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Home My WebLink About0103060-Building (remodel sunroom)OSHKOSH ON THE WATER .lob.Address 1935 CLIFFVlEW CT Designer CITY OF OSHKOSH BUILDING PERMIT - APPLICATION AND RECORD Owner JOHN K/LINDA DEDEE Contractor QUALITY PLUS CONSTRUCTION INC Category 140 - Interior Remodeling No 103060 Create Date 07/24/2003 Plan Type I(~ Building (~ Sign (~ Canopy (~ Fence (~ Raze Zoning Class of Const: Size Unfinished/Basement 0 Sq. Ft. Rooms 0 Height 0 Ft. ~J Projection Finished/Living 0 Sq. Ft. Bedrooms 0 Stories Canopies Garage 0 Sq. Ft. Baths 0 Signs Foundation O Poured Concrete ~ Floating Slab ~ Pier ~ Other ~ Concrete Block ~ Post ~ Treated Wood Occupancy Permit Required Flood Plain Height Permit Park Dedication # Dwelling Units 0 # Structures 0 Use/Nature SFR/Remodeling the existing sunroom to create a vaulted ceiling. Calculations are req. for the existing header between the house and the of Work sunroom. Transom windows will be installed on the gable end and a new 6' patio door will be installed to the patio. HVAC Contractor Electric Contractor Fees: Valuation Issued By: Plumbing Contractor $15,000.00 Plan Approval $0.00 Permit Fee Paid $80.00 Park Dedication $0.00 Date 07/24/2003 Final/O.P. 00/00/0000 Permit Voided In the performance of this work I agree to perform all work pursuant to rules governing the described construction. Signature Date Agent/Owner Address W 4205 JEAN ST APPLETON WI 54915 - 0000 Telephone Number 920-734-7898 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. OSHKOSH ON THE WATER Job Address 1935 CLIFFVIEW CT Designer Category Type Zoning 140 - Interior Remodeling CITY OF OSHKOSH BUILDING PERMIT - APPLICATION AND RECORD Owner JOHN K/LINDA DEDEE Contractor QUALITY PLUS CONSTRUCTION INC Plan · Building (~ Sign (~ Canopy O Fence (~) Raze Unfinished/Basement 0 Sq. Ft. Fintahed/Living 0 Sq. Ft. Garage 0 Sq. Ft. Foundation · Poured Concrete (~) Floating Slab (~ Concrete Block O Post Occupancy Permit Required Park Dedication No 103060 Create Date 07/24/2003 Class of Const: Rooms 0 Height 0 Ft. Bedrooms 0 Stories Baths 0 (~ Pier O Other (~ Treated Wood Flood Plain Height Permit # Dwelling Units 0 # Structures 0 Size [] Projection Canopies 0 Signs 0 Use/Nature SFR/Remodeling the existing sunroom to create a vaulted ceiling. Calculations are req. for the existing header between the house and of Work the sunroom. Transom windows will be instslled on the gable end and a new 6' patio door will be installed to the patio. HVAC Contractor Electric Contractor Fees: Valuati~¥ ~n Issued By k~'~ $15,000.00 Plan Approval Plumbing Contractor $0.00 Permit Fee Paid $80.00 Park Dedication $0.00 Date 07/24/2003 Final/O.P. 00/00/0000 [] Permit Voided In the perform~e_of th~j~, agree~,~ e~.,~ work pursuant to rules governing the described construction. Address W 4205 JEAN ST APPLETON WI 54915 - 0000 Telephone Number 920-734-7898 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. '7' X~' /&' w'lNb(3~' "r R,4 /g,S t/ /vI For4 N£~ ,~,4FT'ERS WINI)~v¢' ~ a.d'vson ofTJ int~rn~ti'6n:al" ".'~ 7. '. -:, ' ' ' ,., ' ' ' ', , ' ' ::' ~'~'.~ A DMgion of L~n~ga Corporation Roger Krause Outside Salee Representative Bus. (920) Bus. (920) 779-4671 Line Item ~.. 0001 Location: RO Size 9' 6 3/8" W x 8' 4 7/8" H 1 2 6 3 7 4 Scale = 1:21.5 6x6 ~- 3 6.00 LOADING (ps0 TCLL 30,0 TCDL 7.0 BOLL 0.0 BCOL 10.0 I SPACING 1-0-0 ~ CSI Plates Increase 1.15 [ TC 0.71 Lumberlncrease 1.15 84; 0.61 RepStress [hcr NO WB 0.03 Code WISC/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 8 SYP 2250F 1 ,gE BeT CHORD 2 X 4 SPF 2100F 1 WEBS 2 X 8 SPF No.2 REACTIONS(lb/size) 1 =1168/0-3-6, 5=1168/0-3-6 Max Horz 1 =-63(Icad case 2) Max Uplift1 =-182(Icad case 4), 5=-182(toad case FORCES (lb) - First Load Case Only TOP CHORD 1-2=-471, 2-3=-5120, 3-4=-5120, 4-5=-471 BeT CHORD 2-6=5229, 4-6=5229 WEBS 3'6=444 NOTBS PLATES GRIP MI]20 197/'144 Weight: 103 lb BRACING TOP CHORD Sheathed or 6-0-0 cc pedins, BeT CHORD Rigid ceiling directly applied or 10-0-0 CC bracing. 1 ) This truss has been checked for unbalanced loading conditions, g) This truss has been designed for [he wind loads generated by 80 mph winds at 25 ff above ground level, using 5.0 pal top chord dead Icad and 5.0 psf bottom chord dead toad, 100 mi from hurricane oceactine, on an occupancy ASCE 7-93 per WISC/ANS195 If end verdca]s or cantilevers exist, they are exposed to w~nd, If porches ex[st, they are not exposed to wind. Tt~e lumber DeL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 1,5 considers parallel to grain value using ANSgTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing 4) Provide mechanical connection (by others) of truss to beadng plate capable Of withstanding 182 lb uplift at joint 1 end 182 lb uplift at joint 5. 5) This truss has been designed with ANSIfTPI 1-1995 cdteda. 6) Load case(s) 1,2, 3, 4, 5, 6 has been modified. Building designer must review loads to redly that they are correct for the intended use of this truss. 7) 2-ply truss to be connected together w~th 0.131"x3" Nails as follows: Top chords connected as fei]owe: 2 X 8 - 2 rows at 0-5~3 0c. Bottom chords connected as follows: 2 X 4 * I row at 0-9-6 Webs connected as folloWS: 2 X 8 - 2 rows at 0-9-0 cc, 8) Special hanger(s) or connection(s) required to support concentrated Icad(s) 1762 5lb down and 274,51b up at 6-3-0 on top chord. Design for unspadfied connection(s) is delegated to the building designer, LOAD CASE(S) 1) Regular: Lumber Increase=l,15, Plate Increase=1.15 Uniform Loads (pi0 Concentrated Loads (lb) Ve~t: 3=-1762.5 2) Wind Left: Lumber Idcrease=1,33, Prate Increase=1.33 Uniform Loads (pg) Veal: 2-4=-5,0, 1-2=-3,4, 2-3=1.6, 3-4=12.3, 4-5~7.3 Horz: 1-3=-6.6, 3-6=17.3 Concentrated Loads {lb) Job TF r~ss Truss Type QUALIT-'~* TAIL BEARING TIMBER BOOTS MTD, Ma ckville, W] 54913, Douglas D Danke LOAD CASE(S) Uniform Loads (pd) Horz: 1-3=-17.3, 3-5=17,3 Concentrated Loads (lb) 1st unbalanced Regular: Lumber Increase=l.15, Plate Increase=1,15 Uniform Lcads {plf) Vert; 2-4=-10.0, 1-2=-47,0, 2-3=-37,0, 3-4=-7.0, 4-5=-17.0 Concentrated Loads (lb) Vert; 3=-t 762.5 6) 2nd unbalanced Regular: Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (piT') Verb 2-4=-10.0, 1-2=-17,0, 2-3~7.0, 3-4=-37,0, 4-5=-47.0 Concentrated Loads Verb 3=-1782.5 Qty Ply 4,201 SRI s Nov 16 2000 MiTek Industries, Inc. Wed Jul 23 09:08:43 2003 Page 2 page1 Engine Version: 1.e.12 Ridge Beam I 3/4" x 9 1/2" 1,9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LIg'rF~- Member Slope: 6~12 Root Slope6tlZ All dimensions are horizontal. ~ '12' 6" ~ Product Diagram is Conceptual. ~OADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Pdrna~ Load Group - Snow (psf): 30.0 tJve at 115 % duration, 17.0 Dead Vertical Loads: Type Class Live Dead Location Application Uniform(plf) Snow(I.15) 188.0 106.0 0 To 12' 6" Adds To SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/U plfftJ'r otal 1 Studwall 3.50" 3.80" 1363/810/0/2172 LI: Blocking 2 Studwall 3.50" 3.50" 1363/810/0/2172 Ll:Blocking -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): LI: Blocking DESIGN CONTROLS: Maximum Design Control Shear (lbs) 2115 -1796 3633 Moment (Ft-Lbs) 6432 6432 6771 Live Load Deft (in) 0.482 0.608 Total Load Deft (in) 0.768 0.8t I Other 1 P~y I 3/4" 1.9E Microllam~ LVL I Ply 1 3/4" 1.9E Microllam® LVL Control Location Passed (49%) Rt. end Span I under Snow loading Passed (95%) MID Span 1 under Snow loading Passed (L/303) MiD Span 1 under Snow loading Passed (12190) MID Span 1 under Snow loading -Deflection C~tada: STANDARD(LL:L/240,TL:L/180). -Bracing(I-u): All compression edges (top and bet[om) must be braced at 2' 8" o/c unless detailed otherwise, proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trds Joist (TJ). TJ warrants the sizing of its products by this software wi[I be accomplished in accordance with TJ product design edter~a and code accepted design values. The spacifie product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Assosiate. - Not all products are readily available. Check with your supplier or TJ technical representative for Product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THiS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Quality Plus DEDEE Job OPERATOR INFORMATION: Mark Piquette Timber Roots Mackv[lle- UBC #745 W4892 County Road O Appleton, Wisconaln 64913 Phone: 920-736-1769 Fax : 920-735-1781 mp[quette@hoida.com TJ-Beam(TM)6.05SeriaINumbe,:7002105471 I 3/4" X 9 1/2" 1,9E Microllam® LVL Page2 EngineVerslon: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ^ 12' 2.00" Vertical Reaction Total (lbs) 2172 2172 Vertical Reaction Live (lbs) 1363 1363 Reqn~ired Bearing Length in 2.92(W) 2.92(W) Ur~braced Length (in) 32 all spans, LDF = 1.15 , Dead + Floor + Snow Demig= Shear (lbs) ~ax Shear (lbs) Meatier Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lhs) Live Deflection (in) Total Deflection (in) 1796 -1796 2115 -2115 2115 2115 2172 2172 6432 0.482 0.768 Loading on all spans, LDF = 0.90 , Dead Only Depi~ Shear (lbs) 670 -670 Flax shear (lbs) 788 -788 Meraber Reaction (lbs) 788 788 Su[~port Reaction (lbs) 810 810 Moment (Ft-Lhs) 2398 PROJECT INFORMATION: Ouality Plus DEDEE Job OPERATOR INFORMATION: Mark P[quette Timber Roots Maokville * UBC #745 W4892 County Road O Appleton, Wisconsin 54913 Phone; 920-735-1769 Fax ; 920-755-1781 mpiquette@hoida.com TJ_~eam(TM)S.06SerialNumben7002~6~5 3 112" x 9 1/2" 1.SE TimberStrand® LSL Page1 En~ineVer~io~: 1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof Slopeg/12 All dimensions ars horizontal, Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Snow (psf): 30.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Uniform(pio Snow(1.15) 660.0 330.0 0 To 7' 4" Adds To Comme~ SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Width Length Llve/Dead/U pliff/Totai 1 Studwall 3.00" 3.0(7' 253011302/013832 LI: Blocking 2 Stud wall 3.00" 3.00" 2530 / 1302 / 0 / 3832 L1: Blocking -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): LI: Blocking Other 1 Ply 1" x 9 1/2" e-Rim Board® I Ply 1" x 9 I/2" e-Rim Board® DESIGN CONTROLS: Maximum Design Co,roi Control Shear (Ihs) 3702 -2744 10197 Passed (27%) Moment (Ft-Lbs) 6555 6555 11598 Passed (57%) Live Load Deft (in) 0.t24 0.236 Passed (L/684) Total Load Deft (in) 0.188 0.354 Passed (I./452) Location Rt. end Span 1 under Snow loading MID Span 1 under Snow Ioading MID Span 1 under Snow loading MID Span 1 under Snow loading -Dm3ection Criteria: STANDARD(LL:L/360,TL:LD40). -Bracing(Lu): Ali 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. -Design assumes adequate continuous Isteral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presen[ed is output fram software developed by Trus Joist ('r J). 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. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THiS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above. Operator Notes: 2 SHOULDER STUDS PROJECT INFORMATION: QUALITY PLUS DEDEEJOB OPERATOR INFORMATION: UNITED BUILDING CENTER P.O. BOX 9 HIGHWAY 45 GREENVILLE, WISCONSIN 54942 Phone: 920-757-5433 Fax : 920-757-6624 Fage2 EngineVersio~: 1.~D. 44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,Load Group: Primary Load Group 7' 1.00" Max. Vertical Reaction Total (lbs) 3832 3832 Max. Vertical Reaction Live (lbs) 2530 2530 Required Bearing Length in 1.84 (W) 1.84 (W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.15 , Dead + Floor + Snow Design Shear (lbs) Max Shear (lbs) MeI~ber Reaction (lbs) Support Reaction (lbs) ~oment (FI-Lbs) Live Deflection (in) Total Deflection (in) 2744 -2744 3702 -3702 3702 3702 3832 3832 6555 0.124 0.188 Loading on all spans, LDF - 0.90 , Dead Only Design Shear (lbs) 932 -932 Hax Shear (lbs) 1258 -1258 ~e~ber Reaction (lbs) 1258 1258 Support Reaction (lbs) 1302 1302 ~oment (FI-Lbs) 2227 PROJECT INFORMATION: QUALITY PLUS DEDEE JOB Copyright ~ 2003 by Trus Joist, a Weyerhaeuser Business OPERATOR INFORMATION: UNITED BUILDING CENTER P.O. BOX 9 HIGHWAY 45 GREENVILLE, WISCONSIN 54942 Phone: 920-757-5433 Fax : 920-757-6624