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Home My WebLink About0116356-Building ~"'e OSHKOSH ON THE WATER Job Address 237 W 14TH AVE CITY OF OSHKOSH No 116356 BUILDING PERMIT - APPLICATION AND RECORD Owner JEROME JIDEBBIE HEISE Create Date 0911912005 Designer Contractor KRIER'S CONSTRUCTION Category 111 - Single Family Addition Plan Type . Building 0 Sign 0 Canopy 0 Fence 0 Raze Class of Const: Rooms 0 Height 0 Ft. Bedrooms 0 Stories Baths 0 Size Zoning UnfinishedlBasement ~Sq.Ft. ~Sq.Ft. 0 Projection I FinishedlLiving Canopies Garage ~Sq.Ft. Signs Foundation 0 Poured Concrete 0 Floating Slab 0 Concrete Block. Post 0 Pier 0 Treated Wood 0 Other Occupancy Permit Required Flood Plain Height Permit Park Dedication # Dwelling Units ~ # Structures 0 Use/Nature of Work FRI Remove front porch, rebuild as 7x12 enclosed, insulated, unheated front porch. Install handicap ramp and platform, replace ntrance door from porch to house with 3' door, install 3' door to first fioor living room (to be used as a bedroom at this time.) HVAC Contractor Plumbing Contractor Electric Contractor SCHAFER ELECTRIC INC Fees: Valuatio $20,850.00 Plan Approval $0.00 Permit Fee Paid $127.00 Park Dedication $0.00 Issued By: Date 0911912005 Final/O.P. 0010010000 0 Permit Voided I Parcelld # 0901760000 In the performance of this work I agree to perform all work pursuant to rules goveming 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 :~~d:~::::nd to securæt7cef2:provals before starting such activity. Date q ~ ~-> I AgentiOwner OSHKOSH Address PO BOX 3424 WI 54903 - 3424 Telephone Number 426-4967 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. CJC Aurora Medical Group' 855 N. Westhaven Drive Oshkosh, WI 54904 PEDIATRICS Tel (920) 303-8700 ~W " Fax (920) 456-5831 NAME Vvvi-t/'ý"" ~ AGE ADDRESS 237 v-.'), 14fha -¡:v\t:. 6i:NltfShli;fJo~TE 9-z,-:o(S"'" , lùvv~.A-vr- ~ (À. ~' , -)i\Q.M. va YYV\.Å-~ ~) h~ L¡)~ ~~ -Atn,f17è~f13 ~ oV4 flu. ¡O~ ~ \ (SJv ~ '7lJ)-W '-n{JY) ~ ~ ÕR'iF1L~~ QwM~~ ¡L~nJ 0 Scott B. Johnson, M.D. 0 Vee Ly.'M.D. 0 Jean R. Thur, D.O. 0 Rebecca L. Webb, M.D. 0 Valerie A. Zapolsky, M.D. \ " We.... hcrr/t.- fo rut our )C¡?hftl'5 hee./cha,'r (d.tVlt cut ("relit ,beCC/Vi 6 Our ntJv5e..- /7 Oil Ot¡e..- /of I¡'ne..-) -eJ:t/1¡'f/qf/;1J f/¡c{!5Ij<t., We-- J1tlr/é:-- Qf1CPl all/died cyc{rctf -e.....- 5e-f Þctc/(°njY ct (;¿¡Vf(¿ o-f Ç'e.e..f Oil fie- ðfJer :;/c!e...., TJ;e. ¡ra/n/ V!/¿;7vfol. -tt/k e- L/j? to jt!/!f/c)¡ c/'" /vewc:Y !-o 1/ .5 e--- --Ii; c-- J q r c?J'. .¿ & II fil / '; 5 / 'c/ e- - g ef U/ e e. 11 -r/ze-- ho{/ýc cold ;lClrcy'e- L /jc(f/& j C/5t- e/1°'lh (ôØ)Wl 1-0 fe-I {tie..... 1c(ú/fI'J /!t1cu.....er- fl{/ é/11c( /-1- } 5 f he.. ¿7 P? 7 ¡P Nee- ,7-0 !:/::- 0 v f- fA<=-. d:y, :[. II f /¡ c- W /11 Ie r f I Ø1é:.- ~ h c:I C/e... h b /& vc--- .511¿)vv .f:,u/dr,!; ¡he... 1¿¡r~.¿ and thC/? //11-0 the... Ic¡w/1 bcJW/eel1 fAc- /;¿Tvsc-c¡fhcl ycel'ãJe-. 1 he.-re- /5 J1& /kc.e... '¿'~e.. 10 /,v-l- //:. n/5- e... !/I"Y/ /ncdc:; the- /JqC I( 1 he. 5111Jtt/ bhwer ji/?'t Ç,'k If /5 Vevy l/f'/111 1h<:- '}é!nrjè.. í5 &l1f/¡e. offter/ðf 1,'17<::. ~~ , :- ¡I' ~ 50.0' 50.0' 50.0' 50.0' 50.0' DISCLAIMER 237 W. 14th Ave. e OJHKOfH ON THE WATER N A This map is neither a legally reeo,ded map no, ',",vey and It is not intended to be u>cd ., oue. This d,"wing is a compilation ofremds, data and info,mation located in varions city, county and state offices and other SOU",. affecting hc am shown and it is to be nsed Co, reference pu'poses ooly. The City of Oshkosh is not re- ponsible Co, any inaccumi,. h",in contained. If dismpenci,. ... found, pIe... contact the CityofOshkosh. City of Oshkosh Wisconsin Community Development 1" = 20' Created by - 8/17/05 ------- -----,~,--~-- Job Address 237 W 14TH AVE Owner JEROME JIDEBBIE HEISE Building Permit Work Card Permit Number 0116356 Create Date 911912005 Contractor KRIER'S CONSTRUCTION Category 111 - Single Family Addition Type. Building Zoning 0 Sign 0 Canopy 0 Fence 0 Raze I Plan Value $20,850.00 Garage ---'1 Sq. Ft. 0 Projection I Class of Const: Size Unfinished/Basement ~ ~i' FinishedlLiving ~ Sq. Ft. Rooms 0 Bedrooms ~ Baths ~ Stories Height ~ Ft. 0 Floating Slab . Post Canopies ---'1 Signs Foundation 0 Poured Concrete 0 Concrete Block 0 Pier 0 Treated Wood 0 Other Occupany Permit Required Park Dedication Flood Plain Height Permit # Structures # Dwelling Units ~ 0 UselNature FRI Remove front porch, rebuild as 7x12 enclosed, insulated, unheated front porch. Install handicap ramp of Work nd platform, replace entrance door from porch to house with 3' door, instali 3' door to first floor living room (to be used as a bedroom at this time.) HVAC Contr Electric Contr SCHAFER ELECTRIC INC Plumbing Contr Inspections: Date 111912005 ~ Type Rough In Inspector Adam Krause approved r'~""' DatelTime requested: Access: 111812005 01:37 PM -- Notice Type: Phone Number: 685-2333 642-3081 Ready DateJTime: 111812005 01 :37 PM Requested By: KRIER'S CONSTRUCTION-Laura 0 Reinspect Fee 0 Fee Waived 0 Reinspect Fee Paid Date 111712006 ~ Type Fi"àl ' Inspector Adam Krause approved DatelTime requested: Access: 111712006 11:18AM Notice Type: Phone Number: Ready DatelTime: 111712006 11:18AM Requested By: KRIER'SCONSTRUCTION 0 Reinspect Fee 0 Fee Waived 0 Reinspect Fee Paid Page 1 of 1 ~ ~ rn z~ ~_ z ~, - ~ ~~ ~` ~, ~' ., ~~~ ~_;. /~D 0 z rn r rn O z 0 N~O ~~Z ~ N ~'~~ ~~c 61 o n ~~Q Z ~ (A G~ ~zrnc ~a cn ~~~0= =~ z rn z p rn y rnzv0 O c n ~ --~ -~ Orn= - -o ~ , 770o < ~ ~ N c -+ O N ~ ' '1-1~ O _ Nrn~= aNO Nz00< z .~~z 'a ~~NOz ~rnN fTl 00~' -Cr"~?~ rn = _ ~~ ~ N z ~ a ~y0 O~cnyc z`G z O~ (l ~rn i rn ~N=i ~ N a~o~~ ~~o~ 0 rn ~ N O z ~ ~ ca ~ ~ ~e A ~ ~ ~= m ~ rn c ,,, C~ o ~- -~ ~~ -~ z -- J \`\... ~^ ,~. n~~, .~ ~: «~ rn rn O z -., ~~~o= =AoZ~ ~~~ -~ ~~~~~ ~C-~N ~ N rn ~ _ NziO~rn z ~O=urn O ~ N ~ rn _"I rn ~ ? ~ rn N N n ~ ~ ~ ~ rn r"~=rnm ~ ~ ~'v -C C ~ AO ~ ~,.{~~ O rn ~ N 0 Z o- ~~ z c~ ~ - -< ~ `~ II ;~, ~~~~{ ,~: ~~~, \it ~A~~. `~~ -fl r /~ r Z Z W ~. ,. 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Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 4' 6" Primary Load Group -Snow (psf): 30.0 Live at 115 % duration, 17.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 236 / 143 / 0 / 379 Detail Other 2 Stud wall 3.50" 1.50" 236 / 143 / 0 / 379 By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1 /4" 1.9E Microllam® LVL By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): By Others -Rim: Rim Board DESIGN CONTROLS: Maximum Design Control Control Loca#ion Shear (Ibs) 343 -149 745 Passed (20%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 272 272 1972 Passed (14%) MID Span 1 under Snow loading Live Load Defl (in) 0.002 0.158 Passed (U999+) MID Span 1 under Snow loading Total Load Defl (in) 0.004 0.211 Passed (U999+) MID Span 1 under Snow loading -Deflection Criteria: STANDARD{LL:U240,TL:U180). -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c 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 NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT? The analysis presented is output from software developed by Trus Joist {TJ). TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ 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 warran# 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. PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH ~opyri~ht ~ 2009 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1601 BOWEN STREET OSHKOSH, WI 54901 Phone : (920)235-3080 Fax : (920)235-3061 ben@noffkelumber. com ~~~~~- WINDOW AND DOOR HEADER TJ-Beam®6.16Se~ialNu be Y7 03007686~~ 1 112" x 9 114" 1.4E Solid Sawn Spruce Pine Fir #2 Paget Engi/neOVersion:~t. 6S THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 3' 2.00" ^ Max.. Vertical Reaction Total (lbs) 379 379 Max. Vertical Reaction Live (].bs) 236 236 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 92 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 56 -56 Max Shear (lbs) 129 -129 Member Reaction (lbs) 129 129 Support Reaction (lbs) 143 143 Moment (Ft-Lbs) 102 Loading on all spans, LDF = 1.15 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 149 -149 Max Shear (1bs) 343 -343 Member Reaction (lbs) 343 393 Support Reaction (lbs) 379 379 Moment (Ft-Lbs) 272 Live Deflection (in) 0.002 Total Deflection (in) 0.004 PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH Copyright 2004 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1801 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com ~~~~ DECK BEAM UNDER PORCH AWcycrl-acuurHusinccc 2 Pcs of 1 112" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 TJ-Bearn® 6.,6 Serial Number. 7003007686 User:, 9/19/20059:37:SOAM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 72' ~~ ~~ ~3^ d 6' b 6' '' Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flu sh Beam) Member. Tributary Load Width: 3' 6" Primary Load Group -Residential -L iving Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(p1f) Snow(1.15) 135.0 76.5 0 To 2' 8" Adds To Point(Ibs) Snow(1.15) 236 143 2' 8" - Point(Ibs) Snow(1.15) 236 143 6' 1" - Uniform(plf) Snow(1.15) 135.0 76.5 6' 1" To 8' Adds To Point(Ibs) Snow(1.15) 236 143 8' - Point(Ibs) Snow(1.15) 236 143 11' - Uniform(plf) Snow(1.15) 135.0 76.5 11' To 12' Adds To Uniform(plf) Floor(1.00) 0.0 80.0 0 To 12' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Live/Dea d1U pl ift/Tota I 742 / 495 / 0 / 1237 2010/1516/0/3526 770 / 520 / 0 / 1290 Detail Other Width Length 1 Stud wall 3.50" 1.50" 2 Stud wall 3.50" 2.77" 3 Stud wall 3.50" 1.50" By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL By Others None By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): By Others -Rim: Rim Board,By Others DESIGN CONTROLS: Maximum Design Control Controt ' Location Shear (Ibs) 1760 1338 1489 Passed (90%) Lt. end Span 2 under Snow loading Moment (Ft-Lbs) -1928 -1928 3944 Passed (49%) MID Span 2 under Snow loading Live Load Defl (in) 0.016 0.146 Passed (L/999+) MID Span 2 under Snow ALTERNATE span loading Total Load Defl (in) 0.024 0.292 Passed (L/999+) MID Span 2 under Snow ALTERNATE span loading -Deflection Criteria: STANDARD{LL:L1480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 10" o/c 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 NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and fingerjoints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH r_opyright 2004 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1601 BOWEN STREET OSHKOSH, WI 54901 Phone : (920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com ~~~~~- DECK BEAM UNDER PORCH TJ-Bearr~6.16SerialNumber:V70030076 ``""` 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Paget EngineOVesion:io 65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 ND5 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. -Note: See TJ SPECIFIER'S /BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH Copyrir~ht 2009 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC. 1601 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com ~~ ~T~ ~~/ DECK BEAM UNDER PORCH TJ-Beam®6.16SerialNumbe~r:y700300768fi""` 2 Pcs of 1 1/2" x9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page3 EngneOVersion:so 65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 5' 10.00" 5' 10.00" ^ Max. Vertical Reaction Total (lbs) 1237 3526 1290 Max. Vertical Reaction Live (lbs) 742 2010 770 Required Bearing Length in 1.50(W) 2.77 (W) 1.50(W) Max. Unbraced Length (in) 94 99! 99 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 278 -501 ',574 -296 Max Shear (lbs) 461 -618 755 -486 Member Reaction (lbs) 461 1373 486 Support Reaction (lbs) 495 1516 520 Moment (Ft-Lbs) 520 -836 451 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 459 -883 ,956 -477 Max Shear (1bs) 767 -1128 '.1265 -792 Member Reaction (lbs) 767 2394 792 Support Reaction (lbs) 824 2537 899 Moment (Ft-Lbs) 855 -1932 786 Live Deflection (in) 0.005 ! 0.005 Total Deflection (in) 0.013 0.019 ALTERNATE span loading on odd # spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 510 -832 ,625 -295 Max Shear (lbs) 818 -1077 '806 -435 Member Reaction (lbs) 818 1883 935 Support Reaction (lbs) 876 2026 966 Moment (Ft-Lbs) 973 -1134 350 Live Deflection (in) 0.009 ' -0.00 4 Total Deflection (in) 0.017 I 0.005 ALTERNATE span loading on even # spans, LDF = 1.00 ,'i 1.0 Dea d + 1.0 Floor Design Shear (lbs) 227 -552 905 -528 Max Shear (lbs) 410 -669 ,1214 -843 Member Reaction (lbs) 410 1883 843 Support Reaction (lbs) 493 2026 901 Moment (Ft-Lbs) 911 -113.4 902 Live Deflection (in) -0.004 0.009 Total Deflection (in) 0.004 0.017 PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1601 BOWEN STREET OSHKOSH, WI 54901 Phone : (920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com Copyright ?004 by Trus Joist, a Weyer4aeuser Business ~~~~~ DECK BEAM UNDER PORCH TJ-Beam®6.16 Serial Number y71003007686~~~5 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 User: 1 9119/20059:37:51 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 4 Engine Version: 1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED Loading on all spans, LDF = 1.15 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 653 -1142 1338 -694 Max Shear (lbs) 1082 -1387 1760 -1191 Member Reaction (lbs) 1082 3147 1141 Support Reaction (lbs) 1162 3526 1221 Moment (Ft-Lbs) 1222 -1928 1030 Live Deflection (in) 0.010 0.011 Total Deflection (in) 0.018 0.019 ALTERNATE span loading on odd # spans, LDF = 1.15 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 728 -1066 835 -335 Max Shear (lbs) 1157 -1312 1072 -591 Member Reaction (lbs) 1157 2384 591 Support Reaction (lbs) 1237 2763 635 Moment (Ft-Lbs) 1397 -1490 490 Live Deflection (in) 0.016 -0.003 Total Deflection (in) 0.023 0.006 ALTERNATE span loading on even # spans, LDF = 1.15 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 300 -705 1269 -769 Max Shear (lbs) 543 -822 1690 -1210 Member Reaction (lbs) 543 2513 1210 Support Reaction (lbs) 588 2892 1290 Moment (Ft-Lbs) 543 -1523 1191 Live Deflection (in) -0.005 0.016 Total Deflection (in) 0.005 0.024 PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH Copyright 2009 >,y Trus Joist, a weye rheeuser Business OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1601 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com ~Tj-t~ ~ DBL JOISTS AT PORCH END ~U~CyCCI12CLLSC[645NC5.5 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 TJ-Beam® 6.16 Serial Number: 7003007686 user:, 9/19/20069:39:32AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ I o. .o ~. Product Diagram is Concep4ual. LOADS: Analysis is for a Header (Flu sh Beam) Member. Tributary Load Width: 1' Primary Load Group -Residential -Li ving Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 135.0 76.5 0 To 1' 6" Adds To Point(tbs) Snow(1.15) 236 143 1' 6" - Point(Ibs) Snow(1.15) 236 143 5' 6" - Uniform(plf) Snow(1.15) 135.0 76.5 5' 6" To 7' Adds To Uniform{plf) Floor(1.00) 0.0 80.0 0 To 7' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length LivelDeadlUpliftlTotal 1 Stud wall 3.50" 1.50" 579 ! 599 / 0 / 1178 2 Stud wall 3.50" 1.50" 579 / 599 / 0 / 1178 Detail By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1 /4" 1.9E Microllam~ LVL By Others -Rim: Rim Board 1 Ply 1 3/4" x 9 1 /4" 1.9E Microllam® LVL Other -See TJ SPECIFIER'S /BUILDERS GUIDE for detail{s): By Others -Rim: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1120 -807 1489 Passed (54%) Rt. end Span 1 under Snow loading Moment (Ft-Lbs) 1458 1458 3944 Passed (37%) MID Span 1 under Snow loading Live Load Defl (in) 0.021 0.167 Passed (U999+) MID Span 1 under Snow loading Total Load Defl (in) 0.045 0.333 Passed (U999+) MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' o!c 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 NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH OPERATOR INFORMATION: ', BEN STELLMACHER NOFFKE LUMBER INC. 1601 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ', ben@noifkelumber.com f.opyright ~ 2009 by Trus Joist, a Weyerhaeuser Business ~~~~ DBL JOISTS AT PORCH END TJ-Beam®6.16SerialNumberY7W3007686"" 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir#2 User: 1 9/19/2005 9:39:33 AM Paget Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ 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. -Note: See TJ SPECIFIER'S /BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: KRIER CONSTRUCTION BEN STELLMACHER 237 W 14TH NOFFKE LUMBER INC. 1601 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com Copyright 2004 by Trus Joist, a Weyerhaeuser Business ~~~~~ DBL JOISTS AT PORCH END TJ-Beam®6.16 SerialN"mbe~:'"~ 03~~68s""` 2 Pcs of 1 1/2" x 9 114" 1.4E Solid Sawn Spruce Pine Fir #2 user:, 9/19/20059:39:33AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version: 1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 6' 8.00" ^ Max. Vertical Reaction Total (lbs) 1178 1178 Max. Vertical Reaction Live (lbs) 579 579 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 89 Loading on all spans, LDF = 0.90 1.0 Dead I Design Shear (lbs) 414 -919 Max Shear (lbs) 570 -570 Member Reaction (lbs) 570 570 Support Reaction (lbs) 599 599 Moment (Ft-Lbs) 801 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 512 -512 Max Shear (lbs) 704 -704 Member Reaction (lbs) 704 709 Support Reaction (lbs) 739 739 Moment (Ft-Lbs) 1023 Live Deflection (in) 0.006 Total Deflection (in) 0.031 Loading on all spans, LDF = 1.15 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 807 -807 Max Shear (lbs) 1120 -1120 Member Reaction (lbs) 1120 1120 Support Reaction (lbs) 1178 117.8 Moment (Ft-Lbs) 1458 Live Deflection (in) 0.021 Total Deflection (in) 0.095 PROJECT INFORMATION: KRIER CONSTRUCTION 237 W 14TH OPERATOR INFORMATION: BEN STELLMACHER NOFFKE LUMBER INC 1601 BOWEN STREET OSHKOSH, WI 54901 Phone:(920)235-3080 Fax :(920)235-3061 ben@noffkelumber.com Copyright 2009 by Trus Joist, a Weyerhaeuser Business