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CC-000443-2015 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-000443-2015 Date Issued: Monday,January 9,2017 This is to certify that work requested to be done as shown by Permit Number CC-000443-2015 has been completed. Tax Map Number: 302.6-1-58.1 Location: 704 GLEN ST Owner: LANDCRAFTER,LLC Applicant: LANDCRAFTER, LLC This structure may be occupied as a:Commercial Alterations 800 s.f. Vanilla Box By Order of Town Board TOWN OF QUEEENNSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance,or other issues and conditions as a result of approvals by the Director of Building&.Code Enforcement Planning Board or Zoning Board of Appeals. 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-000443-2015 Tax Map No: 302.6-1-58.1 Permission is hereby granted to: LANDCRAFTER,LLC For property located at: 704 GLEN 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 Type of Construction Owner Name: LANDCRAFTER,LLC Retail-Mercantile-Alteration $100,000.00 Owner Address: 9 Halada DR Total Value $100,000.00 Lake George,NY 12845 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications Commercial Alterations 800 s.f. Vanilla Box $160.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Tuesday,January 10,2017 (If a longer period is required,an application for an extension most be made to the code Enforcement Officer of the Town of Queensbury beforeYlh ion date.) Dated at the Town ofQueensb , ary 11,2016 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement PRINCIPAL STRUCTURE APPLICATION Office Use Only Received Date: 1 Z/ 7�� Tax Map ID Z,, �g — _ !} Permit No. Tax Map ID c,✓ 004 -2�tb Permit Fee 1 .M V• �Z Zone Rec Fee p Historic Site _Yes No 9t'Plan# V ta-13o' i 5- Subdivision Name I Lot# Sub ivision# Project Location JVf WF?€� TOWN BO.RESOLUTION 86-2013: $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 fee(s). Applicant — Owner Address_ lvqr / Address Phone/E-mail C _ 13 Phone/E-mail r�r 1 Contact Person for Building&Codes Compliance-JO-ON Phone b, '3CB, TYPE OF CONSTRUCTION ✓Check all that apply New Addition Alteration 11'floor sf 2nd floor sf Total sf Height Single Family Two-Family Multi-Family (#of units_) Townhouse Business Office Retail-Mercantile Factory-Industrial Attached Garage (1, 2, 3, 4+) Other PID If If commercial or industrial please indicate of business Town of Queensbury Building&Codes Principal Structure Application Revised September 2015 Proposed use of building or addition Source of Heat(circle one) t-_JTa's_> Oil Propane Solar Other Fireplace: Complete a separate application for Fuel Burning Appliances &Chimneys VA Are there structures not shown on plot plan? pl *, I (� Are there easements on the property? Site Information a. Dimensions or acreage of lot b. Is this a corner lot? c. Will the grade be changed as a result of construction _ Yes No d. Public water or Private well -'R e. Sewer or Private Septic System Value of all work to be performed (labor or materials) $ i 25Lf L 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 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/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 N Vi BATE: /ZS/ / SIGNA DATE: V1, 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 September 2015 FIRE MARSHAL'S OFFICE Toum of Queensbunj 742 Bay Road, Queensbunj, NY 12804 (Dw " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW LandCrafters (vanilla box) 704 Glen Street CC-000443-2015 12/8/2015 I have reviewed the submitted drawings for the above project, and offer the following comments: 1) All egress door hardware shall comply with chapter 10 of the Fire Code of NYS. The use of a key operated or thumb turn device is not permitted. Plans appear compliant 2) Verify operation of all Exit/Emergency lights. 3) DiXyuss fire ex 'nguisher locations. <77�� Deputy Fire Marshal Gary K. Stillman 742 Bay Road Queensbury NY 12804 518 761 8205 garys@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 - Fax: 518-74511437 firemarslwl fteensbumnet • www.gueensburj.net Zeyn B. Unman, PE, SE, PEng JOB TITLE PIZZA JOINT IN BUY LOW CARPET 305 Charleston Greene Malvern, PA JOB No. NY-0534 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE CS12 Ver 2013.07.01 www.struware.com STRUCTURAL CALCULATIONS FOR PIZZA JOINT IN BUY LOW CARPET =FILE =COPY Queensbury, New York „•IUH.NIIIINfNINI pF NEW ;••��' /J¢HA V �7 r r - i ,.,,,,,,`5c g ed Exp, NOV 15 OCT 3 0 2016 59.75° F5 SECTION DD�IODRR �J m¢D. a xn. e` PIM .•...o..w..,r AURANT ®_ (9)-PAS UGMmm wa iY 1FD)81' •• n ••,• MQ D Nu l 1/2'X 8 MD JLW� FRAMED V,G 9%9 RS PDST yIe W L 3-W G.1 ISTA18-STRPP.-RU-_IT ]R"ir LAGS °T SNDS6%fi R.S.PINE BPAGENG Pt{6,,8rs, S'T 'T 4'` ..f fto W/s1@ns 1/1'TMFEN.ED RDDGARAGEs R LOCKul Era suzEN Nll l/BRVLS 1/YTIRU- T 1 DnmcRCdpNy4Cf MAIN FLOOR PLAN RACE SCHEMATIC �oam. is - ISI Iii � III o I�ISI�I inmm�nnnnnnnnnu. '1,1111111111 .:■..■■■■■■..■■.■■.■■■..■....■■.■.. sw'^asr"' 4"VENT TO ROOF <3/4"COLD EXTERIOR WALL www 3/4" 2"DRAIN HW SLS <3 4"COLD 4"DRAIN �- PLUMBING RISER .� 2nd FLR FRAMING MD mann D vm.vm aHa..rw.b.a um"unm �rrmvo< A-03 Zeyn B. Uzman, PE, SE, PEng JOB TITLE PIZZA JOINT IN BUY LOW CARPET 305 Charleston Greene Malvern, PA JOB No. NY-0534 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: New York State Building Code 2010 Occupancy: Occupancy Group= B Business Occupancy Category & Importance Factors: Occupancy Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.00/12 0.0 deg Building length(L) 0.0 It Least width (B) 0.0 ft Mean Roof Ht (h) 0.0 It Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 75 psf Partitions N/A Zeyn B. Uzman, PE, SE, PEng JOBTITLE PIZZA JOINT IN BUY LOW CARPET 305 Charleston Greene Malvern,PA JOB No. NY-0534 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE Floor Design Loads Items IDescription MuICr le psf(max) psf(min) Flooring Carpet&pad 1.0 1.0 Decking 3/4"plywood/OSB x 1.0 2.7 2.3 Framing Wood 2x @24" 2.5 1.5 Ceiling 1/2"gypsum board 2.2 2.0 Mech&Elec Mach.&Elec. 2.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 Actual Dead Load 10.4 6.8 Use this DL instead • 10.0 • 10.0 Partitions N/A 0.0 Live Load 75.0 0.0 Total Live Load #VALUE! 0.0 Total Load #VALUE! 10.0 FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE:Not allowed for assembly occupancy or LL>100psf or passenger car garages,except may reduce columns 20%if 2 or more floors&non-assembly IBC alternate procedure Smallest of: 1_=Lo(0.25+15/JKu_AT) R=.08%(SF-150) Unreduced design live load: Lo= 75 psf R=23.1(1+D/L)= 26.2% R=40%beams;60%columns Floor member KLL= 2 Tributary Area AT= 300 sf R= 12.0% Reduced live load: L= 64.7 psf Reduced live load: L= 66.0 psf Columns(2 or more floors) KLL= 4 Tributary Area AT= 500 sf R= 26.2% Reduced live load: L= 43.9 psf Reduced live load: L= 55.4 psf Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 NnW:9 Nov 2015,9 17P Wood Beam File=c:lUmm\ZeynDOCUME-11ENERCA-1wY0534-1.EC6 ENERCALC,INC.1983.2015,e00a:6.15.10.6,Ver.6.15.101 600448 Description: Floor Joist CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus ofElasuciry Load Combination ASCE 7-10 Fb-Compr 875 psi Ebend-xx 1400ksi Fc-PAI 1150 psi Eminbend-xx 510ksi Wood Species :Spruce-Pine-Fir Fc-Perp 425 psi Wood Grade No. 1/No.2 Fv 135 psi R 450 psi Density 26.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase IF IF Q(0.01L19.075) 2x12 Span=15.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.0750 ksf, Tributary Width=1.0 ft DES/GNSUMMARY • Maximum Bending Stress Ratio = 0.9621 Maximum Shear Stress Ratio = 0.383 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 968.12psi fv:Actual = 51.72 psi FB:Allowable = 1,00625psi Fv:Allowable = 135.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.595 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.393 in Ratio= 473 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.446 in Ratio= 417 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 CFN Ci Cr Cm C CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.126 0.050 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.30 113.90 905.63 0.07 6.08 121.50 +D+L+11 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.962 0.383 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.55 968.12 1006.25 0.58 51.72 135.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.091 0.036 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.30 113.90 1257.81 0.07 6.08 168.75 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.098 0.039 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.30 113.90 1157.19 0.07 6.08 155.25 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 It 1 0.600 0.239 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.99 754.56 1257.81 0.45 40.31 168.75 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.652 0.260 1.15 1,000 1.00 1.15 1.00 1.00 1.00 1.99 754.56 1157.19 0.45 40.31 155.25 Zeyn B.Unman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 ft,M.9 Nov 2015,9 17P Wood Beam Flle=c:lUs VRyNDOCUME-11ENERCA-1WY0534-1.EC6 ENERCALC,INC.19832015,Buea:6.15.10.6,Ver.6.15.10.f Description: Floor Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M Po Fb V Po F'v .D+11.60W4 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 it 1 0.071 0.028 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.30 113.90 1610.00 0.07 6.08 216.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.071 0.028 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.30 113.90 1610.00 0.07 6.08 216.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 It 1 0.469 0.187 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.99 754.56 1610.00 0.45 40.31 216.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.5011 1 0.469 0.187 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.99 754.56 1610.00 0.45 40.31 216.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 It 1 0.469 0.187 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.99 754.56 1610.00 0.45 40.31 216.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 R 1 0.042 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.18 68.34 1610.00 0.04 3.65 216.00 +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 it 1 0.042 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.18 68.34 1610.00 0.04 3.65 216.00 Overall Maximum Deflections Load Combination Span Max."Dell Location in Span Load Combination Max.'+Dell Location in Span +D+L+H 1 0.4456 7.807 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.659 0.659 Overall MINimum 0.047 0.047 +D+H 0.078 0.078 +D+L+H 0.659 0.659 +D+Lr+H 0.078 0.078 +D+S+H 0.078 0.078 +D+0.750Lr+0.750L+H 0.513 0.513 +D+0.750L+0.750S+H 0.513 0.513 +D+0.60W+H 0.078 0.078 +D+0.70E+H 0.078 0.078 +D40.750Lr+0.750L+0.450W+H 0.513 0.513 +D+0.750L+0.750S+0.450W+H 0.513 0.513 +D+0.750L+0.750S+0.5250E+H 0.513 0.513 +0.60D+0.60W+0.60H 0.047 0.047 +0.60D+0.70E+0.60H 0.047 0.047 D Only 0.078 0.078 Lr Only L Only 0.581 0.581 S Only W Only E Only H Only Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line Pd„Md,99OV 2015.9.NPM Wood Beam File=c:lUsersVeynIDOCUME-11ENERCA-1WV05M-1.EC6 ENERCALC,INC.1983-2015,eued:6.15.10.6,Ver.6.15.10.f Lic.#:M-46004488 Licensee:ZEYN UZMAN CONSULTANTS Description: Floor Beam 1 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Flo-Tension 2,250.0 psi E:Modulus ofE/astbly Load Combination ASCE7-10Fb-Compr 2,250.0 psi Ebend-xx 1,800.Oksi Fc-Pill 1,600.0 psi Eminbend-xx 933.14ksi Wood Species : Georgia Pacific Fc-Perp 750.0 psi Wood Grade :GP Lam 1.8E Fv 285.0 psi Ft 1,000.0 psi Density 39.060pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D0.16 L12 IF V IF 5.250x11.250 Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.0750 ksf, Tributary Width=16.0 fl DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.8131 Maximum Shear Stress Ratio = 0.495 : 1 Section used for this span 5.250x11.250 Section used for this span 5.250x11.250 fb:Actual = 1,B42.12psi fv:Actual = 141.18 psi FB:Allowable = 2,266.19psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.242 in Ratio= 495 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.275 in Ratio= 437 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 4 M V Cd C FN C i Cr Cm C t C L M Po Ft V IN, FY +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.106 0.065 0.90 1.007 1.00 1.00 1.00 1.00 1.00 2.00 216.72 2039.57 0.65 16.61 256.50 +D+L+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 it 1 0.813 0.495 1.00 1.007 1.00 1.00 1.00 1.00 1.00 17.00 1,842.12 2266.19 5.56 141.18 285.00 +D+Lr+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.077 0.047 1.25 1.007 1.00 1.00 1,00 1.00 1.00 2.00 216.72 2832.74 0.65 16.61 356.25 +D+s+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.051 1.15 1.007 1.00 1.00 1.00 1.00 1.00 2.00 216.72 2606.12 0.65 16.61 327.75 +D+0.750Lr+0.750L+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.507 0.309 1.25 1.007 1.00 1.00 1.00 1.00 1.00 13.25 1,435.77 2832.74 4.33 110.04 356.25 +D+0.750L+0.750S+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.551 0.336 1.15 1.007 1.00 1.00 1.00 1.00 1.00 13.25 1,435.77 2606.12 4.33 110.04 327.75 Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 NNW 9 NOV M15.9 20PM Wood Beam He=c:Ws VeyMDOCUME-ilENERCA-1WY0534-1EC6 ENERCALC,INC.1983-2015,BUBd'.6.1610.6,Ver.6.15.101 :: Licensee:ZEYN UZMAN CONSULTANTS Description: Floor Beam 1 Load Combination Max Stress Rados Moment Values Shear Values Segment Length Span# M V Cd D FN Ci Cr C m C t GL M Po Fb V fv Fv +D+0.60W+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.060 0.036 1.60 1.007 1.00 1.00 1.00 1.00 1.00 2.00 216.72 3625.91 0.65 16.61 456.00 +D+O.70E+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0It 1 0.060 0.036 1.60 1.007 1.00 1.00 1.00 1.00 1.00 2.00 216.72 3625.91 0.65 16.61 456.00 +D+0.750Lr+0.750L+0.450W+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 A 1 0.396 0.241 1.60 1.007 1.00 1.00 1.00 1.00 1.00 13.25 1,435.77 3625.91 4.33 110.04 456.00 +D+0.750L+0.750S+0.450W+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 R 1 0.396 0.241 1.60 1.007 1.00 1.00 1.00 1.00 1.00 13.25 1,435.77 3625.91 4.33 110.04 456.00 +0+0.750L+0.750S+0.5250E+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 R 1 0.396 0.241 1.60 1.007 1.00 1.00 1.00 1.00 1.00 13.25 1,435.77 3625.91 4.33 110.04 456.00 +0.60D+0.60W+0.60H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 it 1 0.036 0.022 1.60 1.007 1.00 1.00 1.00 1.00 1.00 1.20 130.03 3625.91 0.39 9.97 456.00 +0.60D40.70E+0.60H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.036 0.022 1.60 1.007 1.00 1.00 1.00 1.00 1.00 1.20 130.03 3625.91 0.39 9.97 456.00 Overall Maximum Deflections Load Combination - Span Max."Deft Location in Span Load Combination Max.'✓Dell Location in Span +D+L+H 1 0.2745 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 erall MAYimum 6.800 6.800 Overall MINimum 0.480 0.480 +D+H 0.800 0.800 +D+L+H 6.800 6.800 +O+Lr+H 0.800 0.800 +D+S+H 0.800 0.800 +D+0.750Lr+0.750L+H 5.300 5.300 +D+0.750L+0.750S+H 5.300 5.300 +D+0.60W+H 0.800 0.800 +D+0.70E+H 0.800 0.800 +D+0.750Lr+0.750L+0.450W+H 5.300 5.300 +D+0.750L+0.750S+0.450W+H 5.300 5.300 +D+0.750L+0.750S+0.5250E+H 5.300 5.300 +0.60D+0.60W+0.60H 0.480 0.480 +0.60D+0.70E460H 0.480 0.480 D Only 0.800 0.800 Lr Only L Only 6.000 6.000 S Only W Only E Only H Only Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Protect Descr: 217-652-6737 Title Block Line 6 anntw,9 NOV m15.a 22PM Wood Beam File=c.,Wmsl2eynUOCUME-PENERCA-1wY0534-1.EC6 ENERCALC,INC.1983-2015,BUIM:6.15.10.6,Ver.6.15.10.E 600.488 Licensee:ZEYN UZMAN CONSULTANTS Description: Floor Beam 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2250 psi £:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2250 psi Ebend-xx 1800ksi Fc-Prll 1600 psi Eminbend-xx '71084337ksi Wood Species :Georgia Pacific Fc-Perp 750 psi Wood Grade GP Lam 1.8E Fv 285 psi Ft 1000 psi Density 39.06pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase )(0,08)L 0.6 3.500x11.250 Span=10.0 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Un'dorm Load: D=0.010, L=0.0750 ksf, Tributary Width=8.0 If DESIGNSUMMARY • • Maximum Bending Stress Ratio = 0.6101 Maximum Shear Stress Ratio = 0.372 : 1 Section used for this span 3.500x11.250 Section used for this span 3.500x11.250 fb:Actual = 1,381.59psi tv:Actual = 105.89 psi FB:Allowable = 2,266.19 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.0108 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.182 in Ratio= 660 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.206 in Ratio= 582 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, C t C L M Po F'b V fv F'v -D-H 0.00 0.00 0.00 0.00 Length=10.0 R 1 0.080 0.049 0.90 1.007 1.00 1.00 1.00 1.00 1.00 1.00 162.54 2039.57 0.33 12.46 256.50 +D+U11 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.610 0.372 1.00 1.007 1.00 1.00 1.00 1.00 1.00 8.50 1,381.59 2266.19 2.78 105.89 285.00 +D+Lr+4i 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.057 0.035 1.25 1.007 1.00 1.00 1.00 1.00 1.00 1.00 162.54 2832.74 0.33 12.46 356.25 +D-S-H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.062 0.038 1.15 1.007 1.00 1.00 1.00 1.00 1Z 1.00 162.54 2606.12 0.33 12.46 327.75 -D-0.750Lr-0.750L+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.380 0.232 1.25 1.007 1.00 1.00 1.00 1.00 1.00 6.63 1,076.83 2832.74 2.17 82.53 356.25 +D+0.750L+0.750S+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.413 0.252 1.15 1.007 1.00 1.00 1.00 1.00 1.00 6.63 1,076.83 2606.12 2.17 82.53 327.75 Zeyn B.Uzman,PE,SE,RNSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern PA 19355 Project Descr: 217-652-6737 Title Block Line 6 a+W,9 Nov N15.922PM Wood Beam File=olUM%ZeynUDOCUME-1ENERCA-iWY0534-1EC6 ENERCALC,INC.19612015,Build:6.15.10.6,Ver6.15.10.f 6004... Licensee:ZEYN UZNIAN CONSULTANTS Description: Floor Beam 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C, C t C L M Po Pb V N FV +D+0.60W+H 1.007 1.00 1.00 1.00 1.90 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.045 0.027 1.60 1.007 1.00 1.00 1.00 1.00 1.00 1.00 162.54 3625.91 0.33 12.46 456.00 +D+0.70E+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.045 0.027 1.60 1.007 1.00 1.00 1.00 1.00 1.00 1.00 162.54 3625.91 0.33 12.46 456.00 +D+0.7501-r+0.7501-+0.450W+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.297 0.181 1.60 1.007 1.00 1.00 1.00 1.00 1.00 6.63 1,076.83 3625.91 2.17 82.53 456.00 +D+0.7501-+0.750S+0.450W+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.297 0.181 1.60 1.007 1.00 1.00 1.00 1.00 1.00 6.63 1,076.83 3625.91 2.17 82.53 456.00 +D+0.750L+0.750S+0.5250E+H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0ft 1 0.297 0.181 1.60 1.007 1.00 1.00 1.00 1.D0 1.00 6.63 1,076.83 3625.91 2.17 82.53 456.00 +0.600+0.60W+O.60H 1.007 1.00 1.00 1.00 1.D0 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.027 0.016 1.60 1.007 1.00 1.00 1.00 1.00 1.00 0.60 97.52 3625.91 0.20 7.47 456.00 +O.60D+0.70E+O.60H 1.007 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.027 0.016 1.60 1.007 1.00 1.00 1.00 1.00 1.00 0.60 97.52 3625.91 0.20 7.47 456.00 Overall Maximum Deflections Load Combination Span Max."Dell Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.2059 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAYimum 3.400 3.400 Overall MINimum 0.240 0.240 +D+H 0.400 0.400 +D+L+H 3.400 3.400 +D+Lr+H 0.400 0.400 +DS+H 0.400 0.400 +D+0.750Lr+0.750L+H 2.650 2.650 +D+0.750L+0.750S+H 2.650 2.650 +D+0.60W+H 0.400 0.400 +D+0.70E+H 0.400 0.400 +D+0.75OLr+0.750L+0.450W+H 2.650 2.650 +D+0.75OL+0.750S+0.450W+H 2.650 2.650 +D+0.750L+0.750S+0.5250E+H 2.650 2.650 +0.600+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 3.000 3.000 S Only W Only E Only H Only Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descn 217-6526737 Title Block Line 6 ftW 9 Nov lou.9:25PM General FootinFOe=c:VJ=7,ey V=UME-PENERCA-11 EC6 9 ENERCALC,INC.1983-2015,8did:6.15.10.6,Ver.6.15.101 Description: Footing A Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Fooling Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pct Concrete Density = 145.0 pot Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 It Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= 0.0 ksf Min Allow%Temp Reinf. = 0.0 when footing base is below = 0.0 It Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dep,= 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater; 0.0 It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3 It Length parallel to Z-Z Axis = 3 It Z Footing Thicknes = 12 in Pedestal dimensions... )6 x px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in m Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in o N_ II Reinforcing 3 Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar SO = # 4 q Bandwidth Distribution Check (ACI 15.4.4.2) F .. n Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.30 0.0 9.60 0.0 0.0 0.0 0.0 k 08:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-ZZ = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 NnItM,9NOV 2015.9.25PM General Footin File=c:lUmVeynOMUME-11ENERCA-1WY0534-i.EC6 g ENERCALC,INC.196&2015,1sulid:6.1610.6,Vec6.15.10.f Lic.#:KW-06004488 Licensee:ZEYN UZMAN CONSULTANTS Description: Fooling A DESIGNSUMMARY �- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9040 Soil Bearing 1.356 ksf 1.50 ksf +D+L+H about ZZ axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS We Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 It 0.0k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3630 Z Flexure(+X) 2.115 k-ft 5.826 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3630 Z Flexure(-X) 2.115 k-ft 5.826 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2681 X Flexure(+Z) 2.115 k-ft 7.888 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2681 X Flexure(-Z) 2.115 k-ft 7.888 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1741 1-wayShear(+X) 13.056 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1741 1-way Shear(-X) 13.056 psi 75.0 psi +1.20D+0.50Lr+1.601-+1.60H PASS 0.1741 1-way Shear(+Z) 13.056 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1741 1-way Shear(-Z) 13.056 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3292 2-way Punching 49.379 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil BearinStress Actual I Allowable Load Combination... Gross Allowable Xeoc Zecc Bottom,-Z Top,+Z Lei,-X Right,+X Radio X•X,+D+H 1.50 nla 0.0 0.2894 0.2894 We n/a 0.193 X-X,+D+L+H 1.50 We 0.0 1.356 1.356 n/a rue 0.904 X-X.+D+Lr+H 1.50 We 0.0 0.2894 0.2894 n/a n/a 0.193 X-X,+D+S+H 1.50 n/a 0.0 0.2894 0.2894 n/a n/a 0.193 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.089 1.089 n/a n/a 0.726 X-X,+D+0.750L40.750S+H 1.50 We 0.0 1.089 1.089 n/a n/a 0.726 X-X,+D+0.60W+H 1.50 nla 0.0 0.2894 0.2894 n/a nla 0.193 X-X,+D+0.70E+H 1.50 n/a 0.0 0.2894 0.2894 n/a n/a 0.193 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 We 0.0 1.089 1.089 n/a We 0.726 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.089 1.089 n/a We 0.726 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.089 1.089 n/a We 0.726 X-X,+0.60D+0.60W+D.60H 1.50 me 0.0 0.1737 0.1737 n/a n/a 0.116 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1737 0.1737 n/a n/a 0.116 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.2894 0.2894 0.193 Z-Z,+D+L+H 1.50 0.0 n/a Na n/a 1.356 1.356 0.904 Z-Z,+D+Lr+H 1.50 0.0 nla nla n/a 0.2894 0.2894 0.193 Z-Z,+D+S+H 1.50 0.0 n/a nla n/a 0.2894 0.2894 0.193 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.089 1.089 0.726 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 nla n/a n/a 1.089 1.089 0.726 Z-Z,+D+0.60W+H 1.50 0.0 n/a nla We 0.2894 0.2894 0.193 Z-Z,+D+0.70E+H 1.50 0.0 We me n/a 0.2894 0.2894 0.193 Z-Z,+D+0.750Lr40.750L+0.450W+H 1.50 0.0 nla n/a Ida 1.089 1.089 0.726 Z-Z,+D+0.750L40.750S+0.450W+H 1.50 0.0 We n/a n/a 1.089 1.089 0.726 Z-Z,+D40.750L+0.750S+0.5250E+H 1.50 0.0 We me n/a 1.089 1.089 0.726 Z-Z,40.60D+0.60W+0.60H 1.50 0.0 nla n/a n/a 0.1737 0.1737 0.116 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a nla 0.1737 0.1737 0.116 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvem,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Printed:9 Nov lou,925PM General FootingFile=c:lUme ZeynUDCUME-VENERCA-iWY0534-L.EC6 ENERCALC,INC.1983-2015,Bu30:6.15.10.6,Ver6.15.10.f Description: Footing A Footing Flexure Flexure Axis&Load Combination Mu Which Tension 0 As Req'd Gvm.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in42 in^2 k-ft X-X,+1.40D+1.60H 0.2275 +Z Bottom 0.0056214147092 Min for Bendinq 0.20 7.888 OK X-X,+1.40D+1.60H 0.2275 -Z Bottom 0.0056214147092 Min for Bendinq 0.20 7.888 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Tide: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 NnW 9NOV 2015,9.25PM General Footing FI@=c:Ww;%Ze NDOCUME-1tENERCA-IW -1.EC6 g ENERCALC.INC.196&2015.BUIId:6.15.10.6,Ver.6.15.10.E Description: Footing A Footing Flexure ' 'd Gvm.As Actual As PhiMn Flexure Axis&Load Combination Mu Which Tension 0 As Re g Status k-ft Side? Bot or Top? in42 in62 in"2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 2.115 +Z Bottom 0.0525836656063 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.115 -Z Bottom 0.0525836656063 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.115 +Z Bottom 0.0525836656063 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.115 -Z Bottom 0.0525836656063 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7950 +Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60Lr+0.50I-+1.60H 0.7950 -Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1950 +Z Bottom 0.0048178490199 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1950 -Z Bottom 0.0048178490199 Min for Bending 0.20 7.888 OK X-X,+1,20D+0.50L+1.605+1.60H 0.7950 +Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1,20D+0.50L+1.605+1.60H 0.7950 -Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.605+0.50W+1.60H 0.1950 +Z Bottom 0.0048178490199 Min for Bending 0.20 7.888 OK X-X,+1.20D+1.605+0.50W+1.60H 0.1950 -Z Bottom 0.0048178490199 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7950 +Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7950 -Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7950 +Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7950 -Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.7950 +Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.7950 -Z Bottom 0.0196802587255 Min for Bending 0.20 7.888 OK X-X,+0.90D+W+0.90H 0.1463 +Z Bottom 0.0036128173135 Min for Bending 0.20 7.888 OK X-X,+0.90D+W+0.90H 0.1463 -Z Bottom 0.0036128173135 Min for Bending 0.20 7.888 OK X-X,+0.90D+E+0.90H 0.1463 +Z Bottom 0.0036128173135 Min for Bending 0.20 7.888 OK X-X,+0.90D+E+0.90H 0.1463 -Z Bottom 0.0036128173135 Min for Bending 0.20 7.888 OK Z-Z,+1.40D+1.60H 0.2275 -X Bottom 0.0056214147092 Min for Bending 0.1467 5.826 OK Z-Z,+1.40D+1.60H 0.2275 +X Bottom 0.0056214147092 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.115 -X Bottom 0.0525836656063 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.115 +X Bottom 0.0525836656063 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.115 -X Bottom 0.0525836656063 Min for Bending 0.1467 5.826 OK Z-Z,+1.200+1.60L+0.505+1.60H 2.115 +X Bottom 0.0525836656063 Min for Bending 0.1467 5.826 OK Z-Z,+1.200+1.60Lr+0.50L+1.60H 0.7950 -X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+120D+1.60Lr+0.50L+1.60H 0.7950 +X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+120D+1.60Lr+0.50W+1.60H 0.1950 -X Bottom 0.0048178490199 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1950 +X Bottom 0.0048178490199 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7950 -X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7950 +X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+1.200+1.605+0.50W+1.60H 0.1950 -X Bottom 0.0048178490199 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1950 +X Bottom 0.0048178490199 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7950 -X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7950 +X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7950 -X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z+1.20D+0.50L+0.50S+W+1.60H 0.7950 +X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z+1.20D+0.50L+0.205+E+1.60H 0.7950 -X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.7950 +X Bottom 0.0196802587255 Min for Bending 0.1467 5.826 OK Z-Z,+0.90D+W+0.90H 0.1463 -X Bottom 0.0036128173135 Min for Bending 0.1467 5.826 OK Z-Z,+0.90D+W+0.90H 0.1463 +X Bottom 0.0036128173135 Min for Bending 0.1467 5.826 OK Z-Z,+0.90D+E+0.90H 0.1463 -X Bottom 0.0036128173135 Min for Bending 0.1467 5.826 OK Z-Z,+0.90D+E+0.90H 0.1463 +X Bottom 0.0036128173135 Min for Bending 0.1467 5.826 OK One Way Shear Load Combination... Vu c-X Vu @+X Vu a-Z Vu is,+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 1.404 psi 1.404 psi 1.404 psi 1.404 psi 1.404 psi 75 psi 0.01872 OK +1.20D+0.50Lr+1.60L+1.60H 13.056 psi 13.056 psi 13.056 psi 13.056 psi 13.056 psi 75 psi 0.1741 OK +1,20D+1.60L+0.505+1.60H 13.056 psi 13.056 psi 13.056 psi 13.056 psi 13.056 psi 75 psi 0.1741 OK +1.20D+1.60Lr+0.50L+1.60H 4.907 psi 4.907 psi 4.907 psi 4.907 psi 4.907 psi 75 psi 0.06543 OK +1.20D+1.60Lr+0.50W+1.60H 1.204 psi 1,204 psi 1.204 psi 1.204 psi 1.204 psi 75 psi 0.01605 OK +1.20D+0.50L+1.60S+1.60H 4.907 psi 4.907 psi 4.907 psi 4.907 psi 4.907 psi 75 psi 0.06543 OK +1.20D+1.605+0.50W+1.60H 1.204 psi 1.204 psi 1.204 psi 1.204 psi 1.204 psi 75 psi 0.01605 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.907 psi 4.907 psi 4.907 psi 4.907 psi 4.907 psi 75 psi 0.06543 OK +1.20D+0.50L+0.50S+W+1.60H 4.907 psi 4.907 psi 4.907 psi 4.907 psi 4.907 psi 75 psi 0.06543 OK +1.20D+0.50L+0.20S+E+1.60H 4.907 psi 4.907 psi 4.907 psi 4.907 psi 4.907 psi 75 psi 0.06543 OK +O.90D+W+0.90H 0.9028 psi 0.9028 psi 0.9028 psi 0.9028 psi 0.9028 psi 75 psi 0.01204 OK +0.90D+E+0.90H 0.9028 psi 0.9028 psi 0.9028 psi 0.9028 psi 0.9028 psi 75 psi 0.01204 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 PMWd 9NOV 2015.925PM General FootingF6e=c:Weee;V.WWCUME-11ENERCA-1WY0534-i.EC6 ENERCALC,INC.19612015,Bued:6.15.10.6,Ver6.15.10.f KW-06004488 Licensee:ZEYN UZMAN CONSULTANTS Description: Footing A Punching Shear All units k Load Combination... Vu Phi'Vn Vu 1 Phi'Vn Status +1.40D+1.60H 5.311 psi 150psi 0.03541 OK +1,20D+0.50Lr+1.60L+1.60H 49.379 psi 1500si 0.3292 OK +1.20D+1.60L+0.50S+1.60H 49.379 psi 150psi 0.3292 OK +1.20D+1.60Lr+0.50L+1.60H 18.561 psi 150psi 0.1237 OK +1.20D+1.60Lr+0.50W+1.60H 4.553 psi 150psi 0.03035 OK +1.20D+0.50L+1.60S+1.60H 18.561 psi 150psi 0.1237 OK +1.20D+1.60S+0.50W+1.60H 4.553 psi 150psi 0.03035 OK +1.20D+0.50Lr+0.50L+W+1.60H 18.561 psi 150psi 0.1237 OK +1.20D+0.50L+0.50S+W+1.60H 18.561 psi 150psi 0.1237 OK +1.20D+0.50L+0.20S+E+1.60H 18.561 psi 150psi 0.1237 OK +0.90D+W+0.90H 3.415 psi 150psi 0.02276 OK +0.90D+E+0.90H 3.415 psi 150psi 0.02276 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Protect Descr: 217-652-6737 Title Block Line 6 PnnW:9 NOV 2015,9:25PM General Footing He=c.,Wwmvem\nocuME-1TNERCA-1wY65x-1EC6 9 ENERCALC,INC.19612015,BuIW:6.15.10.6,Ver.6.15.101 .rr•••• Licensee ZEYN UZMAN CONSULTANTS Description: Footing B Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values If c:Concrete 28 day strength = 2.50 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 pd Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth be ow soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of dept= 0.0 ksf Min Allow%Temp Reinf. = when footing base is below = 0.0 It Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftq Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater# 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 fl Z Footing Thicknes = 12 in Pedestal dimensions... - X px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in m Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing 2' Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis Number of Bars = 3.0 _ Reinforcing Bar Sizt = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.650 0.0 4.80 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft MQZ = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Zeyn B,Uzman,PE,SE,RNSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Protect Descr: 217-652-6737 Title Black Line 6 NnW 9 Nov mis.9 25PM le=6UM2eyn00cUME-1ENERCA-1WY115EC6General Footing 06v3610ENERCALC,INC.1983-2015,aula615. , r .1 6004••• Licensee:ZEYN UZMAN CONSULTANTS Description: Footing B DESIGNSUMMARY . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6780 Soil Bearing 1.017 ksf 1.50 ksf +D+L+H about Z-Z axis PASS rue Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS We Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1519 Z Flexure(+X) 1.058 k-ft 6.964 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1519 Z Flexure(-X) 1.058 k-ft 6.964 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1123 X Flexure(+Z) 1.058 k-ft 9.415 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1123 X Flexure(-Z) 1,058 k-ft 9.415 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.08356 I-way Shear(+X) 6.267 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08356 1-way Shear(-X) 6.267 psi 75.0 psi +1,20D+0,50Lr+1,60L+1.60H PASS OA8356 1-way Shear(+Z) 6.267 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.08356 1-way Shear(-Z) 6.267 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.1584 2-way Punching 23.761 psi 150.0 psi +1.20D+0.5OLr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil BearinStress Actual l Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Lei,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.2490 0.2490 n/a n/a 0.166 X-X.+O+L+H 1.50 n/a 0.0 1.017 1.017 n/a n/a 0.678 X-X,+D+Lr+H 1.50 n/a 0.0 0.2490 0.2490 nla n/a 0.166 X-X,+D+S+H 1.50 n/a 0.0 0.2490 0.2490 n/a n/a 0.166 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8250 0.8250 n/a n/a 0.550 X-X,+D+0.750L+0.750S+H 1.50 nla 0.0 0.8250 0.8250 n/a n/a 0.550 X-X.+D+0.60W+H 1.50 n/a 0.0 0.2490 0.2490 n/a We 0.166 X-X,+D+0.70E+H 1.50 n/a 0.0 0.2490 0.2490 n/a n/a 0.166 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 nla 0.0 0.8250 0.8250 n/a n/a 0.550 X-X,+D40.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8250 0.8250 We We 0.550 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 0.8250 0.8250 nla n/a 0.550 X-X,+0.60D40.60W+0.60H 1.50 n/a 0.0 0.1494 0.1494 We n/a 0.100 X-X,+0.60D+0.70E40.60H 1.50 n/a 0.0 0.1494 0.1494 nla We 0.100 Z-Z,+D+H 1.50 0.0 n/a n/a We 0.2490 0.2490 0.166 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.017 1.017 0.678 Z-Z,+D+Lr+H 1.50 0.0 We n/a n/a 0.2490 0.2490 0.166 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.2490 0.2490 0,166 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8250 0.8250 0.550 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a We 0.8250 0.8250 0.550 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2490 0.2490 0.166 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2490 0.2490 0.166 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a We n/a 0.8250 0.8250 0.550 Z-Z,+D+0.750L40.750SA.450W+H 1.50 0.0 nla We n/a 0.8250 0.8250 0.550 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8250 0.8250 0.550 Z-Z,+0.60D40.60W+0.60H 1.50 0.0 n/a We Na 0.1494 0.1494 0.100 Z-Z,+0.60D+0.70E+0.60H 1,50 0.0 n/a n/a n/a 0.1494 0.1494 0.100 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217.652-6737 Title Block Line 6 Ntl tW 9 NOV MIS.025PM General Footin File=CWMe ZeMWCCUME-PENERCA-1WY0.534-1.EC6 9 ENERCALC,INC.1983.2015,BuIk1:6.15.10.6,Vec6.15.10.f 6004••• Licensee:ZEYN UZMAN CONSULTANTS Description: Fooling B Footing Flexure Flexure Axis&Load Combination Mu Which Tension 0 As Req'd Gvm.As Actual As Phi-Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.1138 +Z Bottom 0.0028096739056 Min for Bendinq 0.240 9.415 OK X-X,+1.40D+1.60H 0.1138 -Z Bottom 0.0028096739056 Min for Bendinq 0.240 9.415 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217652-6737 Title Block Line 6 m�md.9NOVM15,0:25PM General Footing He=c:lUwmVeynTOCUME-11ENERCA-1WYM-1.EC6 9 ENERCALC,INC.1983-2D15.BM*.6.15.10.6,Ver.6.15.10.r Up.#:KW.0600"88 Licensee:ZEYN LIMAN CONSULTANTS Description: Footing B Footing Flexure Flexure Axis&Load Combination Mu Which Tension 0 As Req'd Gvm.As Actual As Phi'Mn StatUS k-ft Side? Bot or Topin-2 in42 inA2 k-ft X-X,+1.20D+0.5OLr+1.60L+1.60H 1.058 +Z Bottom 0.0262008476361 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.5OLr+1.60L+1.60H 1.058 -Z Bottom 0.0262008476361 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.058 +Z Bottom 0.0262008476361 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.058 -Z Bottom 0.0262008476361 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.3975 +Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.3975 -Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X.+1.20D+1.6OLr+0.50W+1.60H 0.09750 +Z Bottom 0.0024081654807 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.6OLr+0.50W+1.60H 0.09750 -Z Bottom 0.0024081654807 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3975 +Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D40.50L+1.605+1.60H 0.3975 -Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.09750 +Z Bottom 0.0024081654807 Min for Bending 0.240 9.415 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.09750 -Z Bottom 0.0024081654807 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.5OLr+0.50L+W+1.60H 0.3975 +Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.5OLr+0.50L+W+1.60H 0.3975 -Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3975 +Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3975 -Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3975 +Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3975 -Z Bottom 0.0098274394640 Min for Bending 0.240 9.415 OK X-X,+0.90D+W+0,90H 0.07313 +Z Bottom 0.0018059819046 Min for Bending 0.240 9.415 OK X-X,+0.90D+W+0,90H 0.07313 -Z Bottom 0.0018059819046 Min for Bending 0.240 9.415 OK X-X,+0.90D+E+0.90H 0.07313 +Z Bottom 0.0018059819046 Min for Bending 0.240 9.415 OK X-X,+0.90D+E+0.90H 0.07313 -Z Bottom 0.0018059819046 Min for Bending 0.240 9.415 OK Z-Z,+1.40D+1.60H 0.1138 -X Bottom 0.0028096739056 Min for Bending 0.1760 6.964 OK Z-Z,+1.40D+1.60H 0.1138 +X Bottom 0.0028096739056 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.5OLr+1.60L+1.60H 1.058 -X Bottom 0.0262008476361 Min for Bending 0.1760 6.964 OK Z-Z,+1,20D+0.5OLr+1.60L+1.60H 1.058 +X Bottom 0.0262008476361 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.058 -X Bottom 0.0262008476361 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+1.BOL+0.50S+1.60H 1.058 +X Bottom 0.0262008476361 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.3975 -X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.3975 +X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.09750 -X Bottom 0.0024081654807 Min for Bending 0.1760 6.964 OK Z-Z,+120D+1.6OLr+0.50W+1.60H 0.09750 +X Bottom 0.0024081654807 Min for Bending 0.1760 6.964 OK Z-Z,+120D+0.50L+1.60S+1.60H 0.3975 -X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.50L+1.BOS+1.60H 0.3975 +X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 0.09750 -X Bottom 0.0024081654807 Min for Bending 0.1760 6.964 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 0.09750 +X Bottom 0.0024081654807 Min for Bending 0.1760 6.964 OK Z-Z,+1.2OD+0.5OLr+0.50L+W+1.60H 0.3975 -X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 0.3975 +X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3975 -X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3975 +X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3975 -X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3975 +X Bottom 0.0098274394640 Min for Bending 0.1760 6.964 OK Z-Z,+0.90D+W+0.90H 0.07313 -X Bottom 0.0018059819046 Min for Bending 0.1760 6.964 OK Z-Z,+0.90D+W+0.90H 0.07313 +X Bottom 0.0018059819046 Min for Bending 0.1760 6.964 OK Z-Z,+0.900+E+0.90H 0.07313 -X Bottom 0.0018059819046 Min for Bending 0.1760 6.964 OK Z-Z,+0.90D+E+0.90H 0.07313 +X Bottom 0.0018059819046 Min for Bending 0.1760 6.964 OK One Way Shear Load Combination... Vu cm-X Vu @+X Vu @-Z Vu @+Z VU:Ma% Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 0.6741 psi 0.6741 psi 0.6741 psi 0.6741 psi 0.6741 psi 75 psi 0.008988 OK +1.20D+0.5OLr+1.60L+1.60H 6.267 psi 6.267 psi 6.267 psi 6.267 psi 6.267 psi 75 psi 0.08356 OK +1.20D+1.6OL+0.50S+1.60H 6.267 psi 6.267 psi 6.267 psi 6.267 psi 6.267 psi 75 psi 0.08356 OK +1.20D+1.6OLr+0.50L+1.60H 2.356 psi 2.356 psi 2.356 psi 2.356 psi 2.356 psi 75 psi 0.03141 OK +1.20D+1.6OLr+0.50W+1.60H 0.5778 psi 0.5778 psi 0.5778 psi 0.5778 psi 0.5778 psi 75 psi 0.007704 OK +1.20D+0.50L+1.60S+1.60H 2.356 psi 2.356 psi 2.356 psi 2.356 psi 2.356 psi 75 psi 0.03141 OK +1,20D+1.6OS+0.50W+1.60H 0.5778 psi 0.5778 psi 0.5778 psi 0.5778 psi 0.5778 psi 75 psi 0.007704 OK +1,20D+0.5OLr+0.50L+W+1.60H 2.356 psi 2.356 psi 2.356 psi 2.356 psi 2.356 psi 75 psi 0.03141 OK +1.20D+0.50L+0.50S+W+1.60H 2.356 psi 2.356 psi 2.356 psi 2.356 psi 2.356 psi 75 psi 0.03141 OK +1.20D+0.50L+0.20S+E+1.60H 2.356 psi 2.356 psi 2.356 psi 2.356 psi 2.356 psi 75 psi 0.03141 OK +0.90D+W+0.90H 0.4333 psi 0.4333 psi 0.4333 psi 0.4333 psi 0.4333 psi 75 psi 0.005778 OK +0.90D+E+0.90H 0.4333 psi 0.4333 psi 0.4333 psi 0.4333 psi 0.4333 psi 75 psi 0.005778 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descn 217-652-6737 Title Block Line 6 as W:9 NOV NIS.0,25PM General FootingFie=c:W=VepV=UME-TENERCA-1WV0534-1.EC6 ENERCALC,INC.19832015,BuIp:6.15.10.6,Ver.6.15.10.E c.#:KW-06004488 Licensee:ZEYN UZMAN CONSULTANTS Description: Footing B Punching Shear All units It Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D+1.60H 2.556 psi 150psi 0.01704 OK +1.20D+0.50Lr+1.60L+1.60H 23.761 psi 150psi 0.1584 OK +1,20Dt1.60L+0.50S+1.60H 23.761 psi 150psi 0.1584 OK +1.20D+1.60Lr+0.50L+1.60H 8.931 psi 150psi 0.05954 OK +1.20D+1.60Lr+0.50W+1.60H 2.191 psi 150psi 0.01461 OK +1,20D+0.50L+1.605+1.60H 8.931 psi 150psi 0.05954 OK +1.20D+1.60S+0.50W+1.60H 2.191 psi 150psi 0.01461 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.931 psi 150psi 0.05954 OK +1,20D+0.50L+0.50S+W+1.60H 8.931 psi 15013si 0.05954 OK +1.20D+0.50L+0.20S+E+1.60H 8.931 psi 150psi 0.05954 OK +0.90D+W+0.90H 1.643 psi 150psi 0.01095 OK +0.90D+E+0.90H 1.643 psi 150psi 0.01095 OK ,L� V y aA IF WALL MOUNTED EXTINGUISHER EXISTING FROST I 1 WALL BELOW r,� EI4ER6ENCY LIGHT-EXIT SIGN � J COMBO W/BATTERY BACKUP , (A) ®5/8"TYPE X%SUMA\1 HOUR POST NG FXOpO y1:H FIRE WALW395) \ N ' / 2X6 FRAMED WALL, EXISTI G ENTRANCE gam. S�pp0.ESS10P p r�(O E / ` STUDS @ 16"O.C.,DBL �tp E y� OEBIGNE D By b / , TOP PLATE,SINGLE P.T. BASE PLATE,BLO @ MID HEIGHT OCKING STUDS 3 PLY 13/4"X 11.25" b LVL HEADER \ &STING GARAGE \\ ,,WALL WASH"RAB j e1111 c , /DOOR (LIGHTING FX LED 787' OpORW (CEVER , \ // ` .FIXTURES AT BUILDING REASE HOLDING BIN 10 _ RTO..1 PLY 13/4"X /POPUNl/\ n{150 9.5"LVL HEADER \/, BPI" ) W GARAGE RNLOCKED \Q /4'A" NCA�Opp,p4 o l f1ER N �\ K,NI IAPl'1g E AIR LOC K,%\ LID FENCING ENCLOSURE _ NPNOLE) a aozo 1,1pP S1�P.n014 P pp,� C - � / \ n n EXISTING UNITS \ / H \ X\ , \ / , \ 3 PLY 1 3(A"X 9.5 LVL HHATdE` \ O 10 o , / o%1zoa O o o H -11 M D MILLER DESIGNS 19 PROSPECT STREET (4)"RAB LIGHTING WARRENSBURG, NEW YORK 12885 PHONE: (518)623-3084 FX LED 78T" p' RECESSED 60 deg PLANS STATUS: WINTER SNOW STORAGE #Preliminary 1 AREA #Preliminary 2 PIZZAS HOP 2-15-16 PROJECT NO: #Pln MODEL FILE: Restaurant Space SiaCP DRAWN BY: SHALE MILLER s o o - a.. PROJECTINFO Dr I Layl Restaurant Space B Glen Steet/ Lafayette St. y Queensbury NY MAIN FLOOR P LAN Warren County NY 1 SHEET TITLE SCALE: 1/8" = V-0 _ DUMPSTER BINS E x U