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Home My WebLink About0080629-Building (porch) .' OSHKOSH ON THE WATER Job Address 1730 ORCHARD CT CITY OF OSHKOSH No 0080629 BUILDING PERMIT - APPLICATION AND RECORD Owner HAROLD R MUNSCH ETAL Create Date 08/31/2000 Designer Contractor OWNER Category 142 - Decks, Patios, Ramps Plan Type . Building . 0 ~!!!~___ . Q.<:;~rl9EL_ Class of Const: o Fence o Raze I ... .--.-...----------------' Zoning Size Height Ft. D_F'r()jection J Unfinished/Basement Sq.Ft. Sq. Ft. Sq.Ft. Rooms Canopies Finished/Living Bedrooms Stories Garage Baths Signs Foundation Poured Concrete 0 Floating Slab Concrete Block 0 Post o Pier 0 Other o Treated Wood 48" frost protection required Occupancy Permit Not Required Flood Plain Height Permit # Dwelling Units o # Structures o Park Dedication Use/Nature SFRI Converting existing 8' x 12' deck into enclosed porch as per plans submitted. 12" dia concrete tube foundation required for loads of Work mposed. All structural work as per cales submitted. Separate electrical permit needed for any wiring. Plumbing Contractor HV AC Contractor Electric Contractor $0.00 Permit Fee Paid $45.00 Park Dedication $0.00 Fees: Valuatio~ ~Ian Approval Issued By: 'P " Date 08/31/2000 Final/O.P. o Permit Voided I In the performance of this work I agree to perform all work pursuant to rules governing the described construction. Signature .LJavl fi. ~d- Date t / :J (- ()() Agent/Owner Address 1730 ORCHARD CT OSHKOSH WI 54901 - 6662 Telephone Number ~ H ~u o ,~~ ~f2 f~~ ~~ ..,.. ( \ ! ! . I I \ l i \ j I I~ : ~ (''t: i<,y -. -+ <: a - 0.- - 'N t'('op~eD 61 x. ~ ~tler>~ ..- . fiP'"' 'L \} 11 O,C , Dec-k \. ; '~l" ~ . ::z ' , ,-:I 4=:\ . 1 ~'l ;~.!. . :J:.! :t- O" _\ y.. . rJ..' . - . ;, a . , '\ :Ql 00 \ ,.. Ii " ''-11..11 ;'. . t. \ t I ..... 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"1:. ~ ~ '3 ~ ~\ fil,XSL5"=(J) ~:1 ,< .;J?IS Jf"Clfty If ;::.:":;:' -1--- L "-,'/7 - \, I I~- , ,~-~ .~--,--' I J ~ I ~l f' I I ~ R ,. ,~ -3 (..... ~ ,., ~ t i::: ~ ~'" :) \I) t ~ ~ ~ C:\ ~ '> ~ V) - ~ ~! ~ I ! t'. I ~! ~, I \lJl ~' ~ ~ ~ I )(' ~ ~ ...0 1..1..- I " Page 1 LOUIS~ANA-PACIFIC CORPORATION / WOOD-E DESIGN 2000.1.1008/29/00 10:08:43 COMPANY: OSHKOSH LUMBER COMPANY '~JOBID: STATE: WI CODE: WISC **WARNING** DO NOT USE. THIS DESIGN AFTER: 3/1/2001 PRODUCT: 1-PLY 1.750" X 9.500" GANG-LAM LVL 2950Fb 2.0E .ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL ALLOWABLE STRESS INDICES 1160 2468 7694 0.321 1128 3696 0.305 0.090 0.438 L/1164 0.138 0.583 L/762 v <vci --------------------------------------------------------------- **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. NOTES *** VIBRATION CRITERIA NOT USED IN THIS DESIGN. *** REDESIGN CHOOSING "AS ENTERED". *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 9.000' TOTAL SPAN: 9.00 FT DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN ( PSF) (PSF) CARRIED SLOPE ----- ----- -------- ----- 30 15 9.000' 0.00 SPAN CARRIED IS CONTINUOUS. ALLOWABLE ALLOWABLE LOADING LL DEFLECT TL DEFLECT SIDE L/240 L/180 LOAD PATTERNS (UNFACTORED LOADS) CASE SPAN SHAPE TyPE SOURCE W1 W2 Xl (FT) X2 (FT) ------ ------------ ------------ ------- ------- +ALL 1 UNrF DEAD ROOF 89.1 PLF 0.000 9.000 +2 1 UNIF LIVE ROOF 0.0 PLF 0.000 9.000 +1 1 UNIF LIVE ROOF 168.8 PLF 0.000 9.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LDF Page 2 - - --':~:::- - - - - - - - -- --------------- --------......-- , .' 1 2468 1128 1.15 . t 2 853 390 0.90 UNFACTORED SUPPORT REACTIONS ( LBS ) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------~------------------------------ (REACTIONS FOR TOTAL LOADS --~---------------------- CASE BRG#l BRG#2 1 2 1160 401 1160 401 REACTIONS FOR DEAD LOAD CASE BRG#l BRG#2 1 2 401 401 401 401 REACTIONS FOR LIVE LOAD CASE BRG#l BRG#2 ----- ----- 1 759 759 2 0 0 CASE BEARING SIZES (IN) ------------------ 1 3.00 3.00 2 3.00 3.00 LIVE LOAD DEFLECT TOTAL LOAD DEFLECT DEAD LONG TERM CASE SPAN ACTUAL ALLOW. L/7 ACTUAL ALLOW. L/7 ACTUAL DEAD ACTUAL 1 1 0.090 0.438 1164 0.138 0.583 762 0.048 0.071 2 1 0.000 0.438 0 0.048 0.583 2203 0.048 0.071 **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. STRESS INDICES CASE MSI VSI 1 2 0.321 0.142 0.305 0.135 SLENDERNESS RATIO = 5.43 LIMIT = 10.0 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM WRONG INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LOUISIANA-PACIFIC. Page 3 THIS', <;OMPONENT DESIGN IS SPECIFICALLY FOR LOUISIANA-PACIFIC ENGINEERED WOOD '-'PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, L?I-JOISTS, TECLAM LVL, OR TLI-JOISTS IS STRICTLY PROHIBITED. ..., fI, ., ,. Page 1 " LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2000.1.1008/29/00 10:15:08 COMPANY: OSHKOSH LUMBER COMPANY JCB ID: ~TATE: WI CODE: WISC **WARNING** DO NOT USE THIS DESIGN AFTER: 3/1/2001 PRODUCT: 2-PLY 1. 750" X 9.500" GANG-LAM LVL 2950Fb 2. OE " ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL ALLOWABLE STRESS INDICES 1132 4971 15389 0.323 1063 7393 0.144 0.141 0.588 L/1000 0.218 0.783 L/646 \r-.\e- Go?' ~ **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. NOTES *** VIBRATION CRITERIA NOT USED IN THIS DESIGN. *** REDESIGN CHOOSING "AS ENTERED". CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPL~ED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. *** ATTACH 2 BEAM PLIES WITH 2 ROWS OF 16d COMMON NAILS ON EACH FACE STAGGERED AT 12.00" C/C. *** MAKE PROVISIONS TO TRANSFER CONCENTRATED .LOADS EQUALLY TO ALL PLIES. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN ALLOWABLE ALLOWABLE (PSF) (PSF) CARRIED SLOPE LOADING LL DEFLECT TL DEFLECT ----- ----- -------- ----- ------- ---------- ---------- 30 15 3.000' 0.00 SPAN CARRIED IS CONTINUOUS. TOP L/240 L/180 Page 2 .;- LOAD PATTERNS (UNFACTORED LOADS) .' -_:...._--------- CASE SPAN SHAPE TYPE SOURCE Wl W2 Xl (FT) X2 (FT) './" ------- ---- ----- ------ ------------ ------------ ------- ~ I +ALL 1 UNIF DEAD ROOF 32.9 PLF 0.000 12.000 ALL 1 CONC DEAD ROOF 414.0 LBS 6.000 +2 1 UNIF LIVE ROOF 0.0 PLF 0.000 12.000 2 1 CONC LIVE ROOF 0.0 LBS 6.000 +1 1 UNIF LIVE ROOF 56.3 PLF 0.000 12.000 1 1 CONC LIVE ROOF 780.0 LBS 6.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LDF 1 2 4971 1758 1063 379 1.15 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS -------------------------------~--------------~------------------------------ REACTIONS FOR TOTAL LOADS CASE BRG#l BRG#2 1 2 1132 404 1132 404 REACTIONS FOR DEAD LOAD CASE BRG#l BRG#2 1 2 404 404 404 404 REACTIONS FOR LIVE LOAD CASE BRG#l BRG#2 ----- ----- 1 728 728 2 0 0 CASE BEARING SIZES (IN) ------------------ 1 3.00 3.00 2 3.00 3.00 CONCENTRATED LOADS SPAN TYPE Wl(LBS) X1(FT) MIN BRG(IN) ------- ------ ,----------- 1 DEAD 414.0 6.0 2.50 LIVE LOAD DEFLECT TOTAL LOAD DEFLECT DEAD LONG TERM CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ACTUAL DEAD ACTUAL .: Page 3 1 .' 1 0.141 0.588 1000 0.218 0.783 646 0.077 0.116 " . 2 1 0.000 0.588 0 0.077 0.783 1821 0.077 0.116 '"' ..._.-.......~ **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. STRESS INDICES CASE MSI VSI 1 2 0.323 0.146 0.144 0.066 SLENDERNESS RATIO = 2.71 LIMIT = 10.0 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM WRONG INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LOUISIANA-PACIFIC. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LOUISIANA-PACIFIC ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, LPI-JOISTS, TECLAM LVL, OR TLI-JOISTS IS STRICTLY PROHIBITED. ... , Page 1 LOUIS~ANA-PACIFIC CORPORATION / WOOD-E DESIGN 2000.1.1008/29/00 10:04:13 7 COMPANY: OSHKOSH LUMBER COMPANY , JOB ID: STATE: WI CODE: WISC **WARNING** DO NOT USE THIS DESIGN AFTER: 3/1/2001 PRODUCT: 1-PLY 1. 750" X 9.500" GANG-LAM LVL 2950Fb 2.0E ! ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION / ~~;;~=====-----~~~i;~~--~?;;~i--:~~-_::~;~,'~~--_:~~~;~~~~,.~~ ALLOWABLE 7694 3696 0.388 0.517 ~___.// STRESS INDICES 0.291 0.313 L/1450 L/947 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. NOTES *** *** VIBRATION CRITERIA NOT USED IN THIS DESIGN. REDESIGN CHOOSING "AS ENTERED". *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN ALLOWABLE ALLOWABLE (PSF) (PSF) CARRIED SLOPE LOADING LL DEFLECT TL DEFLECT ----- ---....- -------- ----- ------- ------.---- ---------- .. 30 15 13.000' 0.00 SIDE L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. LOAD PATTERNS (UNFACTORED LOADS) CASE SPAN SHAPE TYPE SOURCE WI W2 Xl ( FT) X2 (FT) ------ ------------ ------------ ------- ------- +ALL 1 UNIF DEAD ROOF 103.4 PLF 0.000 8.000 +2 1 UNIF LIVE ROOF 0.0 PLF 0.000 8.000 +1 1 UNIF LIVE ROOF 195.0 PLF 0.000 8.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LDF Page 2 , ~ --~----------- --------------- ----------- . : q~ ~ 1 2241 1156 1.15 2 777 401 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------~------------------------------ REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 2 1194 414 1194 414 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 /'414 \ 414 2 ~r4/ 414 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 ----- ----- 1 (~fi) 780 2 0 CASE BEARING SIZES (IN) ------------------ 1 3.00 3.00 2 3.00 3.00 LIVE LOAD DEFLECT TOTAL LOAD DEFLECT DEAD LONG TERM CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ACTUAL DEAD ACTUAL 1 1 0.064 0.388 1450 0.098 0.517 947 0.034 0.051 2 1 0.000 0.388 0 0.034 0.517, 2732 0.034 0.051 **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. STRESS INDICES CASE MSI VSI 1 2 0.291 0.313 0.129 0.139 SLENDERNESS RATIO = 5.43 LIMIT = 10.0 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM WRONG INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LOUISIANA-PACIFIC. , Page 3 ~THLS~COMPONENT DESIGN IS SPECIFICALLY FOR LOUISIANA-PACIFIC ENGINEERED WOOD '~PR0mJCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, LPI-JOISTS, TECLAM LVL, OR TLI-JOISTS IS STRICTLY PROHIBITED.