, subject to fees and department approval. 3. 1 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 NYS Building Codes, local building laws and ordinances,and in conformance with local zoning regulations 4. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. 5. I also understand that I /we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: Ry S 5 F—G iAen DATE: d l 6 SIGNATURE: 2 DATE: f f- For office use only / Operating Permit Issued: _Yes —No Occupancy Type Construction Classification Assembly Occupancy Limit Special Conditions Town of Queensbury Building&Codes Principal Structure Application Revised January 2016 COMcheck Software Version 4.0.4.1 Mechanical Compliance Certificate Project Information Energy Code: 2014 New York Energy Conservation Construction Code Project Title: Subway-Exit 18 Location: Warren County,New York Climate Zone: 6a Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: Main St. Russ Faden Dennis Rigosu Queensbury, NY 12804 SYVERTSEN RIGOSU Architects Six Chelsea Place Additional Efficiency Package Clifton Park, NY 12065 518-859-2579 Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity System Type&Description 1 HVAC System 1 (Single Zone): Heating:4 each-Central Furnace,Gas,Capacity=115 kBtu/h Proposed Efficiency=80.00%Et, Required Efficiency=80.00%Et Coding:4 each-Single Package DX Unit,Capacity=60 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER, Required Efficiency=13.00 SEER Fan System: None Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2014 New York Energy Conservation Construction Code requirements in COMcheck Version 4.0.4.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Paul J Martin- Engineer �'/' 8/19/2016 Name-Title Signature yy Date �F�,d'11EWYY tc y.y4 Project Title: Subway- Exit 18 Report date: 08/22/16 Data filename: \\Spcserver\spc_server_data_g\Sigma_Psi\16153-subway-tenant-building\Subway-mech.cck Page 1 of 8 COMcheck Software Version 4.0.4.1 Inspection Checklist Energy Code: 2014 New York Energy Conservation Construction Code Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans,specifications, and/or ❑Complies [PR211 calculations provide all information ❑Does Not with which compliance can be determined for the mechanical ❑Not Observable systems and equipment and []Not Applicable document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. 0406 Plans,specifications, and/or ❑Complies [PR911 calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Subway- Exit 18 Report date: 08/22/16 Data filename: \\Spcserver\spc_server_data_g\Sigma_Psi\16153-subway-tenant-building\Subway-mech.cck Page 2 of 8 section # Footing/Foundation InspectlonComplies? Comments/Assumptions & Req ID 0403.2.4. Freeze protection and snow/ice ❑Complies 5 melting system sensors for future ❑Does Not [FO913 connection to controls. []Not Observable ❑Not Applicable C402.2.8 Bottom surface of Floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to>=R-3.5. []Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 12 IMedium Impact(Tier 2) 3 1 Low Impact(Tier3) Project Title: Subway-Exit 18 Report date: 08/22/16 Data filename: \\Spcserver\spc_server data_g\Sigma_Psi\16153-subway-tenant-building\Subway-mech.cck Page 3 of 8 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Re .ID C403.2.3 HVAC equipment efficiency verified. ❑Complies Seethe Mechanical Systems fist for values. [ME55]2 ❑Does Not []Not Observable ❑Not Applicable C403.2.5. Demand control ventilation provided ❑Complies 1 for spaces>500 sq.ft.and >25 ❑Does Not [ME59]1 people/1000 sq.ft, occupant density and served by systems with air side []Not Observable economizer,auto modulating outside ❑Not Applicable air damper control,or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. ❑Complies [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab,verification may []Not Observable need to occur during Foundation Inspection. ❑Not Applicable 0403.2.8. Piping Insulation exposed to weather ❑Complies 1 is protected from damage(due to sun, ❑Does Not [ME7]3 moisture, wind,etc.). []Not Observable ❑Not Applicable C403.2.8 Thermally ineffective panel surfaces of❑Complies [ME4113 sensible heating panels have []Does Not insulation>= R-3.5. ❑Not Observable ❑Not Applicable C403.2.7 Ducts and plenums sealed based on ❑Complies [ME1012 static pressure and location. []Does Not ❑Not Observable ❑Not Applicable 0403.2.7. Ductwork operating >3 in.water ❑Complies 1.3 column requires air leakage testing. ❑Does Not [ME1113 [_-]Not Observable ❑Not Applicable C403.3.1, Air economizers provided where ❑Complies C403.3.1. required,meet the requirements for ❑Does Not 1 design capacity,control signal, [ME6211 ventilation controls, high-limit shut-off, []Not Observable integrated economizer control,and ❑Not Applicable provide a means to relieve excess outside air during operation. 0408.2.2. Air outlets and zone terminal devices ❑Complies 1 have means for air balancing. ❑Does Not [MES313 ❑Not Observable ❑Not Applicable C403.4.2 VAV fan motors>=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor demand. ❑Not Applicable C403.2.6 Exhaust air energy recovery on ❑Complies [ME5711 systems meeting Table 0403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies [ME7112 use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Subway-Exit 18 Report date: 08/22/16 Data filename: \45pcserver\spc_server_data_g\Sigma_PsR16153-subway-tenant-building\Subway-mech.cck Page 4 of 8 Section # Final Inspection 0omplies? Comments/Assumptions & Re .ID 0403.2.4. Thermostatic controls have a 5 OF ❑Complies 2 deadband. ❑Does Not [FI3813 ❑Not Observable ❑Not Applicable C403.2.4. Temperature controls have setpoint ❑Complies 2 overlap restrictions. ❑Does Not [F12013 ❑Not Observable ❑Not Applicable 0403.2.4. Each zone equipped with setback []Complies 3 controls using automatic time clock or ❑Does Not [F139]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls: Setback to 55'F ❑Complies 3 (heat)and 85°F(cool); 7-day clock, 2- ❑Does Not [F140]3 hour occupant override, 10-hour backup .❑Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as-built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not [F1713 acceptance. []Not Observable ❑Not Applicable C303.3, Furnished O&M manuals for HVAC ❑Complies C408.2.5. systems within 90 days of system ❑Does Not 3 3 acceptance. [FIS] ❑Not Observable ❑Not Applicable 0408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. []Not Observable ❑Not Applicable 0408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, []Does Not [FI1011 calibration and adjustment of controls. ❑Not Observable []Not Applicable 0403.2.2 HVAC systems and equipment ❑Complies [F12713 capacity does not exceed calculated ❑Does Not loads. []Not Observable ❑Not Applicable 0408.2.1 Commissioning plan developed by ❑Complies [FI2811 registered design professional or ❑Does Not approved agency. []Not Observable [Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [FI2911 completed and certified by registered ❑Does Not design professional or approved []Notagency. Not Observable ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F13011 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [F13111 []Not Observable ❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Subway-Exit 18 Report date: 0822/16 Data filename: \\Spcserver\spc_server_data_g\Sigma_Psl\16153-subway-tenant-building\Subway-mech.cck Page 6 of 8 Section # Final Inspection Complies? Comments/Assumptions & ".11) C408.2.3. Economizers have been tested to ❑Complies 3 ensure proper operation. ❑Does Not [FI321' []Not Observable ❑Not Applicable 0406 Efficient HVAC performance,efficient ❑Complies [F13411 lighting system,or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Ter 1) 2 1 Medium Impact(Ter 2) 3 Low Impact(Tier 3) Project Title: Subway-Exit 18 Report date: 0822/16 Data filename: \\Spcserver\spc_server_data_g\Sigma_Psi\16153-subway-tenant-building\Subway-mech.cck Page 7 of 8 Structural Calculations Subway Building Main Street Queensbury, NY Prepared for: Faden Enterprises Prepared By: DeGennaro Engineering LLC 40 Oregon Trail Waterford, NY OF NE 4, O A4095 4 FESygOki TABLE OF CONTENTS Page No. Design Data 3 Snow Loads 4 Wind Loads 6 Seismic Loads 8 Exterior Wall Footing 11 Interior Wall Footing 16 Typical Wall Lintel 21 Shear Wall 24 Strong Wall 27 DESIGN DATA: THE DESIGN IS BASED ON THE BUILDING CODE OF NEW YORK STATE, 2010 EDITION. THE FOLLOWING DESIGN LOADS WERE USED FOR THIS BUILDING: ROOF DEAD LOADS: ROOF FRAMING: 4 PSF PROTECTION BOARD: 3 PSF ROOF DECK: 3 PSF MECH/ELEC/PLUMB: 5 PSF INSULATION 3 PSF SUSPENDED CEILING: 2 PSF TOTAL 20 PSF ROOF LIVE LOAD: 20 PSF ROOF SNOW LOAD GROUND SNOW LOAD: 50 PSF FLAT-ROOF SNOW LOAD: 35 PSF SNOW EXPOSURE FACTOR: 1.0 SNOW LOAD IMPORTANCE FACTOR: 1.0 THERMAL FACTOR: 1.0 WIND DESIGN DATA: BASIC WIND SPEED (3 SECOND GUST) : 90 MPH WIND IMPORTANCE FACTOR: 1.0 WIND EXPOSURE CATEGORY: B INTERNAL PRESSURE COEFFICIENTS: +/- 0.18 ALL NEW COMPONENTS AND CLADDING NOT DESIGNED BY THE ENGINEER SHALL BE DESIGNED FOR 25 PSF UNLESS OTHERWISE APPROVED BY THE ENGINEER. EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR: 1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.229 S1 = 0.081 SITE CLASS: D SEISMIC DESIGN CATEGORY: B Soil Bearing Capacity per letter report prepared by Harlan-McGee of North America dated February 4, 2016 indicating soil bearing capacity of 2, 500 psf. Page 3 Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr: Pdnled:N AUG 2016, IMPM ASCE Snow Loads FlIe=K1PTH6a6-YW5IXNDo 5'5ubvay.ec6 ENEWALC,INC.19632016,Build:6.16.6.7,wer.6.16.6.7 Lie.#:KW.06011066 Licensee; DeGennaTo Engineering Description: —None— Flat Roof Snow Loads Description: Flat Roof Snow Laod per ASCE 7-05,chapter 7 Ground Snow Load, per Fig 7-1 50.00 psi Roof Slope,Sec.7.3.4 0.00 Terrain Category B(see ASCE 7-05 Section 6.5.6) W:Horiz.Distance from eave to ridge 5.00 1t Exposure of Roof Partially Exposed Roof Configuration Monoslope Ce:Exposure Factor, Table 7-2 1.00 Ct:Thermal Factor 1.0:All not otherwise defined pf,Minimum required 20.00 psf Occupancy,per Table 1-1 II pf,Calculated Snow Load per Equation 7-1 35.00 psf Importance Factor,Table 7.4 1.00 pf,Design Snow Load Max(pf min, pf calc) 35.00 psf Snow Drifts on Roof Projections Description: per ASCE 7-05,Chapt Balanced Snow Load 50.00 psf Ground Snow Load 35.00 psf lu-upwind 70.00 ft Height of Projection 3.17 ft Snow Density 18.55 Pcf he I hlo<0.20 : Drift calculations not needed hb:Balanced 2.70 ft he:Ht.of Projection-hb 0.47 ft hclhb 0.18 ProjectTiHe: Subway-Queensbury New York Engineer: Dan DeGennaro Project 10: 15016 Protect Descr NnW.4 AUG 11116, IWM ASCE 7-05 Sim lified Procedure Wind Loads rah= �rH�"201� NDQ�'�"'�"'� p ENERCALC,INC.19832016,auk:6.16.6.7,Ver6.16.6.7 DeGennaro Engineering Description: —None— Analytical Values Calculations per ASCE 7-05 V:Basic Wind Speed per Sect 6.5.4&Figure 1 90.0 mph Roof Slope Angle 10 degrees Occupancy per Table 1-1 II All Buildings and other structures except those listed as Category I,III,and IV Importance Factor per Sect 6.5.5.&Table 6-1 1.00 Exposure Category par 6.5.6.3,.4&.5 Exposure MRH:Mean Roof Height 12.0 It Lambda:per Figure 6.2,Pg 40 1.00 Effective Wind Area of Component&Cladding 10.0 V2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt par 6.5.7.2 1.00 LHD:Least Horizontal Dimension fl a=max(0.04'LHD,3,min(0.10`LHD,0.4'MRH)) 0.00 ft max(0.04'LHD,3,min(0.10'LHD,0.4'MRH)) Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Horizontal Pressures... Zone: A = 14.50 psf Zone: C = 10.00 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E = -15.40 psf Zone: G = -10.70 psf Zone: F = -10.00 psf Zone: H = -10.00 psf Overhangs... Zone: Eoh = -21.60 psf Zone: Gob = -16.90 psf Component&Cladding Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Design Wind Pressure=Lambda'Kid*ImpodanceWill perASCE7-056.4.2.1Eg6-1 Roof Zone 1: Positive: 10.000 psf Negative: -14.600 psf Roof Zone 2: Positive: 10.000 psf Negative: -24.400 psf Roof Zone 3: Positive: 10.000 psf Negative: -36.800 psf Wall Zone 4: Positive: 14.600 psf Negative: -15.800 psf Wall Zone 5: Positive: 14.600 psf Negative: -19.500 psf Roof Overhang Zone 2: -21.000 psf Roof Overhang Zone 3: -34.600 psf Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr. NnW. 9AUG 3016,I:IOPM File=IC7n16B0-Y12015M DQS5-1l5uawayao6 ASCE Seismic Base Shear ENERCALC,INC.198&2016,Btild:816.6.7,Ver6.16.6.7 DeGennaro Engineering Subway Occupancy Category Calculations per ASCE 7.05 Occupancy Category of Building or Other Sfruclum: 'II':NI Buildings and other structures except those listed as Category I,III,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 11.5-1 USER DEFINED Ground Motion ASCE7-05 9.4.1.1 Max.Ground Motions,5%Damping: SS = 0.2290 9,0.2 sec response Sl = 0.0810 9.1.0 sec response Site Class Site Coeff.and Design Category Site Classification 'D':Shear Wave Velocity 600 to 1,200 0/sec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.60 ASCE 7-05 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 2.40 Maximum Considered Earthquake Acceleration S MS=Fa'Ss = 0.366 ASCE 7-05 Table 11.4-1 S MI=Fv'S1 = 0.194 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S DS S M52/3 = 0.244 ASCE 7-05 Table 11.4-3 S Dl=S M12/3 = 0.130 ASCE 7-05 Table 11.4-4 Seismic Design Category = B ASCE 7-05 Table 11.6.1 Resisting System ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor 'Wo' = 3.00 Category"A&B"Limit No Limit Deflection Amplificabon Factor 'Cd' = 4.00 Category"C"Limit No Limit Category'D"Limit Limit=65 NOTE!Sea ASCE 7-05 for all applicable footnotes. Category'E'Limit: Limit=65 Category'F'Dmit Limit=65 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure'is beino used according to the provisions of ASCE 7-0512.8 Determine Building Period UseASCE 128-7 Structure Type for Building Period Calculation: All Other Structural Systems Ct'value = 0.020 'hn':Height from base to highest level = 17.0 it 'x'value = 0.75 'Ta'Approximate fundamental period using Eq.12.8.7 : Ta=Ct'(hn x x) = 0.167 sec 'TU:Lang-period transition period per ASCE 7-05 Maps 22-15. 22.20 8.000 sec Building Period'Ta'Calculated from Approximate Method selected = 0.167 sec Cs"Response Coefficient ASCE 7-05 SecSon 12.8.1.1 S D8 Short Period Design Spectral Response = 0.244 From Eq.12.8,2, Preliminary Cs = 0.038 'R":Response Modification Factor = 6.50 From Eq.12.&3&12.8-4,Cs need not exceed = 0.119 'I':Occupancy Importance Factor = 1 From Eq.12.8-5&12.86, Cs not be less than = 0.011 User has selected ASCE 12.8.1.3:Regular structure, Cs:Seismic Response Coefficient = = 0.0376 Less than 5 Stories and with T<r-0.5 sec, SO Be r-1.5 for Cs calculation Seismic Base Shear ASCE 7.05 Section 12.8.1 Cs = 0.0376 from 12.8.3 W(see Sum Wi below) = 131.00 k Seismic Base Shear V= Cs'W= 4,92 k Project Title: Subway-Queensbury New York Engineer: Dan De(3ennaro Project ID: 15016 Project Descr: P W,29 AUG x116.1:1WM ASCE Seismic Base Shear Fie=KvTHMO-Yzo15MDQS5-nsub .%6 ENUrAW,INC,19632016,BMld:916.6:7,Ver.6.16.6.7 Lic.4:KW-06011066 Licensee: DeGennaro Engineering Vertical Distribution of Seismic Forces ASCE 7-05 Sedon 12.93 'k':hx exponent based on Ta= i.uu Table of building Weights by Floor Leval.. Level# W:Weghl Hi:Height (Wi-Hi)"k Cvx Fx=Cw•V Sum Story Shear Sum Stay Moment 1 131.00 12.00 1,572.00 1.0000 4.92 4.92 0.00 Sum Wil= 131.00 k Sum Wi'Hi = 1,572.00 k-N Total Base Shear= 4.92 k Base Moment= 59.1 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 1210.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 1 131.00 4.92 4.92 131.00 4.92 6.40 12.60 6.40 6.40 Wpx.......................... Weight at level of diaphragm and other structure elements attached to it. Fi............................ Design Lateral Force applied at the level. Sum Fi....................... Sum of'Lat.Force"of current level plus all levels above MIN Req'd Force @ Level......... 0.20'S csl`Wpx MAX Req'd Force @ Level........ 0.40'S pSl'Wpx Fpx:Design Force @ Level....... Wpx'SUM(xan)Fi / SUM(xan)wi, x=Current level,n=Top Level Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr: Prvitetl:29 AUG 2016,VWM FIB kWTH68e-Y12015MDQS6-11&ubaarec6 Wall Footing ENFACALC,INC.19832016,Bold:6.16.6.7,Ver.6.16.6.7 DeGennaro Engineering Description: Wall Slip Footing-Allimable bearing based on presumptive value from Code Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface It Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth - ksf Min Allow%Temp Reinf. = when base footing is below ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = It Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 10.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = Din e" x m 1,-0„ b6rs �12an o - Applied Loads D Lr L S W E H P:Column Load = 0.630 0.3750 0.660 k OB:Overburden = ksf Vx = ---- ___ k M-zz = k-ft Vx applied = in above lop of foofing Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr: Pnm1 NAUG 2016, 16 M Fie=KFM6B6-Y11015% NW55.11suWmec6 Wall Footing ENERCALC,INC.19632016,Build:6,16.6.7,Vec6.16.67 KW-06011066 Licensee: DeGennaro Engineering Description: Wall Stip Footing-Allimable bearing based on presumptive value from Code DESIGN SUMMARY e" • • Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5106 Soil Bearing 0.7658 ksf 1.50 ksf +D+S+H PASS 0.03814 Z Flexure(+X) 0.2336 k-ft 6.124 k-ft +1.20D+0.50L+1.60S PASS 0.01424 Z Flexure(-X) 0.08717 k-ft 6.124 kit +0.90D+E+1,60H PASS 0.01218 1-way Shear(+X) 1.001 psi 82.158 psi +1,20D+0.50L+1.605 PASS 0.01218 1-way Shear(-X) 1.001 psi 82.158 psi +1,20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Onlv 1.50 ksf 0.0 in 0.4358 ksf 0.4358 ksf 0.291 +D+L+H 1.50 ksf 0.0 in 0.4358 ksf 0.4358 ksf 0.291 +D+Lr+H 1.50 ksf 0.0 in 0.6233 ksf 0.6233 ksf 0.416 +D+S+H 1.50 ksf 0.0 in 0.7658 ksf 0.7658 ksf 0.511 +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in 0.5765 ksf 0.5765 ksf 0.384 +D+0.750L+0.750S+H 1.50 ksf 0.0 in 0.6833 ksf 0.6833 ksf 0.456 +D+W+H 1.50 ksf 0.0 in 0.4358 ksf 0.4358 ksf 0.291 +D+0.70E+H 1.50 ksf 0.0 in 0.4358 ksf 0.4358 ksf 0.291 +D+0.750Lr+0.750L+0.750W+H 1.50 ksf 0.0 in 0.5765 ksf 0.5765 ksf 0.384 +D+0.750L+0.7505+0.750W+H 1.50 ksf 0.0 in 0.6833 ksf 0.6833 ksf 0.456 +D+0.750Lr+0.750L+0.5250E+H 1.50 ksf 0.0 in 0.5765 ksf 0.5765 ksf 0.384 +D+0.750L+0.750S+0.5250E+H 1.50 ksf 0.0 in 0.6833 ksf 0.6833 ksf 0.456 ,+0.60D+W+H 1.50 ksf 0.0 in 0.2615 ksf 0.2615 ksf 0.174 .+0.60D+0.70E+H 1.50 ksf 0.0 in 0.2615 ksf 0.2615 ksf 0.174 Overturning Stability Units:kit Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination k- Which Tension p Bot As Req'd G rn.in-2 As Actual As Phk-ft k-ft Side? or Top? in"2 in-2 in"2 k-ft Status +1.40D 0.1356 -X Bottom 0.0043 Min for Bendino 0.2 6.124 OK +1.40D 0.1356 +X Bottom 0.0043 Min for Bendino 0.2 6.124 OK +1,20D+0.50Lr+1.60L+1.60H 0.1371 -X Bottom 0.0044 Min for Bendino 0.2 6.124 OK +120D+0.50Lr+1.60L+1.60H 0.1371 +X Bottom 0.0044 Min for Bendino 0.2 6.124 OK +120D+1.60L40.50S+1.60H 0.1529 -X Bottom 0.0049 Min for Bendino 0.2 6.124 OK +1,20D+1.60L+0.505+1.60H 0.1529 +X Bottom 0.0049 Min for Bendino 0.2 6.124 OK +1,20D+1.60Lr+0.50L 0.1829 -X Bottom 0.0058 Min for Bendino 0.2 6.124 OK +1,20D+1.60Lr+0.50L 0.1829 +X Bottom 0.0058 Min for Bendino 0.2 6.124 OK +1200+1.601-r+0.80W 0.1829 -X Bottom 0.0058 Min for Bendino 0.2 6.124 OK +120D+1.60Lr+0.80W 0.1829 +X Bottom 0.0058 Min for Bendino 0.2 6.124 OK +120D+0.50L+1.605 0.2336 -X Bottom 0.0074 Min for Bendino 0.2 6.124 OK +120D+0.50L+1.605 0.2336 +X Bottom 0.0074 Min for Bendino 0.2 6.124 OK +1,20D+1.60S4O.80W 0.2336 -X Bottom 0.0074 Min for Bendino 0.2 6.124 OK +120D+1.605+0.80W 02336 +X Bottom 0.0074 Min for Bendino 0.2 6.124 OK +1.20D40,50Lr+0.50L+1.60W 0.1371 -X Bottom 0,0044 Min for Bendino 0.2 6.124 OK +1,20D+0.50Lr+0.50L+1.60W 0.1371 +X Bottom 0.0044 Min for Bendino 0.2 6.124 OK +120D+0.50L40.505+1.60W 0.1529 -X Bottom 0.0049 Min for Bendino 0.2 6.124 OK Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Protect Descr. ftto:nAUG2016. IAWM FIB=K1pTH6BD-Y12015UMDC"-irsubxayec6 [Wall Footing ENERCALC,INC.19832016,BuIk:8.16.6.7,Ver.6.i6.6.7 DeGennaro Engineering Description: Well Strip Feeling-Alllmable bearing based on presumptive value from Code +1.20D+O.50L+0.505+1.60W 0.1529 +X Bottom 0.0049 Min for Bendino 0.2 6.124 OK +1.20D+0.50L+O.20S+E 0.1309 -X Bottom 0.0042 Min for Bending 0.2 6.124 OK Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr: PnAW 20 AUG 2016.1 WM M=kWTH6B0-Y12015\ NDOSS-ttwbwayec6 Wall Footing ENFRCALO,INC.19832016,BUIk1:6.16.6.7,Ver6.16.6.7 Description: Wall Strip Footing-Allowable bearing based on presumptive value from Code Footing Flexure Mu Which Tension @ Bot As Req'd Gvm.As Actual As Phi+Mn Flexure Axis&Load Combination k-ft Side 7 or Top 7 in"2 in-2 in-2 k-ft Status +1.20D+0.50L+0.20S+E 0.1309 +X Bottom 0.0042 Min for Bendino 0.2 6.124 OK ,+0.900+1.60W+1.60H 0.08717 -X Bottom 0.0028 Min for Bendino 0.2 6.124 OK +0.90D+1.60W+1.60H 0.08717 +X Bottom 0.0028 Min for Bending 0.2 6.124 OK +0.90D+E+1.60H 0.08717 -X Bottom 0.0028 Min for Bending 0.2 6.124 OK +0.90D+E+1.60H 0.08717 +X Bottom 0.0028 Min for Bending 0.2 6.124 OK One Way Shear Units:k Load Combination Vu @•X Vu @+X Vu•Max Phi Vn Vu I Phi+Vn Status +1.40D 0.5811 Psi 0.5811 Psi 0.5811 psi 82.158 psi 0.007073 OK +1.20p+0.50Lr+1.60L+1.60H 0.5874 psi 0.5874 psi 0.5874 psi 82.158 Psi 0.007149 OK +1.20D+1.60L+0.50S+1.60H 0.6552 psi 0.6552 psi 0.6552 psi 82.158 psi 0.007975 OK +1.20D+1.60Lr+0.50L 0.7838 psi 0.7838 osi 0.7838 psi 82.158 psi 0.00954 OK +1.20D+1.60Lr+0.80W 0.7838 psi 0.7838 psi 0.7838 psi 82.158 psi 0.00954 OK +1.20D+0.50L+1.605 1.001 osi 1.001 Psi 1.001 Psi 82.158 psi 0.01218 OK +1.20D+1.60S+0.80W 1.001 osi 1.001 psi 1.001 psi 82.158 Psi 0.01218 OK +1.20D+0.50Lr-,0.501-+1.60W 0.5874 Psi 0.5874 Psi 0.5874 Psi 82.158 osi 0.007149 OK +1.20D+0.50L+0.505+1.60W 0.6552 Psi 0.6552 Psi 0.6552 Psi 82.158 Psi 0.007975 OK +1.20D+0.50L+0.20S+E 0.561 Psi 0.561 Psi 0.561 Psi 82.158 Psi 0.006828 OK +0.90D+1.60W+1.60H 0.3736 psi 0.3736 psi 0.3736 psi 82.158 Psi 0.004547 OK +0.90D+E+1.60H 0.3736 psi 0.3736 psi 0.3736 psi 82.158 psi 0.004547 OK Project Tide: Subwayy-Queensbury New York Engineer: Dan DeOennaro Project ID: 15016 Project Descr: PnntM.n AUG 2016,159P File=KFn-1680-Y=5M CQS5-llsubwaY.ec6 Wall Footing ENERCALC,INC.19612016,Bulld:6.16.6.7,Ver6.16.6.7 .r r.. Description: Interior Footing-Assuming Bearing Capacity of 1,500 psf based on presumptive code values Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 150.0 pcf Concrete Density = 150.0 pct Soil/Concrete Friction Coeff. = 0.40 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface4.0tt Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth _ ksf Min Allow%Temp Reinf. when base footing is below ft Min.Overturning Safely Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = it Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.0 it Footing Thickness = 10.0 in Bars along X-X Axis Wall Thickness = 24.0 in Rebar Centedine to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.250 in Reinforcing Bar Size = # 4 from center of footing = 0 in 2'-0" P x m tiers(d1:121n o. Applied Loads D Lr L S W E H P:Column Load = 0.880 0.70 1.225 0.150 0.10 k OB:Overburden = ksf V-x = 0.0 k Kzz = k-ft Vx applied = in above top of footing Project Tide: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr, PnnW 29 AUG 2016, 1.59PM File=K1PTH6B0-Y12 6 04WS5-llsubway.%6 Wall Footing ENERCALC,INC.19832016,BuIN:6.16.6.7,Ver:6.16.6.7 r60 r.. Licensee .. Gennaro Engineering Description: Interior Footing-Assuming Bearing Capacity of 1,500 psi based on presumptive code values DESIGN SUMMARY • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-fl 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7850 Soil Bearing 1.178 ksf 1.50 ksf +D+S+H PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure(-X) 0.0 k-ft 5.899 k-ft No Moment PASS We 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi nla Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual l Allowable Load Combination... Gross Allowable Xecc -X 4X Ratio D Only 1.50 ksf 0.0 in 0.5650 ksf 0.5650 ksf 0,377 +D+L+H 1.50 ksf 0.0 in 0.5650 ksf 0.5650 ksf 0,377 +D+Lr+H 1.50 ksf 0.0 in 0.9150 ksf 0.9150 ksf 0.610 +D+S+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 +D+0,75OLr+0.750L+H 1.50 ksf 0.0 in 0.8275 ksf 0.8275 ksf 0.552 +D+0.750L+0.750S+H 1.50 ksf 0.0 in 1.024 ksf 1.024 ksf 0.683 +D+W+H 1.50 ksf 0.0 in 0.640 ksf 0.640 ksf 0.427 +D+0.70E+H 1.50 ksf 0.0 in 0.60 ksf 0.60 ksf 0.400 +D+0.750Lr+0.750L+0.750W+H 1.50 ksf 0.0 in 0.8838 ksf 0.8838 ksf 0.589 +D+0.750L+0.750S+0.750W+H 1.50 ksf 0.0 in 1.081 ksf 1.081 ksf 0.720 +D+0.75OLr+0.750L+0.5250E+H 1.50 ksf 0.0 in 0.8538 ksf 0.8538 ksf 0.569 +D+0.750L+0.750S+0.5250E+H 1.50 ksf 0.0 in 1.051 ksf 1.051 ksf 0.700 ,+O.60D+W+H 1.50 ksf 0.0 in 0.4140 ksf 0.4140 ksf 0,276 +0.60D+0.70E+H 1.50 ksf 0.0 in 0.3740 ksf 0.3740 ksf 0.249 Overtuming Stability Units:k-R Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure M-f Which Tension Bot As Req'd G As Actual As Ph Flexure Axis&Load Combination k-R Side 1 or Topp? in-2 inAn"2 k-ft in"2 k-ft Status +1.40D 0 -X Bottom 0 Min Temp% 0.2 5.899 OK +1.40D 0 +X Bottom 0 Min TemD% 0.2 5.899 OK +120D+0.5OLr+1.60L+1.60H 0 -X Bottom 0 Min TemD% 0.2 5.899 OK +120D+0.5OLr+1.60L+1.60H 0 +X Bottom 0 Min TennD% 0.2 5.899 OK +1,20D+1.60L+0.50S+1.60H 0 -X Bottom 0 Min Temo% 0.2 5.899 OK +1,200+1.60L+0.50S+1.60H 0 +X Bottom 0 Min Temp% 0.2 5.899 OK +1,20D+1.BOLr+0.50L 0 -X Bottom 0 Min Temp% 0.2 5.899 OK +120D+1.6OLr+0.50L 0 +X Bottom 0 Min Temp% 0.2 5.899 OK +120D+1.6OLr+0.BOW 0 -X Bottom 0 Min Temp% 0.2 5.899 OK +120D+1.60Lr+0.80W 0 +X Bottom 0 Min Temp% 02 5.899 OK ,+120D+O.50L+1.60S 0 -X Bottom 0 Min Temp% 02 5.899 OK ,+120D+0.50L+1,Fi0S 0 +X Bottom 0 Min Temp% 02 5.899 OK ,+120D+1,60S+0.80W 0 -X Bottom 0 Min Temp% 0.2 5.899 OK ,+120D+1.6OS+0.80W 0 +X Bottom 0 Min TemD% 0.2 5.899 OK ,+1.20D+0.5OLr+0.50L+1.60W 0 -X Bottom 0 Min Temp% 0.2 5.899 OK ,+120D+0.5OLr+0.50L+1.60W 0 +X Bottom 0 Min TemD% 0.2 5.899 OK ,+120D+0.50L+0.50S+1.60W 0 -X Bottom 0 Min Temp% 0.2 5.899 OK Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr. WNW 29 AUG 2016. 159P File=KIPTH680al12015VN DQ65-1lsobway ec6 Wall Footing ENERCALC,INC.19832016,Bu0d:6.16.6.7,Vec6.16.6.7 Description: Interior Footing-Assuming Bearing Capacity of 1,500 psf based on presumptive code values +1.20D40.50L+0.SOS+1.60W 0 +X Bottom 0 Min Temp% 0.2 5.899 OK +1.20D+0.50L+0.20S+E 0 -X Bottom 0 Min TemD% 0.2 5.899 OK Project Title: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Oescr: NnW 20 AUG 2015,1:SWM File=KFTH6B9-Y1Y015U9d DDS5-1lsubay ec6 Wall Footing ENERCALC,INC.19812916,Build:6.16.6.7,Vec6.16.6.7 Description: Interior Footing-Assuming Bearing Capacity of 1,500 psf based on presumptive code values Footing Flexure Mu Which Tension @ Bot. As Recfd Gvm.As Actual As Phi'Mn Flexure Axis&Load Combination k-ft Side? or Top 7 in-2 inA2 in-2 k-ft Status +1,20Da0.50L+0.20S+E 0 +X Bottom 0 Min Temp% 0.2 5.899 OK +0.90D+1.60W+1.60H 0 -X Bottom 0 Min Temp% 0,2 5.899 OK +0.90D+1.60W+1.60H 0 +X Bottom 0 Min Temp% 0.2 5.899 OK .+0.90D+E+1.60H 0 -X Bottom 0 Min Temp% 0.2 5.899 OK +0.90D+E+1.60H 0 +X Bottom 0 Min Temp% 0.2 5.899 OK One Way Shear Units:k Load Combination Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D 0 usi 0 psi 0 psi 82.158 psi 0 OK +120D+0.50Lr+1.60L+1.60H 0 Dsi 0 psi 0 psi 82.158 psi 0 OK +1,20D+1.60L+0.50S+1,60H 0 psi 0 Dsi 0 psi 82.158 psi 0 OK +1,20D+1.60Lr+0.50L 0 DS! 0 Dsi 0 osi 82.158 Dsi 0 OK +1,20D+1,60Lr+0.80W 0 psi 0 psi 0 Dsi 82.158 osi 0 OK +1,20D+0.50L+1.60S 0 psi 0 psi 0 psi 82.158 osi 0 OK +1,20D+1.60S+0.80W 0 psi 0 psi 0 psi 82.158 psi 0 OK +120D+0.50Lr+0.50L+1.60W 0Dgi 0DSI 0 osi 82.158 psi 0 OK +1,20D+0.50L+0.50S+1.60W 0psi 0DSI 0 osi 82.158 psi 0 OK +120D+0.50L+020S+E 0osi 0Dsi 0 osi 82.158 psi 0 OK +0.90D+1.60W+1.60H 0psi 0osi 0 osi 82.158 osi 0 OK +0.90D+E+1.60H Opsi ODSi 0 osi 82.158 osi 0 OK Project Tide: Subwayy-Queensbury New York Engineer: Dan DeGennaro Project ID: 15016 Project Descr. Nn�AMG2016,2'.02PM Wood Beam File=KY'TH6B0-Y12m5UWDOSS-%ubxay.ec6 ENERCALC,INC.19632016,Bu6d:6,16.6.7,Ver.6.16.6.7 ic.#:KW-06011066 Licensee: DeGennaro Engineering Description: LVL CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,550.0 psi Ebend-xx 1,600.Oksi Fc-Pdl 1,750.0 psi Eminbend-xx 850.Oksi Wood Species :SPF/SPF Fc-Perp 560.0 psi Ebend-yy 1,500.Oksi Wood Grade :24F-E/SPF3 Fv 215.0 psi Eminbend-yy 790.Oksi Ft 900.0 psi Density 26.210 pd Beam Bracing : Beam is Fully Braced against lateral-torsional buckling IF 0.75 L 0.75 S 1.3125 0.375 5.250x11.875 _. SPan=9.501 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, L=0.020, S=0.0350, W=0.010 ksf, Tributary Width=37.50 fl DESIGN SUMMARY '' Maximum Bending Stress Ratio = 0.9121 Maximum Shear Stress Ratio = 0.845 : 1 Section used for this span 5.260x11.875 Section used for this span 5.250x11.876 fb:Actual = 2,520.00psi fv:Actual = 208.85 psi FB:Allowable = 2,763.21 psi Fv:Allowable = 247.25 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.7501 Location of maximum on span = 8.529 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.206 in Ratio= 552>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.405 in Ratio= 281>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M it, Fb V tv Fv D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.381 0.352 0.90 1.001 1.00 1.00 1.00 1.00 1.00 8.46 822.86 2162.51 2.83 68.20 193.50 +D+L+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.685 0.634 1.00 1.001 1.00 1.00 1.00 1.00 1.00 16.92 1,645.71 2402.79 5.67 136.39 215.00 +D+Lr+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 It 1 0.274 0.254 1.25 1.001 1.00 1.00 1.00 1.00 1.00 8.46 822.86 3003.49 2.83 68.20 268.75 +D+S+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.504 1 0.819 0.758 1.15 1.001 1.00 1.00 1.00 1.00 1.00 23.27 2,262.86 2763.21 7.79 187.54 247.25 +D+0.750Lr+0.750L+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 It 1 0.479 0.444 1.25 1.001 1.00 1.00 1.00 1.00 1.00 14.81 1,440.00 3003.49 4.96 119.34 268.75 +D+0.750L+0.750S+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 It 1 0.912 0.845 1.15 1.001 1.00 1.00 1.00 1.00 1.00 25.91 2,520.00 2763.21 8.68 208.85 247.25 Project Title: Subwayy-Queensbury New York Engineer: Dan Deuennaro Project ID: 15016 Protect Descr: Pant""AUG 3016,2UNM File=KWTH6BD-Y120150W DQS5-itsubazy.ec6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.6.7,Ve fi.16.6.7 Lic.Ar: KW-06011066 Licensee •: Description: LVL Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd CFN Ci Cr Cm C t CL M ib F'b V fv F'v +D+W+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0,321 0.297 1.60 1.001 1.00 1.00 1.00 1.00 1.00 12.69 1,234.29 3844.47 4.25 102.29 344,00 +D+0.70E+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 it 1 0.214 0.198 1.60 1.001 1.00 1.00 1.00 1.00 1.00 8.46 822.86 3844.47 2.83 68.20 344.00 +D+0.750Lr+0.750L+0.750W+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.455 0.421 1.60 1.001 1.00 1.00 1.00 1.00 1.00 17.98 1,748.57 3844.47 6.02 144.92 344.00 +D+0.750L+0.750S+0.750W+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.736 0.681 1.60 1.001 1.00 1.00 1.00 1.00 1.00 29.08 2,828.57 3844.47 9.74 234.42 344.00 +D+0.750Lr+0.7501-+0.5250E+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 It 1 0.375 0.347 1.60 1.001 1.00 1.00 1.00 1.00 1.00 14.81 1,440.00 3844.47 4,96 119.34 344.00 +D+0.750L4750S+0.5250E+H 1.001 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 R 1 0.655 0.607 1.60 1.001 1.00 1.00 1.00 1.00 1.00 25.91 2,520.00 3844.47 8.68 208.85 344.00 +0.60D+W+H 1.001 1A0 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.235 0.218 1.60 1.001 1.00 1.00 1.00 1.00 1.00 9.31 905.14 3844.47 3.12 75.02 344.00 +0.60D+0.70E+H 1.001 1.D0 1.00 1.01) 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.128 0.119 1.60 1.001 1A0 1.00 1.00 1.00 1.00 5.08 493.71 3844.47 1.70 40.92 344.00 Overall Maximum Deflections Load Combination Span Mat. "Deb Location in Span Load Combination Max.W Deb Location in Span +D+0.750L+0.750S+0.750W+H 1 0.4054 4.785 0.0000 0.000 Vertical Reactions Supportnotation:Farleftis#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 12.246 12.246 Overall MlNimum 1.781 1.781 D Only 3.563 3.563 +D+L+H 7.125 7.125 +D+Lr+H 3.563 3.563 +D+S+H 9.797 9.797 +D+0.750Lr+0.750L+H 6.234 6.234 +D+0.750L+0.750S+H 10.910 10.910 +D+W+H 5.344 5.344 +D+0.70E+H 3.563 3.563 +D+0.750Lr+0.750L+0.750W+H 7.570 7.570 +D+0.750L+0.750S+0.750W+H 12.246 12.246 +D+0.750Lr+0.750L+0.5250E+H 6.234 6.234 +D+0.750L+0.750S+0.5250E+H 10.910 10.910 +0.60D+W+H 3.919 3.919 +0.60D+0.70E+H 2.138 2.138 D Only 3.563 3.563 Lr Only L Only 3,563 3.563 S Only 6.234 6.234 W Only 1.781 1.781 E Only H Only Company DeGennaro Engineering LLC Aug 29,2016 Designer DJD 2:31 PM Job Number 15016 Checked By:_ Model Name Subway West Wall WP1 (In-Plane) GENERAL GEOMETRY MATERIALS Code : AWC NDS-15:ASD Total Height : 12 ft Description IMaterial ISize Design Method : Perforated Total Length : 28 ft Top PI DF 2-2X6 Wall Material : DF Wall H/W Ratio : 0.43 Sill DF 2X6 Panel Schedule : 0.469(10d) Panel Gro... K : 1.00 Wall Stud DF 2X6 Optimize HD : Yes Max Opening Ht : 7 ft Chord DF 2-2X6 HD Manufacturer: SIMPSON Open/Wall Ht Ratio : 0.58 HD Eccentricity : 3 in Full Ht Sheathed : 25 ft % Full Ht Sheathed : 89.29 ENVELOPED RESULTS Shear Shear Hold-down Hold down Chord Chord Stud Stud Shear Panel UC LC Hold-down UC LC UC LC UC ILC S1_1 6/32LI Od@60.572 16 (W) 1 Not Req'd INC INC 110.296 9(W) 110.249 14 DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Shear Capacity Adjustment Factor(Co) : 0.93 Wall Capacity Adjustment Factor(2w/h): 1.00 Total Area of Openings (Ao) : 21 ftA2 Sheathing Area Ratio(r) : 0.93 Nailing Capacity Increase for Wind : 1.4 WALL DEFLECTIONS WALL RESULTS: Elastic: : .005 in Governing LC : 6(Wind) HD: : 0 in Total Shear : 6.3 k Shear: : .149 in Max Unit Shear : .272 k/ft Total: : .164 in Shear Ratio : .572 SELECTED SHEAR PANEL SI_16132_10d@6 Panel Grade : St-I Nail Size : 10d Num Sides One Panel Thick : 0.313in Reqd Pen : 1.500in Over Gyp Brd. : No Reqd. Spacing : 6 in Shear Capacity : 0.340 k/ft Adjusted Cap : 0.476 k/ft NOTE: AWC NDS-15 defines a 10d nail as being: 3.0"x 0.1480"common,or 3.0"x 0.122"galvanized box RISA-3D Version 14.0.1 [CA..\...\OneDrive\Projects\15016-SRA Subway\Calculations\West Wall.r3d] Pagel Company DeGennaro Engineering LLC Aug 29,2016 Designer DJD 2:31 PM Job Number 15016 Checked By:_ Model Name Subway West Wall WP1 Hold-Downs Not Required. CHORDS STUDS Max Comp Force: 3.601 k Required Cap : 1.459 k Comp Capacity : 12.153 k Provided Cap : 5.85 k Comp Ratio : .296 Ratio : .249 Gov Comp LC : 9 Governing LC : 4 Max Tens Force : 0 k Gov Region : 1 Tens Capacity : 16.651 k Spacing : 16 in Tens Ratio : 0 Gov Tens LC NIA CROSS SECTION DETAILING "' Now- Chord Force = 1.380-k(LC4)(C) Chord Force= 3.601-k (LC9)(C) S1_15132_10d@6 RISA-3D Version 14.0.1 [C:\...\..\OneDrive\Projects\15016-SRA Subway\Calculations\West Wall.r3d) Page 2 Standard Application on Concrete Foundations Simpson Strong-Te®Steel Strong-Wall°shearwalls provide Wall Profiles superior performance,design flexibility and was of installation. Pre-attached wood studs are 2x4 for walls NI Steel Strong-Wall shearwalls are evaluated to the 0 0 ? T-10'tall,and 2x6 for walls 11'-13'tall. 2012 IRCABC and are listed by ICC-ES. SSW12 Material:Vertical Panel-10 gauge Finish:Vertical Panel—Galvanized 0 Top and Base Plates—Simpson Strong-Tie®gray paint SSW15 SSW15 Codes:ICC-ES ESR-1679; City of L.A.RR 25625; O O O O State of Florida FL5113 SSW18 SSW78 Naming Legend 0 0 j LA SSW21 Ci S'�$'f�TTW24X8SSW21 Steel Strong-Wall J 1 ` Nominal Height Q Q Q Q C: Width (ft.) 2VA(in.) SSW24 SSW24 U) (ll U - Attaches easily to header or top plates. 0 0j1 t� Attach optional bedding a frarr ing using extra YV holes O d Pre-attached wood studs for easierAdditional 1'h' O z integration Into diameter holes > framing allowed In wood stud at each o Predrilled holes with o 0 o i ohround tale See page 17 for grommetsw garage-wall options F for wiring 0 I based on standard i installation and 0 page 16 for higher capacity m .. 0 .. garage portal system OAdditional openings a for plumbing and electrical w R a Anchors with SS W24x10 only two bolts_ SSW12x7 form-mounted templates allow precise placement before the pour Foundation design • (size and reinforcement) by Designs Ob. Standard Installation Garage Installation U.S.Patent 8,281,551 U.S.Patent 8,281.551 Canadian Patent 2,489,845 Canadian Patent 2,489,845 10 Steel Strong-WaIP'Sheanvalls MUM Standard Application on Concrete Foundations " Installation Information • Do not cut the Steel Strong-Wallx or enlarge existing holes. Doing so will compromise the performance of the wall. Attach to top plates • Do not use an impact wrench to tighten nuts on theor header with ''A'x3'k'SDS screws anchor bolts. (provided)- • Maximum shim thickness between the Steel Strong-Wall and top plates or header is r/s'using Simpson Strong-Tie® Strong-Dnv&'Wt<3'/i SDS Heavy-Duty Connector screws. T For additional shim thicknesses,see detail 5/SSW2 on page 76. • Walls with 2x4 pre-attached studs may also be used in 2x6 ` wall framing.Install the wall flush to one face 1 k `I"' O of the framing and add tuning to the opposite side. o I' (z • Walls may be installed with solid or multi-ply headers,see detail 11/SSW2 page 77 for details. Steel Strong-Wall® Product Data ° I O I I 0 Anchor Number Total UD UD W H T Bolts of Screws Wall Model No. Shim as (in.) (in.) (in.) Dia In Top Weight Oty' (in.) of Wall (lbs.) necessary for tight fit Header SSW12x7 12 80 3h 2 3/4 4 74 }, Connection (n SSW15x7 15 80 314 2 1 6 86 (See page 77 detail SSW18x7 18 80 314 2 1 9 99 1 I/SSW2 lar multi-ply SSW21 x7 21 60 3Yz 2 1 12 117 header option andpage 16 for Garage Portal System) SSW24x7 24 80 311 2 1 14 127 SSW12x7.4 12 8511 314 2 3/4 4 78 SSW15x7.4 15 8514 311 2 1 6 91 SSW18x7.4 18 85Y1 311 2 1 9 104 SSW21x7.4 21 85Yz 311 2 1 12 122 H SSW24x7.4 24 85)4 331 2 1 14 134 SSW12x8 12 9314 311 2 34 4 85 SSW15x8 15 93Y< 311 2 1 6 99 SSW18x8 18 93%4 314 2 1 9 113 0 0 1 O I SSW21 x8 21 93'/4 311 2 1 12 132 z SSW24x8 24 93% 311 2 1 14 144 O I O I O DO NOT > d SSW12x9 12 10514 314 2 9'i 4 94 cut wall or enlargeexisting holes SSW15x9 15 105% 314 2 1 6 110 SSW18x9 18 105'/4 311 2 1 9 125 O l 0 l O P SSW21x9 21 105Y4 311 2 1 12 147 o SSW24x9 24 105'/4 3)4 2 1 14 160 w SSW12x10 12 117Y4 311 2 3/e 4 104 z SSW15x10 15 11774 314 2 1 6 121 SSW18x10 18 11714 311 2 1 9 138 Place Steel Strong-Wall°shearwall over the <_ SSW21 x10 21 117%4 311 2 1 12 162 anchor bolts and secure with heavy hex .e g SSW24x10 24 117'/4 314 2 1 14 177 p O 1 O I4 nuts(provided).Snug tight fit required,do not use an impact wrench. SSW15x11 15 129'/4 5S4 2 1 6 148 1'G'wrench/socket required for'/.'nut SSW18xl l 18 129% 514 2 1 9 167 135"wrenctdsocket required for 1'nut ci SSW21x11 21 129'/4 5Yz 2 1 12 193 SSW24xl1 24 129%4 511 2 1 14 209 SSW15x12 15 141'/4 511 2 1 6 160 SSW18xl2 18 141'/4 514 2 1 9 180 SSW21x12 21 141Y4 514 2 1 12 208 1 SSW24x12 24 1411/ 514 2 1 14 225 SSW18xl3 18 153%4 5P1 2 1 9 194 °`q:.oo' oo-: °o .�... ` SSW27x13 21 15314 514 2 1 12 224 •%..oe. - ' SSW24xl3 24 153%4 5)4 2 1 14 243 Standard Installation U.S.Patent 8,281,551 Canadian Patent 2,489,845 11 Steel Strong-War Shearwalis, 11711173 Standard Application on Concrete Foundations Seismic' Wind SSW Allowable Axial Load Allowable ASD Drift at Anchor Tensionat Allowable ASD Drift at Anchor Tension at Model (lbs.) Shear Load V Allowable Shear Allowable Shear' Shear Load V Allowable Shear Allowable Shear' (lbs.) (in.) (lbs.) (lbs.) (in.) (lbs.) IIII 1000 955 0.36 9840 1215 0.46 13620 SSW12x7 1 4000 955 0.36 9840 1095 _0.42 _ 11765 7500 890 0.34 9010 890 0.34 9010 1000 1855 0.36 15655 1860 j 0.36 15715 SSW15x7 4000 1665 0.33 13550 1665 0.33 13550 7500 1445 0.28 _ 11340 1445 0.28 11340 1000 2905 0.34 19660 3480 0.41 25805 SSW18x7 4000 2905 0.34 196603250 0.38 23135 7500 2905 0.34 _ 19660_ _ 2980 0.35 20370 CO 1000 4200 0.32 23755 4440 0.34 25710 SSW21x7 _4000 _ 4200 0.32 23755 4440 0.34 25710 7500 4200 _ 0.32 23755 4310 0.33 24635 C 1000 5495 0.29 26270 5730 0.31 27835 Q SSW24x7 _4000 5495 0.29 26270 5730 0.31 27835 7500 5495 0.29 26270 5730 0.31 27835 (n 1000 870 0.39 9515 1105 0.49 13070 SSW12x7.4 4000 870 0.39 9515 970 0.43 10940 7500 750 0.33 7940 750 0.33 7940 +-' 1000 1685 0.39 15035 1700 0.39 15215 U) SSW15x7.4 4000 1500 0.34 12905 1500 0.34 12905 7500 1270 0.29 10510 1270 0.29 10510 1000 2700 0.37 19475 3255 0.44 25790 SSW18x7.4 4000 2700 0.37 19475 3040 0.42 23125 7500 2700 0.37 19475 2790 0.38 20390 1000 3890 0.35 23420 4230 0.38 26405 SSW21 x7.4 4000 3890 0.35 23420 4230 0.38 26405 7500 3890 0.35 23420 4035 0.36 24655 1000 5330 0.34 27610 5450 0.34 28485 SSW24x7.4 4000 5330 0.34 27610 5450 0.34 28485 7500 5330 0.34 27610 5450 0.34 28485 1000 775 0.42 9180 j 985 0.53 12560 SSW12x8 4000 775 0.42 9180 865 0.47 _10550 7500 665 0.36 7630 665 _ 0.36 7630 1000 _ 1505 0.42 _ 14515 1530 0.43 14835 z SSW15x8 4000 1345 0.37 12545 1345 0.37 12545 > 7500 1135_ 0.32 10190 1135 0.32 10190_ 1000 2480 0.41 19525 2985 0.50 25795 SSW18x8 4000 _2480 0.41 19525 2790 0.47 23160 F 7500 2480 0.41 19525 2560 0.43 20410 ry __1000 3560 0.39 23360 3960 0.43 27240 SSW21 z8 4000 3560 0.39 _ 2_3360 3960 _0.43 27240 7500 3560 _0.39 23360 3700 0.41 24660 1000 4865 0.37 27435 5105 0.39 29370 _. SSW24x8 4000 4865 0.37 I 27435 5105 0.39 29370 e _ 7500 4865 ____ 0.37 27435 5055 0 39 __' 28960 R 1000 660 0.47 8745 840 0.60 11915 u SSW72x9 4000 660 0.47 8745 705 0.50 9485 7500 505 0.36 _ 6380 505 0.36 6380 1000 1315 0.45 _ 14250 1315 0.47 14250 SSW15x9 4000 1130 0.38 11740 1130 0.40 11740 7500 925 0.31 9235 925 0.33 9235 1000 2145 0.47 _ 18890 2645 0.58 25800 SSW1Bx9 4000 2145 0.47 _ 18890 2470 0.54 23130 7500 2145 0.47 _ _ 18890 2265 0.50 20370 1000 3145 0.46 23265 3590 0.52 28215 SSW21x9 4000 3145 0.46 _ _ 23265 3530 0.51 27490 7500 3145 0.46 23265 3280 0.47 24680 1000 4285 0.44 27210 4605 0.47 30150 SSW24x9 4000 4285 0.44 27210 4605 0.47 30150 7500 4285 0.44 27210 4480 0.46 28970 See footnotes on page 13. 12 Steel Strong-MIP Shearwalls Standard Application on Concrete Foundations Seismic' Wind SSW Allowable Model Axial Load Allowable ASD Drift at Anchor Tension at Allowable ASD Drift at Anchor Tension at (lbs.) Shear Load V Allowable Shear Allowable Shear Shear Load V Allowable Shear Allowable Shear (lbs.) (in.) (lbs.) (Ibs.) (in.) (lbs.) 1000 570 _0.52__ 8345 725 0.67 11300 SSW12x10 - 4000 570 0.52 _ 8345 570__ 0.52 - 8345 - 7500 _360 0.33 _4930 _ _ 360 _ 0.33 4930 _ 1000 __ 1110 0.53 13150 _ __ 1145 0.54_ 13690 SSW15x10 4000 960 0.45 __ 10975 960 0.45 10975 _ 7500 715 0.34 7775 715 0.34 7775 1000 1860 0.53 18030 _ 2360 0.67 25545 _ SSW18x10 _ 4000 1860 _0.53 18030 _ 2215 0.63 23095 -_ 7500 1860 0.53 18030 2035 0.57 20395 1000 3045 0.50 25905 3265 0.56 28795 SSW2lx10-. 4000 3045 0.50 25905 3170 0.54 27510_- _7500 2780 0.45 22780 2780 0.47 22780 1 0) 1000 I4 3835 0.50 27100 4205 _ 0.55 30920 C SSW24xl0 40003a35 0.50 27100 4205 0.55 30920___ 7500 3790 0.49 26660 3790 0.49 26660 (n 1000 975 0.58 12625 1015 0.60_ 13285 SSW15xll 4000 _ 815 0.48 10135 _ 815 0A 10135 7500 550 0.33 6470 _ 550 0.33 6470 1000 1635 0.58 17295 2075 _ 0.73 24280 SSW18xl1 4000 1635 0.58 17295 _ 2010 0.71 23110 7500 1635 0.58 17295 _ _ 1730 0.61 18645 1000 2485 0.58 22325 _ _ 2990 0.70 29230 SSW21xl1 4000 2485 0.58 22325 _ _ 2785 0.65 26220 7500 2305 0.54 20205 2305 0.54 20205 1000 3475 0.57 27055 3845 0.63 31285 SSW24xll 4000 3475 0.57 27055 _ 3710 0.60 _ 4 2_9680 .52 7500 3205 0.52 24260 3205 0 _ 2_260 1000 815 0.63 11280 905 0.70 12855 SSW15xl2 4000 690 0.53 9245 690 0.53 9245 7500 390 0.30 4905 390 0.30 4905 1000 1450 0.63 16605 1845 0.80 23220 SSW18xl2 4000 1450 _ 0.63 16605 _ 1815 _ _ 0.79 22650 7500 1435 0.62 16380 1435 0.62 16380 1000 2210 0.63 21485 2755 0.79 29555 SSW2lxl2 4000 2210 0.63 21485 2420 0.69 24335 m 7500 1900 _0.54 17690 1900_ 0.54 17690 1= 1000 _ 3150 0.63 26710 3540 0.71 31575 SSW24x12 4000 3150 0.63 _26710_ 3250 0.65 27890 7500 2705 ___ 0.54 _ 1855 _ 2705 0.54 21855 1000 1335 0.68 16560 _ 1695 0.87_ 23105 SSW18xl3 4000 1335 0.68 16560 _ _ 1580 0.81 20830 v 7500 1180 0.60 14195 _ _1180 0.60 14195 R 1000 1985 0.68 20765 _ 2520 0.87 29200 $ SSW2103 4000 1985 0.68 20765 _ 2110 0.73 22530 7500 1555 0.53 15300 1555 0.53 15300 J 1000 2830 0.68 25795 3275 0.79 31755 SSW24x13 4000 2830 0.68 _ 25795 2860 0.69 26165 7500 2280 0.55 19545 2280 0.55 19545 1.Allowable shear loads and anchor tension faces are appfica ole to 4. High-strength anchor bolts are required for anchor tension tomes installation on concrete with minimum fc=2,500 psi using the ASD exceeding the allowable bad bo standard-strength bolts tabulated bask(Section 1605.3.1)or the alternative basic(Section 1605.3.2) on pages 29-30.High-strength anchor bolts are required for load combinations.Load values include evaluation of bearing SSW12 when seismic shear x shearwah height exceeds stresses on the foundation and do not require further evaluation 61,600 In.-Pos.See pages 29-35 for SSWAS anchor bolt by the Designer. information and anchorage solutions. 2.Fa seismic designs based on the 2012 IBC using R=6.5. 5.Tabulated anchortension beds assume no resisting axial bad. For other codes,use the seismic coefficients corresponding For anchor tension bads at design shear values and including the to light-frame bearing walls with wood structural panels or sheet effect of axial load,refer to the Strong-Well Selector Application or sleet panels, use the equations on page 15.Drifts at lower design sheer may be 3.Allowable shear,drift.and anchor tension values may be linearly reduced. interpolated for intermediate height or axial bads. 6.See page 14 for allowable out-of-plane loads and azlal capacities. 13 Steel Strong-Wall'Shearwalls Standard Application on Concrete Foundations r r Allowable Out-of-Plane Loads (psf) for Single-Story Walls on Concrete Foundations Model Axial Load Nominal Height of Shearwall(ft) Width(in.) (lbs.) g — _ - g ---- 10 11 12 13 1000 200 140 105 WA WA WA 12 4000 150 105 70 WA WA WA 7500 90 55 25 WA WA WA 1000 _165 130 100 80 70 15 _ 4000 f- 130 95 1 70 50 40 WA 7500 95 65 45 30 15 WA 18 7500 310 215 160 120 _ -90 70 > _ 21 7500 260 185 i 135 100 70- -- � 50 - 6 24 7500 275 195 135 105 80 65 C: 1. Loads shown are at ASD level in pounds per square foot(ps0 of 5.Pllowable out-of-plane loads for the 12-and 15-Inch walls may O wall with no further increase In load allowed. be linearly Interpolated between the axial loads shown. i 2.Axial load denotes maximum gravity load permed on entire 6.Table loads appy only to single-story walls on concrete panel acting in combination with the out-ot-plane load. foundations. _ 3.Load considers a detection Nall of N240. 7.WA=Not Applicable. 4.Values are applicable to either me ASD basic or alternative basic load combinations. U) Axial Capacities for Single-Story Walls on Concrete Foundations Model Compression Capacity with No Lateral Loads(lbs.) Width Nominal Height of Shearwall(ft.) - (in.) 7 7.4 8 9 -- 10 11 12 13 12 20200 19000 17200 14500 11800 WA WA WA 15 25300 24200 22600 20000 17400 14900 12600 WA 18 42500 40400 37500 32900 28400 24100 20200 17200 _ 21 43700 _ _i__41100 _ _37 _ 26700 22000_500 32000 18400 157000 24 51600 48800 44800 38700 32900 27400 22900 19500 1.Compression capacity Is lesser of wall bucWing capacity or 2,500 3.Values are applicable to either the ASD basic or alternative basic psi concrete bearing limit. load combinations. ti 2.Compression capacity of well assumes no lateral loads present 4.Table loads appy only to single-story walls on concrete ? See allowable in-plane or out-of-plane load tables for Combined foundations. lateral and axial loading conditions. 5.WA=Not Applicable. C w F Allowable Tension Loads for Steel Strong-Wall®Wood Jamb Stud z Model Tension Capacity per Jamb Stud(Ibs.) m Wid81. Nominal Height of Shearwall(N.) - (in.) � . . r 1 7A 8 9 10 _ I 11 12 13 a _-.._ 12 1535 1535 1845 2150 2500 WA WA WA 9 15 1845 I 215_0 2460 2500 2500- 3070 3685- WA e j 18 1845 1845 2150 2500 2500 3380 3685 3980 21 . 1845 184 1845 2150 2500 250_0____ 3070 3685 3980 24 1845 5 2150 2500 - 2500 3070 3685 3980 1.Allowable tension load Is based on capacity of ft lesser of the 2. Loads include a 1.60 load duraaon increase for wood subjected connection between the stud and the steel shearwell or stud to wind or earthquake.Reductions for other load durations must tension capacity.The capacity of the SSW wall anchor bolt and be taken according to the applicable code. anchorage to the foundation must be adequate to transfer the 3.WA=Not Applicable. additional tension. 14 Project: S DeGennaro ProjectNo.: /Solko Engineering Subject: S/-72or�y w--s91 Page: of Prepared By: Date : -- — 1 � ---- _ -� v ; /✓�r�12_- S CSA C? -L-- -1- - ------------ Hill i O t I I ' 63 I I 1 I 1 - - A n — �— � til � 7• ' y 1 -e 19V { -- -- -- ------------------------ — — 1 I t I i 1 { $ 1 I 1 1 j { 1 ' -t i i --- • i � I NYS UNIFORM FIRE PREVENTION AND BUILDING CODE NYS BUILDING CODE (B) COMMERCIAL& MULTIPLE DWELLING OCCUPANCIES NYS FIRE CODE (F) Owner/Project: S bw NYS PLUMBING CODE (P) NYS Building I cion: m�, �� MECHANICAL CODE (M)NYS FUEL GAS Date: � 1//6 CODE (FG) Reviewer: — NYS ENERGY CODE (E) No Topic Section Req'd or Allowed Actual 1 Occupancy B-302 2 Type of Construction Materials Comb/Non B-602 Fire Resistance B-Table 601 Structural Frame Bearing walls Floors Roof construction 3 Bldg Height&Area B-503 Tabular Height(feet) B-Table 503 Tabular Height(story) Tabular Area 4 Height Modifications Sprinkler Increase allowed B-504.2 Total Height Allowed 5 Area Modifications Area increase formula B-506.1 Eq 5-1 An=(At+ [A,x If]+ [At x l,]) Frontage Increase B-506.2 Eq If= [F/P-0.25]W/30 (P) perimeter of bldg 5-2 (F)frontage of bldg (W)average width Min 20' Max 30' Sprinkler Increase Single story B-506.3 300%(4= 3) Multi story 200% (1s=2) Total Area Allowed Page 1 of 11 No Topic Section Req'd or Allowed Actual 6 Area Determination 506.4 3 stories or more (Cumulative) 3 x Aa= Mixed Occupancy 506.4.1 Non-separated Most restrictive x 3 Separated uses Sum of Ratios x 2 (2 story) y25 X 3 (3 story) 7 Multiple Use Bldg Incidental Use Areas B-508.2 No effect on Bldg Area B-Tb1508.2 Separate/Protect Mixed Occupancy 508.3 Accessory Occupancy 508.3.1 <10%,no effect on area Story height limited-T503 Non-separated 508.3.2 Most restrictive height and building area Separated Uses 508.3.3 Sum of Ratios< 1 Rating required Tbl 508.3.3 8 Atriums B-404 Definition B-404.1.1 Sprinkler Protection B-404.3 Smoke Control B-404.4 Enclosure B-404.5 Interior Finish 8-404.7 Travel Distance B-404.8 9 Location on Property j Fire Separation Distance Wall rating B-Tbl 602 Exterior Wall Openings B-Tb1704.8 Page 2 of 11 No Topic Section Req'd or Allowed Actual 10 Fire Rated Const'n Fire Walls B-705 Separate Bldgs B-705.1 Party Wall B-705.1.1 Fire Barrier B-706 Fire Areas B Tb1706.3.9 Shaft Enclosure B-707 Fire Partition B-708 Smoke Barriers B-709 Opening Protectives B Tbl 715.4 Concealed Spaces B-717 If combustible construction Fire Blocking B-717.2 Draft Stopping B-717.3 Floors B-717.4 Attics 11 Interior Finishes Wall and Ceiling B-803.1 B-Tbl 803.5 Textiles B-803.6 Floorfinishes B-804 12 Interior Environment Ventilation B-1203.1 Light B-1205.1 Min. Rm. Dimensions B-1208.1 Min. Ceiling Height B-1208.2 I � �U� J�c�r✓1 � �ay ex��/"' G.,v � j Page 3 of 11 No Topic Section Req'd or Allowed Actual 13 Exits-Occupant Load B-Tbl 1004.1.1 (a) Egress Width B-1005.1 (per occupant) B-Tb11005.1 Number of Exits B Tbl 1019.1 Spaces with one B Tbl 1015.1 Buildings with one B Tbl 1019.2 Ceiling Height B- 1003.2 Egress Illumination B- 1006.1 Emergency Power B-1006.3 Exit Signs-where B-1011.1 Emergency Power B-1011.5.3 13 Egress Components (b) Doors Door Size B-1008.1.1 Door Swing B-1008.1.2 Operation (locks) B-1008.1.8 Panic Hardware B- 1008.1.9 Stairs Width B-1009.1 Headroom B-1009.2 Tread/Riser B-1009.3 Vertical Rise B-1009.6 Handrails B-1012 13 Exit Access (c) Remoteness B-1015.2 Travel Distance B-1016.1 B-Tbl 1016.1 Corridors Fire Rating B-1017.1 Tab 1017.1 Width B-1017.2 Dead ends B-1017.3 Page 4 of 11 14 H/C ACCESS Exempt Spaces B-1103.2 Route B-1104.1 Multilevel exception B-1104.4 3000SF aggregate Public Entrances B-1105.1 60%accessible Parking B-Tbl 1106.1 Dwelling/sleeping units B-1107 Group R-1, R-2 B-1107.6 #/type of units B-Tb 1107.6.1.1 Additional Facilities B-1109 Toilet Facilities B-1109.2 15 Exterior Wall Water resistive barrier 1403.2 Condensation protection B-1407.3 Class III allowed B-Tab 1407.3.1 Combustible Finishes 1406.2 B-T 1406.2.1.2 Balconies& projections B-1406.3 16 Roof Assemblies Chapt 15 Performance Req'ts Section 1504 Gravel/Stone B-1504.8 limitation B-Tab 1504.8 B-1507 Installation by Material Page 5 of 11 17 Structural Documentation 1603.1 Topic Information required Designer documentation Required/Local conditions 1603.1.1 Uniform distributed Table 1607.1 Floor Live Concentrated Impact 1607.8 1603.1.2 Roof live 1603.1.3 Ground snow P9 Fig 1608.2 Roof snow Flat roof Pf ASCE 7 Sec. (PJ=.7 P1CeICt) 7.3 Exposure Ce Importance I Table 7-2 Thermal Ct Table 7-4 Table 7-3 1603.1.4 Wind speed Fig 1609 Wind loads Occupancy Category Tab 1604.5 Importance factor I ASCE 7, Tab 6-1 Exposure 1609.4 Internal pressure Components, Cladding 1603.1.5 Occupancy Category Table 1604.5: Earthquake Importance Factor design Zip Sand S, S, S1 Soils/Site Class SDC per Tab's 1613.5.6 (1)&(2) Completed by CEO Sd,and Sdi Site Sd, SDC Seismic Design Cat'y Shc I&II III IV A Page 6 of 11 17 Structural Documentation 1603.1 Topic Information required Designer documentation Required/Local conditions Force resisting system Design base shear B Response coePt, CS C Response factor(s),R D Analysis procedure E 1603.1.6 Flood Hazard Y/N FIRM/FBFM map date Flood load Elev n lowest floor (1612.5) Elev'n dry floodproof High velocity wave Y/N Elev'n lowest horizontal member 1603.1.7 List loads and applicable Special code sections loads 1603.1.8 Submittal Required FOR: Special SDC z C Resisting Inspections Sys (Seismic) SDC 2 D Designated Sys SDC z C Components Page 7 of 11 No Topic Section Req'd or Allowed Actual 18 Fire Protection Eq'p Supervisory Service B-901.6 Sprinkler Systems F/B-903 Where required F/B-903.2 Alt. Extinguishing Syst's F/13-904 Standpipe Systems F/13-905 Fire Extinguishers F-906 Fire Alarm Systems F/13-907 Where required F/B-907.2 Smoke Alarms F/B-907.2.10 Visible Alarms F-907.10.1 B-907.9.1 Smoke Control System F-909 Smoke Vents F-910 Kitchen Hood Ext' F-609.8 Page 8 of 11 No Topic Section Req'd or Allowed Actual 19 Plumbing Code Fixture Count P-Tbl 403.1 /Fd General Requirements �` 11-4 Pipe Freezing P-305.6 Pipe Hangers P-Tbl 308.5 Water Supply Service Pipe Size P-603.1 A/, Fixture Pipe Size P-Tbl 604.5 Pipe Material P-Tbl 605.4 Valves required P-606.1, 606.2 Sanitary Drainage/Vent DWV Pipe Material P-702 Drain Fixture Units P-Tbl 709.1 Bldg Drain Sizes P-Tbl 710.1(1) Stack and Branch size P-Tbl 710.1(2) Fixture vent location Waste Vent Size Air Admittance P-Tbl 906.1 Valves P-Tbl 910.4 P-917 20 Mechanical Code Ventilation Rates M-Tbl 403.3 Propane Ventilation M-502.9.10.1 Dryer Exhaust M-504 Kitchen Exhaust M-506 Kitchen Hoods M-507 Type 1 hood Kitchen Make-Up Air M-508 Cooking Fire Supres'n M-509 Plenums M-602 Fire&Smoke M-607.5 Dampers M-701 Combustion Air M-202 Confined Spaces—Def. Page 9 of 11 No Topic Section Req'd or Allowed Actual 21 Fuel Gas Code Appliance Location FG-303 Combustion Air FG-304 Clearance Reductions FG-Tbl 308.2 Pipe Material FG-403 Shut Off Valves FG-409 Chimney Termination FG-Fig. 503.5.4 Gas Vent Termination FG-Fig. 503.6.4 Exit Terminal Location FG-503.8 Clothes Dryer Exhaust FG-614 Unvented Room FG-621 Heater 22 Energy Code (a) Climate Zone E-Tab 301.1 Compliance Path ❑ ASHRAE ASHRAE ❑ Prescriptive E-502- 505 ❑ Total E-506 Performance E-501.2 except (Mandatory Software issues) ❑ ComCheck Page 10 of 11 No Topic Section Req'd or Allowed Actual 23 Energy Code Prescriptive (b) Building Envelope E-502 Opaque elements E-Tab 502.2(1) Fenestration E-Tab 502.3 Vapor retarder E-502.5 Mechanical System E-503 Service Water Heating E-504 Lighting and Power E-505 Page 11 of 11 yn , — i.,,... i .i, y., „i.in ...•..e •iii„...,i. ii ..,,...0....., - ,,. i ii i,i,i - _ r^ - SSu ---------------------- z W _ Cr LANDS N/F OF p W , FRENCHCATHOLIC CEMETERY CA EME RY LLI U J ~ U z C) Q• - C) > I— MAP REFERENCE w cUn Lel E j z o w MAP OF A SURVEY MADE FOR N 81°�5 L` ROXANNE GOODWIN g g0' X o ¢ o DATED MAY 1, 1996 `C zCL BY VAN DUSEN & STEVES LAND SURVEYORS t' cfl co I. LANDS TO BE CONVEYED BY 1 0 0 o t. o q ROBERT BOOTH GOODWIN oh o TO . WARREN COUNTY I � , t ,, o o o 0 z cfl L t N BY CLOUGH HARBOUR & ASSOCIATES DATED JUNE 2007 co° o , (EXHIBIT "A” - B:3570 P:210) q' o cn - _C DEED REFERENCES -- ROBERT BOOTH GOODWIN ' LANDS N/F OF DORRAINE WALL TO ROBERT BOOTH GOODWIN AND ROXANNA GOODWIN DATED APRIL 8, 2002 ' B:1258 P:288 ROBERT BOOTH GOODWIN 0 TO ; ,b COUNTY OF WARREN DATED JUNE 16, 2008 ' L) 0 B:3270 P:207 i 3p9.10 ' �� o 5,5056 P:88 ROBERT B. GOODWIN 139.79 Ct1AIN LIN W EXECUTOR OF THE ESTATE OF ROXANN G. GOODWIN TO15' 50„ E � 4-1 ROBERT B. GOODWIN } § 81 ' p, B:5056 P:88 ' `, cB C Oc�o 1 o •P°9 cr �') 4-4 • j=�'� „`f' Lf NDS N/F OF oo LANDS N/F OF G=BARD NUDI ° -► i 50,E o JAMES PEPPER o n S 81 _ Total Area �� H ..�`•"""� ,.��pnalt Park�ncJ � cn i 55.3 `:. 36799.2 Sq. Feet 4 0 0.8 Acres o m , o TELEPHONE BOX •-- O MH �ai 'u5m5 0 ¢ow o 0 SPEED LIMIT p:SQ56.'?all ' SIGN tU LANDS N/F OF x491 R ¢ ROBERT GOODWIN 4 . 41 n_ N r - Story I _ Steel F q LID rame BuildingCO CO - „�-- Asphalt Parking � - - Vl �; ! — I 0 - 1RAI`fIC C.) SIGNAL BOX A. t —` Z ..M--^-" --^. c• o e Q Tele hone Ho,c a _ / 74 9612FEW 93 i ASPNALT NOTES: 5o11ard5 ay? Z. 12711 W $3 -- .'„ ! Z •) THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTR S $ ACT OF ° J,N „F` w Pi 59 TITLE OR AN UP TO DATE TITLE REPORT AND IS THEREFORE SUBJECT TO ANY STATEMENT OF FACTS SHOWN THEREON. LP E . r WALK BOX �, A5Gf� 2.) PARCEL IS SUBJECT TO ANY UTILITY EASEMENTS OF RECORD. TELEPnorJe T . jf � 2 t�1 1 C RICEAS�MEN, / , '® ,y%,+f $. 1n\ ,.. . 2 3. THIS MAP WAS PREPARED FROM AN ACTUAL FIELD SURVEY MADE IN 7" NJCh ACCORDANCE WITH THE EXISTING GODS OF PRACTICE ADOPTED BY THE S ' 36 2 LP ` a° TRAFFIC ;' r ' ' f ---" 80 AT A 50CIATION OF PROFESSIONAL LAND SURVEYORS. l SIGNALSOX.;tis©. " tirtnedf i GPlAG BOXY J , �.+eC '�l� "1 �,i'ss8uF�,°i' NEW YORK 5TATE S DIMENSIONS SHOWN TO DISPLAY THE RELATIONSHIP BETWEEN : ✓:_ M�Box °�,..ti. CdG 4.) s SMF BUILDING � ODES ... o T POLEQWft . ,. . IMPROVEMENTS ARE FOR THE SOLE PURPOSE OF INTERPRETING THEIR ce \ wA4rFcsT,, -"" " � C5' ~~pFauN55� � CONFORMANCE WITH ZONING[ AND NOT INTENDED TO AIDE IN THE ." _ UGC_...-------' � --w-�"".�`"' TE.Iz.1v:AfN A5 P5� � ESTABLISHMENT OR RETRACEMENT OF PROPERTY LINES. —E> ',�,P � = CB --_ ® cd CQ T TELE.COVER t ..w �.• ••'+ °'°"'.++, N" — ® cri Wv „....--- .•r'r' N SMH _ - hco r' � . - Q{ _ . CenterUne Co A�Sp _ D4 LEGEND --_--_ wv _..,._.,, . „ _ - . . ....... . .. .... ... ...... ... .. ... . Date: March 18, 2015 IPF = IRON PIPE FOUND ? URVEY Scale 1"®20' = LP = LIGHT POLE I = UTILITY POLE o---v = CHAI NL I NK FENCE n = WOOD FENCE LINE CB = CATCH BASIN , SMH = SANITARY SEWER SMH — SHEET 1 OF 1 .. .. Mr. Bill's Cream, LLC DWG. NO. 95-203 D1978 ..., 309.10-1-47, 4..8 49