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HomeMy WebLinkAbout0108477-BuildingOSHKOSH ON THE WATER .lob.Address 1040 LAAGER LN Designer CITY OF OSHKOSH BUILDING PERMIT - APPLICATION AND RECORD Owner JON/LINDAYWHITPAN Contractor KRIER'S CONSTRUCTION Category 111 - Single Family Addition No 108477 Create Date 06/03/2004 Plan Type I(~ Building (~ Sign (~ Canopy (~ Fence (~ Raze Zoning Class of Const: 8 Size 13x14 Unfinished/Basement 0 Sq. Ft. Rooms 0 Height 0 Ft. ~J Projection Finished/Living 0 Sq. Ft. Bedrooms 0 Stories 1 Canopies Garage 0 Sq. Ft. Baths 0 Signs Foundation ~ Poured Concrete ~ Floating Slab O Pier ~ Other ~ Concrete Block ~ Post ~ Treated Wood Occupancy Permit Required Flood Plain Height Permit Park Dedication # Dwelling Units 0 # Structures 1 Use/Nature SFR/Install a 13xl 4 sunroom over rear patio/post foundation. of Work HVAC Contractor Electric Contractor Fees: Valuation Issued By: SCHAFER ELECTRIC INC Plumbing Contractor $18,000.00 Plan Approval $0.00 Permit Fee Paid Permit Voided $114.00 Park Dedication $0.00 Date 06/03/2004 Final/O.P. 00/00/0000 Parcel Id # 1310680000 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 secure any necessary approvals before starting such activity. Signature Date Address 1040 LAAGER LN Agent/Owner OSHKOSH WI 54902 - 6697 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. 80.0' 80.0' 80.0' 80. 79.4 DISCLAIMER This map is neither a legally recorded map nor a survey and it is not intended to be used as one. This drawing is a compilation of records, data and information located in various city, county and state offices and other sources affecting the area shown and it is to be used for reference purposes only. The City of Oshkosh is not re- sponsible for any inaccuracies herein contained. If discrepencies are found, please contact the City of Oshkosh. Site Plan 1040 Laager Ln. City of Oshkosh Wisconsin Community Development OJ'HKOJ'H N 6-3-04 1" = 20' Created by - VR l ! { t 4 1 k. c1 ! d or1 1 W M ,....., ..., I Q v v ' l ■ to t) a ti 17/.1 / / / / c_.. IX o .E 4 cn co 4 ..., . 1 ki. I. .1 -c) A / r • \\■-.—____7" ' /' j A Q r [0 'd 190E92 ON xdH HSO HHidON NV OZ:I I [HH EOU -12-/SON Z R g s cm, • Ogai z riPg ogles o Igmr meing $ x c P N :1 .,,,, 4 1 ■ v ;- :l 1 -71 i I I W 1 I 1 ■ � ;_� 1 1 1 I : 1 1 1 N - . i 1 ' i� 1 I , . i 1 1 1 ! . ii- - s 1 i , 1 1' ill 1 � 1 t i - , i : Mg • 1 i ° 8 t - i gillIE 1 II z rpg 1 el g 1 , I N 8 8W w z ��o© *..'._ .-. , ... , .;...• t..:. 4:-..f c, C . ! .•›, , - '- t....g ,-.; 7.3 F. L .-_-_-.---_-_=- , 1 . .... _ _ 1 1 . 9X5 SXS Z. P — — in E z 2 M E U 0 9. 4-2 2 g • 0 ne 6 § 6 0 • — CZ P. ti m CO P z •e b < 8 . . iu , 0) g' 0 — — 0 0 -) L t , 0 . „z, . _ z? En 1 0/9 - ---—I 1---I Ca f:4 C■ c_) EA • . = G-T.a •••■ C:4 $ t) Of w c5 g z w_N ez R M cz1 rn pr4 = F. c... ..„ • Cw-I - r4 " war.a C) ri. up G r ) c...., c .. ) P 4 14 - r cd ril ":. E-• C-) 0 t-_--: ft. ON g ,■0 I . r t toe - .s. Oi: ....5. CM F.-• ;; ' 41. .* V) C. •'"^ It.* MI ci IV 11 •=1 CA \ r. S:V J — 1', ■ .),, 1 - ci 3 0 E Z.o irl 9 A 8 i 0 .-- - \ i 1 . ...._...- :_. . . 0 O i 0 0 J • \ a 1 ' 1 3 i / it • ...... -- 9 2 _ . kT) 6 . . ' 6 t 6 -■ tra ■- , , „ , 1 x,.. 1:4 04 rw4 i.- c 9 co W EQ 0 I , ti g Egi8Rg 1a1 HEADER OVER 13' WALL TJ- Beam (1M)6.10 Serial Num 07 686 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 User 1 6/3/2004 10:02:53 AM Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 13' s .• a 6. Product diagram is Conceptual LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 8' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead /UpliftlTotal 1 Stud wall 8.00" 8.00" 1 008 1 282 / 0 / 1 290 By Others - Rim: Rim Board 1 Ply 1 3/4" x 91 /4" 1.9E Microllam® LVL 2 Stud wall 8.00" 8.0(T 2383 / 757 / 0 / 3140 By Others None 3 Stud wall 8.00" 8.00" 1008/282/0/1290 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 Control Location Shear (lbs) 1570 1105 1295 Passed (85 %) Lt. end Span 2 under Floor loading Moment (Ft -Lbs) -1871 -1871 3.430 Passed (55 %) Bearing 2 under Floor loading Live Load Defl (in) 0.023 0.199 Passed (11999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.027 0.298 Passed (L1999 +) MID Span 2 under Floor ALTERNATE span loading - Deflection Criteria: Specified(LL:L/360,TL:L240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 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. -The load conditions considered in this design analysis include altemate member pattem loading. 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 WHITPAN ADDITION NOFFKE LUMBER, INC. 1601 BOWEN ST. OSHKOSH, WI 54901 Phone: (920)235 -3080 Fax :(920)235 -3061 ben@ noffkelumber.com Copyright © 2003 by Trus Joist, a Weyerhaeuser Business HEADER OVER 13' WALL A n . TJ- Beam(1M)6.10 Serial Nu � 2 Pcs of 1 1/2 x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page 2 Engine Verson51.10 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Grour 5' 11.50" 5' 11.50" ' . Max. Vertical Reaction Total (lbs) 1290 3140 1290 Max. Vertical Reaction Live (lbs) 1008 2383 1008 Required Bearing Length in 1.50(W) 2.46(W) 1.(1 118x. Unbraced Length (in) 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 136 -266 266 -136 Max Shear (lbs) 227 -378 378 -227 Member Reaction (lbs) 227 757 227 Support Reaction (lbs) 282 757 282 Moment (Ft -Lbs) 254 -451 254 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 564 -1105 1105 -564 Max Shear (lbs) 942 -1570 1570 -942 Member Reaction (lbs) 942 3140 942 Support Reaction (lbs) 1170 3140 1170 Moment (Ft -Lbs) 1052 -1871 1052 Live Deflection (in) 0.014 0.014 Total Deflection (in) 0.018 0.018 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 684 - 985 385 -17 Max Shear (lbs) 1061 -1451 498 -108 Member Reaction (lbs) 1061 1948 106 Support Reaction (lbs) 1290 1948 160 Moment (Ft -Lbs) 1336 -1161 57 Live Deflection (in) • 0.023 -0.010 Total Deflection (in) 0.027 -0.007 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 17 -385 985 -684 Max Shear (lbs) 108 -498 1451 -1061 Member Reaction (lbs) 108 1948 1061 Support Reaction (lbs) 160 1948 1290 Moment (Ft -Lbs) 57 -1161 1336 Live Deflection (in) -0.010 0.023 Total Deflection (in) - 0.807 0.027 PROJECT INFORMATION: OPERATOR INFORMATION: KRIER CONSTRUCTION BEN STELLMACHER WHITPAN ADDITION NOFFKE LUMBER, INC. 1601 BOWEN ST. OSHKOSH, WI 54901 Phone: (920)235 -3080 Fax : (920)235-3061 ben @noffkelumber.com Copyright n 2003 by Trus Joist, a Weyerhaeuser Business T ffa 13/0 BEAM IN DECK FRAMING ' - A evethaeuser Business TJ- Beam(rM) 6.10 Serial Number 7003007686 User 1 6/3/2004 10:05:19 AM 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Oneraf Dimension: 13' 1 re_ g• Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 7' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 1008 282 0 - Point(Ibs) Snow(1.15) 2383 757 6' 6" - Point(Ibs) Snow(1.15) 1008 282 13' - SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Wood column 3.50" 3.50" 1831/510/0/2340 By Others None 2 Wood column 3.50" 4.76" 4600 / 1466 / 0 / 6066 By Others None 3 Wood column 3.50" 3.50" 1831/510/0/2340 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1463 1124 1295 Passed (87 %) Lt. end Span 2 under Floor loading Moment (Ft -Lbs) -1853 - 1853 3430 Passed (54 %) Bearing 2 under Floor loading Live Load Defl (in) 0.026 0.211 Passed (U999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.031 0.317 Passed (1)999 +) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: Specified(LL:L/360,TL:L240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 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. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: KRIER CONSTRUCTION BEN STELLMACHER WHITPAN ADDITION NOFFKE LUMBER, INC. 1601 BOWEN ST. OSHKOSH, WI 54901 Phone : (920)235 -3080 Fax : (920)235 -3061 ben@noffkelumber.com Copyright 0 2003 by Trus Jcist, a Weyerhaeuser Business �j� 1310 BEAM IN DECK FRAMING TJ- Beam(TM) 6.10 Serial Number. 700300 User 1 6/3/2004 10:05:19 AM 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page 4 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 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) 547 -1124 1124 -547 Max Shear (lbs) 878 -1463 1463 -878 • Member Reaction (lbs) 878 2926 878 Support Reaction (lbs) 2229 6066 2229 Moment (Ft -Lbs) 1042 -1853 1042 Live Deflection (in) 0.015 0.015 Total. Deflection (in) 0.020 0.020 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 658 -1013 383 -22 Max Shear (lbs) 989 -1352 466 -102 Member Reaction (lbs) 989 1818 102 Support Reaction (lbs) 2340 4958 902 Moment (Ft -Lbs) 1322 -1151 58 Live Deflection (in) 0.026 -0.011 Total Deflection (in) 0.031 -0.008 ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 22 -383 1013 -658 Max Shear (lbs) 102 -466 1352 -989 Member Reaction (lbs) 102 1818 989 Support Reaction (lbs) 902 4958 2340 Moment (Ft -Lbs) 58 -1151 1322 Live Deflection (in) -0.011 0.026 Total Deflection (in) -0.008 0.031 PROJECT INFORMATION: OPERATOR INFORMATION: KRIER CONSTRUCTION BEN STELLMACHER WHITPAN ADDITION NOFFKE LUMBER, INC. 1601 BOWEN ST. OSHKOSH, WI 54901 Phone : (920)235 -3080 Fax : (920)235-3061 ben @noffkelumber.com Copyright C 2003 by Trus Joist, a Weyerhaeuser Business 1 � 13/0 BEAM IN DECK FRAMING / /" tkwh.,n,Business °' ser Busi TJ-Beam(TM) 8.10 Serial N 7003007686 User 1 6/3/2004 10:05:19 AM 2 Pcs of 1 1/2" x 9 1/4" 1.4E Solid Sawn Spruce Pine Fir #2 Page 3 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 6' 4.00" 6' 4.00" Max. Vertical Reaction Total (lbs) 2340 6066 2340 Max. Vertical Reaction Live (lbs) 1831 4600 1837. Required Bearing Length in 1.84(S) 4.76(S) 1.84(2) Max. Unbraced Length (in) 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 133 -273 273 -133 Max Shear (lbs) 213 -355 355 -213 Member Reaction (lbs) 213 709 213 Support Reaction (lbs) 510 1466 510 Moment (Ft -Lbs) 253 -449 253 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 547 -1124 1124 -547 Max Shear (lbs) 878 -1463 1463 -878 Member Reaction (lbs) 878 2926 878 Support Reaction (lbs) 1221 3683 1221 Moment (Ft -Lbs) 1042 -1853 1042 Live Deflection (in) 0.015 0.015 Total Deflection (in) 0.020 0.020 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 658 -1013 383 -22 Max Shear (lbs) 989 -1352 466 -102 Member Reaction (lbs) 989 1818 102 Support Reaction (lbs) 1332 2575 398 Moment (Ft -Lbs) 1322 -1151 58 Live Deflection (in) 0.026 -0.011 Total Deflection (in) 0.031 -0.008 ALTERNATE span loading on even 4 spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 22 -383 1013 -658 Max Shear (lbs) 102 -466 1352 -989 Member Reaction (lbs) 102 1818 989 Support Reaction (lbs) 398 2575 1332 Moment (Ft -Lbs) 58 -1151 1322 Live Deflection (in) - 0.011 0.026 Total Deflection (in) - 0.0,08 0.031 PROJECT INFORMATION: OPERATOR INFORMATION: KRIER CONSTRUCTION BEN STELLMACHER • WHITPAN ADDITION NOFFKE LUMBER, INC. 1601 BOWEN ST. OSHKOSH, WI 54901 Phone: (920)235 -3080 Fax : (920)235-3061 ben c@noffkelumber.com Copyright C' 2003 by Trus Joist, a Weyerhaeuser Business