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Home My WebLink About2002-Building (door)OSHKOSH ON THE WATER Job Address Designer Category Type 307 N SAWYER ST 141 - Exterior Remodeling CITY OF OSHKOSH BUILDING PERMIT -APPLICATION AND RECORD Owner RICHARD/VIRGINI NASLUND REVTRUST Contractor OWNER Building C) Sign C) canopy (~ Fence C) Raze No 0098862 Create Date 12/02/2002 Plan Zoning Unfinished/Basement Finished/Living Garage Foundation Occupancy Permit Park Dedication Class of Const: 0 Sq, Ft. Rooms 0 Height 0 Ft. 0 Sq. Ft. Bedrooms 0 Stories 0 Sq. Ft. Baths 0 ~1~ Poured Concrete (~ Floating Slab O Pier (~ Other (~ Concrete Block O Post (~ Treated Wood Not Required Flood Plain No Height Permit Not Required # Dwelling Units 0 # Structures Size []_ Canopies 0 Signs 0 Not Required Use/Nature of Work :~etail / Create new double door opening as per plans. HVAC Contractor Plumbing Contractor Electric Contractor Fees: Valuation _....$,~0.00 Plan Approval $0.00 Permit Fee Paid $35.00 Park Dedication $0.00 Issued By: ~ Date 12/02/2002 Final/O.P. 00/00/0000 [] Permit Voided j In the performance of th_is work I agree to perform_.~ll work pursuant to rules governing the described construction. Signature , Date AgenfJOwner Address 323 N SAWYER ST OSHKOSH WI 54902 - 4252 Telephone Number Structural Calculations For: 307 Sawyer Street New door opening Oshkosh, Wisconsin Prepared for: Rick Schroeder, AIA 581 North Main St. Oshkosh, WI 54901 Prepared by: I& Larson I-arson Engineering of Wisconsin 1500 North Casaloma Drive, Suite 302 Appleton, Wisconsin 54913-8219 (920) 734-9867 Fax: (920) 734-9880 Larson Engineering of Wisconsin Project No, By Date 1508-'~No~ CASALOMA DRIVE Copyright 2000 by Tondelli Engineering, P.A. CUSTOMER : RLSAIA JOB NUMBER : DESCRIPTION : Wall Check (920 Tampa, Florida DATE : 11/20/02 *** DESIGN WI~D LOADS - ASCE 7-98 *** *** COMPONENTS AND CLADDING *** WIND VELOCITY = 90 MPH EXPOSURE CATEGORY = B BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 ROOF SLOPE TRIBUTARY AREA MEAN ROOF HEIGHT DISTANCE, Z = 0.00 : 12 = 210.0 FT2 = 12.3 FT = 10.0 FT (.00 DEG) Kh = 0.701 Kz = 0.701 qh = 14.5 PSF qz = 14.5 PSF WIND LOADS WALL AREA 4 5 GCD (+) 0.690 0.690 GCp (-) -0.780 -0.840 PRESSURE 12.6 12.6 (psf) SUCTION -13.9 -14.8 (psf) ( ] a 4 b ( = qh[ (GCp) - (GCpi) ] GCpi = ± 0.18 BUILDING WIDTH = 100.0 FT CORNER DISTANCE, a = 4.9 FT ~.~oonry ,~x: ~u~oo~m~ W~Juh ~NALYSIS A/qD DESIGN Project : ~ocation: TIME: 02:39 PM DATE: 11-20-2002 By: Page: DESIGN METHOD : MASONRY MATERIAL : MORTAR TYPE :" MORTAR MATERIAL : BLOCK PLACEMENT : ACI 530-99: Working Stress Design ' Hollow Core Concrete Masonry Units Type S Portland Cement Lime Mortar Running Bond MASONRY WALL DATA: Wall Height Nominal Wall Thickness Depth to cog. Steel, Wall Parapet Height Nominal Parapet Thickness Depth to c.g. Steel, Parapet Design strip Width Main Wall Reinf. Layers Wall Grout Spacing Support Type at Base Span Type = 10.33 ft. = 10.00 in. = 4.81 in. = 2.00 ft. = 10.00 in. = 4.81 in. = 48.00 in. = Unreinforced Wall = Partially Grouted = Pinned Support = Supported Top and Bottom WALL LOADS: Wall Weight Floor or Roof Load: = 40.00 psf. Dead = 5,833.0 Lb Live = 8,604.0 Lb Eccentricity = 0.00 in. Additional Vertical Load: Dead = 0.0 Lb Live = 0.0 Lb Eccentricity = 0.00 in. Vertical Distance (y) = 10.33 ft. Equivalent Fluid Pressure = 0.00 pcf. Vertical Distance (x) = 0.00 ft. Masonry ~a±±: Pt~SONRY WALL ;uNALYSIS AND DESIGN Project : " ' ~'~-' -~' '!?~'i,? ~ -: L6cation: By: TIME: 02:39 PM Page: 2 DATE: 11-20~2002 WIND LOADS: Distance From Load Magnitude Base of Wall (ft) W or H (plf, lb) Start End W 271.00 0.00 12.33 Notes: 1. "W" designates a uniform distributed wind load. ."H" designates a concentrated horizontal wind load. 2o Horizontal loads are positive to the right. MASONRY DATA: Masonry Unit Strength = 2500.00 psi. Masonry Compressive Strength, f'm = 1833.33 psi. Allowable Flexural Stress, Fb = 611.11 psi. Allowable Shear Stress, Fy = 42.82 psi. Allowable Tension: No Grout, Ft = 25.00 psi. Solid Grout, Ft = 68.00 psi. Modulus of Elasticity, Em = 1,650 Modular Ratio, Es/Em = n = 17.58 ksi. Single Grouted Cell + Web Width = 8.31 in. Nominal Length of Masonry Unit = 16.00 in. Block Face Shell Thickness = 1.38 in. Nominal Minus Actual Thickness = 0.38 in. M3~TERIAJ~ DATA: Steel Yield Strength, Allowable Steel Stress, Modulus of Elasticity, Fy = 60.00 ksi. Fs = 24.00 ksi. Es = 29,000 ksi. REINFORCED WALL DATA: Minimum Steel Ratio, As/bt = 0.0007 Masgnry wall: MASONRY.WALL A/gA3~YSIS A/gD DESIGN Location: By: TIME: 02:39 PM Page: 3 DATE: 11-20-2002 GRAPHIC SUMMARY OF MASONRY WALL DATA > < < < > 0.00 \ -- > 271.00 > < 16.00 < < 4.81 in. 10. O0 in. 4.81 in. -- 8,604.0 Lb Floor Roof Floor 2.00 ft. 10.33 ft. Masonry ~alt: MASONRY WAJ~L ANAJ~YSiS AND DESIGN e ~ · -~' .................... ~ ..... =~---- .--------===----=-~----------------------------=------------= =----=----~-~=~ Project : -' :c'~'~ .... Locat ion: TIME: 02:39 PM .................... DATE: 1i-20-2002 Page: 4 ************************************************** SUMMARY OF RESULTS FOR MAIN WALL DESIGN LOADS: Moment, Ms = 3,343.8 ft-lb / 48.00 in. Axial Load, Ps = 6,979.4 Lb / 48.00 in. Load Combination = i*DL+i*WL Max. Shear, Vs = 1,452.2 Lb / 48.00 in. Load Combination = I*DL+I*WL ANALYSIS RESULTS: Design Strip Width Actual Wall Thickness, Effective Height, h'/t Ratio Seismic Force, (IBC 2000 1620.1.7) Minimum Area of Steel, Vertical Reinf. Minimum Area of Steel, Horiz. Reinf. Ref. ACI 99 1.11/IBC 2000 2109.6.5 All. Bending Stress, Fb: 1 * DL + Wind / All. Tensile Stress, Ft: 1 * DL + Wind / All. Shear Stress, Fy: 1 * DL + Wind / DESIGN RESULTS: = 48.00 in. t = 9.63 in. h' = 10.33 ft. = 12.88 Fp = 16.00 plf. / 48.00 in. = 0.323 in.^2 / 48.00 in. = Not Required LL Only = 611.11 psi. Seismic = 814.81 psi. LL Only = 25.00 psi. Seismic = 33.33 psi. LL Only = 42.82 psi. Seismic = 57.09 psi. Grout fa, psi fb, psi fy, psi ft, psi Comb. Stress Spacing (P/Ae) (M*12/S) (VQ/Ib) (fa-fb) (fa/Fa+fb/Fb) Solid 15.11 54.14 4.71 -39.03 0.094 O.K. 16 in. 23.00 65.64 7.35 -42.63 0.122 O.K. 24 in. 28.34 71.07 8.95 -42.73 0.137 O.K. 32 in. 32.06 74.14 10.10 -42.08 0.147 O.K. 40 in. 34.80 76.12 10.98 -41.32 0.154 O.K. 48 in. 36.90 77.49 11.66 -40.59 0.159 O.K. None 52.87 85.18 17.44 -32.31 0.195 O.K. Project : ~ Locat 1on: By: TIME: 02:39 PM DATE: 11-20-2002 Page: 5 SUMMARY OF RESULTS FOR PARAPET WALL DESIGN LOADS: Moment, Ms = -542.0 ft-lb / 48.00 in. Axial Load, Ps = 320.0 Lb / 48.00 in. Load Combination = i*DL+i*LL+I*WL Max. Shear, Vs = 542.0 Lb / 48.00 in. Load Combination = I*DL+I*WL ANALYSIS RESULTS: Design Strip Width Actual Wall Thickness, Effective Height, h'/t Ratio Seismic Force, (IBC 2000 1621.1.4) Minimum Area of Steel, Vertical Reinf. Minimum Area of Steel, Horiz. Reinf. Ref. ACI 99 i.ll/IBC 2000 2109.6.5 All. Bending Stress, Fb: 1 * DL + LL Only = Wind / Seismic = Ail. Tensile Stress, Ailo Shear Stress, DESIGN RESULTS: Ft: 1 * DL + LL Only Wind / Seismic Fy: 1 * DL + LL Only Wind / Seismic = 48.00 in. t = 9.63 in. h' = 4.00 ft. = 4.99 Fp = 0.00 plf. / 48.00 in. = 0.323 in.*2 / 48.00 in. = Not Required 611.11 psi. 814.81 psi. 25.00 psi. 33.33 psi. 42.82 psi. 57.09 psi. Grout fa, psi fb, psi fy, psi ft, psi Comb. Stress Spacing (P/Ae) (M*12/S) (VQ/Ib) (fa-fb) (fa/Fa+fb/Fb) Solid 0.69 8.78 1.76 -8.08 0.012 O.K. 16 ino 1.05 10.64 2.74 -9.58 0.015 O.K. 24 in. 1.30 11.52 3.34 -10.22 0.016 O.K. 32 in. 1.47 12.02 3.77 -10.55 0.017 O.K. 40 in. 1.60 12.34 4.10 -10.74 0.018 O.K. 48 in. 1.69 12.56 4.35 -10.87 0.018 O.K. None 2.42 13.81 6.51 -11.38 0.021 O.K.