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HomeMy WebLinkAboutDeck Details6" X 6" TREATED POST+ SIMPSON PB/PBS POST BASE FOR 6 X 6 TREATED POST 24" ROUND TUBE (SONNE TUBE) TYPE FORM WITH BOTTOM OF TUBE 30" BELOW FINISHED GRADE FILLED WITH 2500 PSI OR BETTER CONCRETE �2t1 X 6" S4S 5/4" X 4" 2"X2"4"0.6. RAILING AND DE 6 X 6 BUILTY UP CEDAR POSTS (SEE DETAILS) 2 X 6 S4S CEDAR 1 X 4 CEDAR 2 X 2 S4S PICKETT 4" OC 1 X 4 CEDAR WRAP 5/4" X 6 DECKING 2 X 8 TREATED JOIST 16" OC 6 X 6 POST INTO CONCRETE BOTTOM 30" BELOW FINISH GRADE (SEE POSTAND CONNECTION DETAIL) DECK DETAILS SCALE: 1/4" = Ill l 0w, 1/21' TREATED PLYWOOD SPED TO 511 NET FATED 2 X ro S TRIM RIPPED TO SIZE WRAPPED WITH 1X GEDAR EWP Studio Client: Date: 4/21/2024 Page 1 of 1 Simpson Strong -Tie® Project: Input by: Address: Component SolutlonsTM Job Name: 3361 SHELBORNE WOODS WAY BEAMA Project #: B1 2.1E RigidLam LVL DF 1.750" X 14.000" 2-Ply - PASSED Level: Level 1 ® ® ® ® J12" o 1 SPF 0-3-8 2 SPF 0-3-8 16'3 112" '4 1/2" 163 1/2" 1 Member Information Reactions UNPATTERNED Ib (Uplift) Type: Girder Application: Floor Brg Direction Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 Vertical 0 1734 2444 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 0 1734 2444 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal - II Temperature: Temp - 100'F Bearings Bearing Length Dir. Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - SPF 3.500" Vert 80 % 1734 / 2444 4178 L D+S 2 - SPF 3.500" Vert 80 % 1734/2444 4178 L D+S Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 16074 ft-lb 81 3/4" 33318 ft-lb 0.482 (48%) D+S L Unbraced 16074 ft-lb 81 3/4" 16138 ft-lb 0.996 D+S L (100%) Shear 3445 lb 1'5 112" 10894 Ib 0.316 (32%) D+S L LL Defl inch 0.273 (L/695) 8'1 13/16" 0.396 (U480) 0.691 (69%) S L TL Defl inch 0.468 (U406) 8'1 13/16" 0.792 (U240) 0.591 (59%) D+S L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 6A 1 /16" o.c. 6 Bottom must be laterally braced at end bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1,6 Const. 1.25 Comments 1 Uniform 10-0-0 Top 20 PSF 0 PSF 30 PSF 0 PSF 0 PSF Self Weight 13 PLF d,mhoela 6. For not more a drain w Notes Pmvi a proper ego prevam Manufacturer Info NPI Consulting LLC 9 Roseburg Forest Products d" Coll structured D"lgns Is responsible o,Iy of me Handling & Installation po" g 5089 Raesner N. Drive, IN structural adequacy of this wmponent based on the 1. LVL beams must not be wtor driled 3661 Gateway Street 46163 design criteria and Instil s shown. It is me 9 9 2. Refer anufacturere mtluct information P responslblllry of me customer andlor the wntreclor to S do field OR 97477 P g 317-509-1527 regaNing Installatlon requirements, multi ply appire the component suitability of the intentled fastening tletails, beam strength values, and wtle (541) 679-3311 iwnon, andinverlry me aimensions ana loads. approvals www.roseburg.com Lumber 3. Damaged Beams must not es used a. Design asaumas top saga is IareralN reatreinee APA: PR-L289, PR-L270, ICC-ES: A.1w t. on service wna'ltiona, umasa notaa omarwiaa 6. Provide laterol support at baadng points to avoid ESR-1210 2. LVL not to be treated with fire nsmrdant or wrroslve Ill displaoamantand humon This design is valid until 7/6/2026 CONSULTING EWP Studio Version 23.52.709 Powered by iStruct- Dataset: 23040401.276 (embedded) STAIRWAYS: MAXIMUM RISER HEIGHT SHALL BE 7-3/4" AND MINNIMUM TREAD DEPTH SHALL BE 10" MEASURED HORIZONTALLY FROM THE VERTICAL PLANE OF THE FURTHEST PROJECTION OF THE ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREADS LEADING EDGE NOSE TO NOSE. THE GREATEST RISER HEIGHT AND THE GREATEST TREAD DEPTH SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8". THE MINIMUM HEADROOM SHALL NOT BE LESS THAN 6'-8" MEASURED VERTICALLY FROM THE SLOPED PLANE ADJOINING THE TREAD NOSING OR FROM THE FLOOR SURFACE OF THE LANDING. HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF THE EACH RUN OF TREADS WITH FOUR OR MORE RISERS, AND THEIR HEIGHT "' "^k I ICALLYFROM THE SLOPED PLANE ADJOINING THE TREAD NOSING TO TOP OF RAILING) LL BE 34"-38". EXISTING STAIRS SHALL CONFORM TO THESE REQUIREMEMNTS WHEN IIFIED IN PART OR IN WHOLE. Size Stair Rise 9'2.000" Stair Run 12' 3.000' Stair Width 36000 Angle 80.0 Ej Include Nosing ❑ Left ❑ Right Depth 0.750' ill Q square 0Round ❑ Rake Riser to Nosing Railings Q Left Rail Q Right Rail Stringer © Left Stringer ❑✓ Open Left ❑ Left VOlate Q Right Stringer n Open Right ❑ Right Volute Center Number 0 Recess 1.500' n Depth 11.250' iii Width 1.500' I Show Skirt ❑ Risers Number 5 Height 0' 7.3438' Open Riser Q Tread Thickness 1.250" Depth 10.500' Boom count Deflection i o i WP Studio Client: Date: 6I7I2024 Page 1 of 1 Project: Simpson Strong -Tie® Input by: Component Solutions" Address: Job Name: Beam C Shelborne Drive Project #: B1 2.1 E RigidLam LVL DF 1.750" X 16.000" 3-Ply - PASSED Level: Level 3 2 o 1 SPF 0-3-8 o 2 SPF 0-3-8 JI�Iy 20' "I "I51/4" 20, Member Information Reactions UNPATTERNED Ib (Uplift) Type: Girder Application: Floor Brg Direction Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 Vertical 3200 2422 1200 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 3200 2422 1200 0 0 Deflection LL: 360 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal - II Temperature: Temp - 100`F Bearings Bearing Length Dir. Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - SPF 3.500" Vert 73% 2422 / 3300 5722 L D+0.75(L+S) 2 - SPF 3.500" Vert 73% 2422 / 3300 5722 L D+0.75(L+S) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 34867 ft-lb 10' 66764 ft-lb 0.522 (52%) D+0.75(L+S) L Unbraced 34867 ft-lb 10' 35101 ft-lb 0.993 (99%) D+0.75(L+S) L Shear 48351b 17 1/2" 16240 Ib 0.298 (30%) D+L L LL Defl inch 0.366 (L/642) 10' 1/16" 0.652 (U360) 0.561 (56%) 0.75(L+S) L TL Defl inch 0.630 (L/373) 10' 1/16" 0.978 (U240) 0.644 (64%) D+0.75(L+S) L Design Notes 1 Provide support to prevent lateral movement and rotation at the and bearings. Lateral support may also be required at the interior bearings by the building code. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 4'11 5/8" o.c. 6 Bottom must be laterally braced at end bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 8-0-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Uniform 1-0-0 Top 80 PSF 0 PSF 0 PSF 0 PSF 0 PSF 3 Point 10-0-0 Top 1200 lb 0lb 2400 Ib 0lb 0lb Bearing Length 0-3-8 Self Weight 22 PLF Notes dtemiwla 6. For not more provide proper droinage to prevem Manufacturer Info NPI Consulting LLC ontll P ns coo a st ow a Handlin &Installation ul tad m red Daslgns is min g Roseburg Forest Products 5089 Raesner N. Drive IN : w edepueey of Nmmuslblecnly wmPonem beeIt on me t. LVw muatnot becuror Gateway Street 46163 I to 2. Rarer m anuranurera prod inmrmaden resure,onh. of me ws[omulterlit rotM1e colntrscrcrt la stallbear Springfield, S rin Feld, OR 97477 P 9 317-509-1527 317-5 rain i,,,n apprwma wmpon h wlreelrsi or d l Imendae r`�awmr.a anode, beam aneo�n .ewes, and Ise den, and mvedry me aimenaionaena loads. approvals (541) 679-3311 www.roseburg.com 3. Dame ab Beams must not I.- Lumber APA: PR-L289, PR-L270, ICC-ES: N-w 4. Design assumes top edge is laterally reememed t. Dr,-1. oorWnlona. uheae noted nhem lee s. Rmvitla rele suppo baadng wlnts m avoid ESR-1210 2. LVL nottoeetreated vAmfire regmantorcortoslve no laterol dlsplasement ana mtadw This design is valid until 7/6/2026 CONSULTING E EWP Studio Version 23.52.709 Powered by i5truct- Dataset: 23040401.276 (embedded) EWP Studio Client: Date: 4/21/2024 Page 1 of 1 Simpson Strong -Tie® Project: Input by: Address: Component SolutlonsTM Job Name: 3361 SHELBORNE WOODS WAY BEAM B Project #: B1 2.1E RigidLam LVL DF 1.750" X 14.000" 3-Ply - PASSED Level: Level 3 2 0 0 1 SPF 0-3-8 2 SPF 0-3-8 16'3 1/2" 5 1/4" 16'3 1/2" Member Information Reactions UNPATTERNED Ib (Uplift) Type: Girder Application: Floor Brg Direction Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 Vertical 109 3036 2688 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 109 3036 2688 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal - II Temperature: Temp - 100'F Bearings Bearing Length Dir. Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - SPF 3.500" Vert 73% 3036/2688 5724 L D+S 2 - SPF 3.500" Vert 73% 3036/2688 5724 L D+S Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 22021 ft-lb 8'1 3/4" 51977 ft-Ib 0.424 (42%) D+S L Unbraced 22021 ft-lb 8'1 3/4" 22063 ft-lb 0.998 D+S L (100%) Shear 4722 Ib V5 1/2" 16342 Ib 0.289 (29%) D+S L LL Defl inch 0.201 (U947) 8'1 13116" 0.396 (L/480) 0.507 (51 %) S L TL Defl inch 0.427 (U445) 8'1 13116" 0.792 (L/240) 0.539 (54%) D+S L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 7' 1/4" o.c. 6 Bottom must be laterally braced at end bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 11-0-0 Top 20 PSF 0 PSF 30 PSF 0 PSF 0 PSF 2 Uniform 1-4-0 Top 40 PSF 10 PSF 0 PSF 0 PSF 0 PSF 3 Uniform Top 80 PLF 0 PLF 0 PLF 0 PLF 0 PLF Self Weight 19 PLF Notes ohemloals 6. For flat roofs provide proper drainage to prevent Manufacturer Info NPI Consulting LLC Roseburg Forest Products calo.1med Stor-red designs Is rasp-ible oniy of the Handling & Installation po"di"g 5089 Raesner N. Drive, IN stmctuml adequacy of this wmponent based on the 1. LVLbeamsmust not becutorddlled 3661 Gateway Street 46163 design criteria end loadings shown. It Is the 2. Refer to manufacturers product Informatlon rea ,ibiliry of the customer a,dlor the wntreaor to S rin field, OR 97477 P 9 317-509-1527 ul regaNing inon e stallatigurunume, me-pN the wmponant mr.rility of me Intended fastening details, bam estrength values, and cod, (541) 679-3311 ape piioafion, and to verity the dimensions ana loads. aPpro,el. www.roseburg.com Lumber 3. Dam aged Beams must not be used APA: PR-L289, PR-L270, ICC-ES: as 4. Design aumas top edge is laterally restrained 1, pry service wntlitions, unless noted otherwise S. Provide leorel support at bearing points to avold ESR-1210 2. LVL not inbe mooted with fire retardant or orm lve lataml displacement and rotation This design is valid until 7/6/2026 C O N S U LT I N G EWP Studio Version 23.52.709 Powered by i5tructie Dataset: 23040401.276 (embedded) COPYRIGHT 2023 NPI CONSULTING LLC. ALL RIGHTS RESERVED In Wednesday, July 31, 2024 he d C M 0 O � 3:11 W z z NJ W O � m.J � 2 V H CV N m T r W T W Sit z a � Q CC U) 0 1. THE DESIGNER (NPI CONSULTING LLC) IS PROVIDING PLANS ONLY. NO OTHER TYPE OF SERVICE IS INTENDED OR IMPLIED. THESE PLANS ARE TO BE USED BY A COMPETENT LICENSED CONTRACTOR KNOWLEDGEABLE IN THE BUILDING TRADES, WHO WILL CHECK AND VERIFY ALL DIMENSIONS AND CONDITIONS AND BE RESPONSIBLE FOR THEM. 2. ADMINISTRATION OF THE JOB WILL BE BY OWNER OR HIS REPRESENTITIVE. THE CONTRACTOR AND THE OWNER SHALL BE SOLEY RESPONSIBLE FOR THE BUILDING CONSTRUCTION PROCESS MEANS AND METHODS AND JOBSITE SAFETY. THE DRAWINGS INDICATE THE GENERAL SCOPE OF THE PROJECT. IE DIMENSIONS OF IE BUILDING, MAJOR ARCHITECTURAL ELEMENTS, AND TYPE OF rRUCTURAL SYSTEM. IE DRAWINGS DO NOT DESCRIBE ALL THE WORK REQUIRED FOR COMPLETING THE PROJECT. BASED ON THE DRAWINGS, THE CONTRACTOR MUST FURNISH ALL ITEMS REQUIRED FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK. 4. THE CONTRACTOR MUST THROUGHLY EXAMINE THE DRAWINGS TO DETERMINE THE SCOPE AND INTENT OF THESE DOCUMENTS AND DRAWINGS. THE MUST VISIT THE SITE AND BECOME INFORMED OF ALL EXSISTING CONDITIONS, DIMENSIONS AND LIMITATIONS UNDER WHICH THE WORK IS TO BE PERFORMED. IF ANY DISCREPANCIES OR OMISSIONS ARE DISCOVED THE CONTRACTOR MUST NOTIFY THE DESIGNER. 5. THE CONTRACTOR MUST FURNISH SKILLED LABOR, MATERIAL, EQUIPMENT, APPLIANCES AND SERVICES, AND PERFOM ALL OPERATIONS NECESSARY TO COMPLETE THE WORK IN A SAFE AND WORKMANLIKE MANNER. 6. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIOF DO NOT SCALE DRAWINGS. 7. ALL MATERIALS AND EQUIPMENT MUST BE INSTALLED PER MANUFACTURERS INSTRUCTIONS AND RECOMMENDATIONS, AND TO THE BEST INDUSTRY STANDARDS. 8. THE DESIGNER AND HIS CONSULTANTS DO NOT WARRANT OR GUARANTEE THE ACCURACY AND COMPLETENESS OF THE WORK PRODUCT HEREIN. 9. ANY AND ALL SITE DRAWINGS HAVE BEEN FURNISHED TO THE DESIGNER AND ALTHOUGH THE DESIGNER (NPI CONSULTING LLC) MAY HAVE DRAWN THE BUILDING LOCATION AND ALL NEEDED SITE PLANS FOR PERMIT PURPOSES, THE DESIGNER IS NOT RESPONSIBILE FOR THE ACCURACY OF THE SITE PLAN. 10. DESIGNER AND HIS ASSOCIATES LIABILITY AS WELL AS THAT OF CONSULTING LLC, IS LIMITED TO THE COST OF THE PLANS. 7=1 ill 1117 U L i CONSULTING DESIGN DRAFTING RENDERING NPI Consulting LLC 5089 Raesner N. Dr. New Palestine, IN 46163 317-509-1527 npidraftdesign@gmail.com