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Home My WebLink About0118327-Building '0' OSHKOSH ON THE WATER Job Address 449 W 8TH AVE ~ CITY OF OSHKOSH No 118327 BUILDING PERMIT - APPLICATION AND RECORD Owner KELLY J BURNETT Create Date 03/01/2006 Designer Contractor OWNER Category 140 - Interior Remodeling Plan Type . Building o Sign o Canopy o Fence o Raze Zoning Class of Const: Size Unfinished/Basement o Sq.Ft. o Sq. Ft. -----.2 Sq.Ft. Rooms o Height o Ft. o Projection I Fi nished/Livi ng Bedrooms o o Stories Canopies o Garage Baths Signs o Foundation . Poured Concrete o Floating Slab o Pier o Other o Concrete Block o Post o Treated Wood Occupancy Permit Flood Plain Height Permit Park Dedication # Dwelling Units 0 # Structures 0 Use/Nature SFRI Converting the current duplex to a single family. Gutting the interior and replacing 2nd floor floor joists and beams and headers. of Work Replacing 12 windows. HV AC Contractor Plumbing Contractor Electric Contractor $15,000.00 Plan Approval $0.00 Permit Fee Paid $99.00 Park Dedication $0.00 Fees: Valuation Issued By: ~ Date 03/01/2006 Final/O.P. 00/00/0000 o Permit Voided I Parcel Id # 0905870100 In the performance of this work I agree to perform all work pursuant to rules governing the described construction. While the City of Oshkosh has no authority to enforce easement restrictions of which it is not a party, if you perform the work described in this permit application within an easement, the City strongly urges the permit applicant to contact the easement holder(s) and to se~re any necessary <;eprovals before starting such activity. Signature .!<- 7 ~.::::=-ff~ d~~:~::~;::ntlowner Date V' Address 524 W NEW YORK AVE OSHKOSH WI 54901 - 3768 Telephone Number To schedule inspections please call the Inspection Request line at 236-5128 noting the Address, Permit Number, Type of Inspection (i.e. Footing, Service, Final, etc.), Access into Building if Secure (how do we gain entry), your Name and Phone Number. Unless specified otherwise, we will assume the project is ready at the time the request is received. Work may continue if the inspection is not performed within two business days from the time the project is ready. 1f:.).~.J ~ - @ '. 7/p1~1~~p'JSinPJ~ TJ-Bearmil6,20 Serial Number: 7005127512 User.2 3/1/2006 6:17:05 AM Page 1 Engine Version: 6.20.16 fftior 11/2" X 71/4"' 1.6E Solid Sawn Southern Pine #2 @ 16" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ,'O.{J CONTROLS FOR THE APPLICATION AND LOADS LISTED )' Overall Dirnellsion: 20' 1- J :[1 J J , .\. 8' g]~ l> 12" ~ Product Diagram is COncel)'tual. LOADS: Analysis is for a Joist Member. Primary Load Group.. Residential- Living Areas (pst): 50.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length UvelDeadlU pliftlT otal 1 Stud wall 3.50" 3.50" 248/47 I -42/295 By Others None 2 Microllam LVL beam 3.50" 1.50" 844/253/0/1098 By Others None 3 Stud wall 3.50" 3.50" 348/99 fO /447 By Others None -See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Shear (Ibs) 610 545 653 Vertical Reaction Obs) 1098 1098 2966 Moment (Ft-Lbs) -1169 -1169 1511 Live Load DefJ (in) 0.245 0.295 Total Load Defl (in) 0.307 0.590 -Deflection Criteria: ST ANDARD(LL:U480,TL:L1240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 3" ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See N DS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. Control Passed (84%) Passed (37%) Passed (77%) Passed (U578) Passed (U462) Location Lt. end Span 2 under Floor loading Bearing 2 under Floor loading Bearing 2 under Floor loading MID Span 2 under Floor ALTERNATE span loading MID Span 2 under Floor ALTERNATE span loading ADDITIONAL NOTES: -I MPORT ANT! The analysis presented is output from software developed by Trus Joist (T J). T J Warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. . -Not all products are readily available. Check with your supplier or T J technical representative for product availability. ~Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. -Warning: Span exceeds Residential Specifrer's Guide span (U480 table). Strength and stiffness requirements have been met. PROJECT INFORMATION: OPERATOR INFORMATION: kelly burnett 524 w new york ave oshkosh, WI 54901 Phone:920~1~70 kelly@nycny.net / Copyright @ 2005 by Trus Joist, a Weyerhaeuser Business Micro~lam$ is a registered trademark of Trus Joist. ~Z~BIJSi~S TJ-Bearmil6,20 Serial Number. 7005127512 User. 2 3/1/2006 6:17:05 AM Page 2 Engine Version: 6.20.16 1 1/2" X 71/4" 1.6E Solid Sawn Southern Pine #2 @ 16" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) 295 Max. Vertical Reaction Live (lbs) 248 Selected Bearing Length (in) 3.50(W) Max. Unbraced Length (in) 7' 9.50" 11' 9.50" 1098 844 1.50(W) 75 75 75 447 348 3.50(W) Loading on all Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) spans, LDF = 0.90 30 43 43 47 , 1. 0 Dead -98 126 -113 141 253 253 -270 226 -81 -95 95 99 47 Loading on all spans, Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) LDF = 1.00 , 1.0 128 188 188 206 Dead + 1. 0 Floor -423 545 -488 610 1098 1098 -1169 -352 -412 412 430 203 0.003 -0.021 979 0.206 0.268 ALTERNATE span loading on odd # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans, LDF = 218 277 277 295 1.00 , 1.0 -333 143 -398 158 556 556 -471 Dead + 1. 0 -64 -78 78 82 Floor 443 0.055 0.054 152 -0.041 0.026 ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Momeht (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans, LDF = -60 -46 -46 -42 1.00 , 1.0 -187 528 -202 593 795 795 -967 Dead + 1. 0 -369 -429 429 447 Floor N/A -0.062 -0.064 1061 0.245 0.307 PROJECT INFORMATION: OPERATOR INFORMATION: kelly bumett 524 w new york ave oshkosh, WI 54901 Phone: 920-651-0670 kelly@nycny.net Copyright @ 2005 by Trus Joist, a WeyerhaGuser Business Microllam@ isa registered trademark of Trus Joist~ t:l~l.~-. TJ-Bearmil6.20 Serial Number. 7005127512 User. 2 3/1/20068:19:16 AM Page 1 Engine Version: 6,20,16 2 Pes of 1 3/4" x 11 7/8" 1.9E Mierollam@ LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1,3' 4" 1- ~ ~ Product Diagr'am is Conceptual. J J <!. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 10' Primary Load Group - Residential- Living Areas (pst): 50.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/U pliftlTotal 1 Stud wall 3.50" 2.96" 3333/1077/0/4410 L 1: Blocking 1 Ply 13/4" x 117/8" 1.9E Microllam@LVL 2 Stud wall 3.50" 2.96" 3333/1077/0/4410 L 1: Blocking 1 Ply 1 3/4" x 11 7/8" 1 .9E Microllam@ L VL -See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): L 1: Blocking DESIGN CONTROLS: Maximum Design Control Shear (Ibs) 4300 -3562 7897 Moment (Ft-Lbs) 13974 13974 17848 Live Load Defl (in) 0.377 0.433 Total Load Defl (in) 0.499 0.650 -Deflection Criteria: STANDARD(LL:L/360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 2" olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stabifity. Control Passed (45%) Passed (78%) Passed (U414) Passed (L/313) Location Rt. end Span 1 under Floor loading MID Span 1 under F1o.or loading MID Span 1 under Floor loading MID Span 1 under Floor loading ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDp THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code U BC analyzing the T J Distribution product listed above. -Note: See T J SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: kelly bumett 524 w new york ave oshkosh, WI 54901 Phone: 920-651-0670 kelly@nycny.net Copyright @ 2005 by Trus Joist, a Weyerhaeuser Business Microllam@ is a registered trademark of Trus Joist.. ~~l~__ T J-Beam@6.20 Serial Number. 7005127512 User: 2 3/1/20068:19:16 AM Page 2 Engine Version: 6.20.16 2 Pes of 1 314" x 11 7/8" 1.9E Mierollam@ LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 4410 3333 2.96 (W) Loading on all spans, Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF = 0.90 , 1.0 870 1050 1050 1077 Dead -870 -1050 1050 1077 Loading on all spans, LDF = 1.00 , Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: 3411 1. 0 Dead 3562 4300 4300 4410 + 1. 0 Floor -3562 -4300 4300 4410 13 97 4 0.377 0.499 Copyright @ 2005 by Trus Joist, a Weyerheeuser Business Microllam~ is a registered trademark of Trus Joist. OPERATOR INFORMATION: kelly bumett 524 w new york ave oshkosh, WI 54901 Phone: 920-651-0670 kelly@nycny.net ~Jji!n.~rh~'" 1'(7', rr,' d51 . 33'"( w.111'tjR~ 7'11)t /l~{'1 5Y~5" i;.P'MI'~ JZ1~ If gf, {I IT.........". I i , , , \J ( i\\\) '\ \ ' \}- r ,\ \) '\\\\\ I ! i I I I I I ~ ~ , t-------- !~--j:~- \-- ---r- ---.- . --.. :J ._--'--_._--".,_.._".._""_.._~.._,-~- i , ..t.';~' ,\:~ c"I" \"- u\ \\e 1, y~\'\ c ; i I I I I , --- - -~---r- 'I