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STRUCTURAL CALCS - 16-00688 - 895 S 2380 W - SFR
Yok LELngiineenng Structural Design g (801) 876-3501 L e F. GIsi 9737 �pg��g�yAMrypMyp�q{q '; SIRYCNPK�ENtlHE01M0 IXILY Structural Calculations Wellington (Elevation A) B4 L20 Summerfield Rexburg, ID 83440 Prepared For: KA T _R CHNER H 0 M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 10/6/2016 10/6/2016 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Wellington (Elevation A) Location: B4 L20 Summerfield From: York Engineering hie. 2329 West Spring Hollow Road Morgan, Utah 84050 (801)876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): 40 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 40 Floor Dead Load (psf): 10 Seismic Design Category: D Wind Speed: 115 mph for Exposure C Material Properties. Concrete (f,'): 3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH= 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Dimensional Lumber: Doug Fir 42 or better Steel: ASTM Grade 50 Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of "Registered Design Professional in Responsible Charge" on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: 1.Contractor to verify all dimensions; spans, &'conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. Contractor shall assure that footings are properly drained, soil is dry, footings rest on undisturbed native soil, building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 7. The contractor shall conform to all building codes and practices as per the 2015 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. Stacking of two sill plates is permitted with 5/8" J -Bolts through both plates. Stacking more than 12. two plates is not permitted without special engineering. 13. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall 14. be used. 15. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 16. Block all horizontal edges 1 1/2" nominal or wider. 17. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than 1/2" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints and over rim joist between floors and nail to rim and wall plates at 6" O.C. Plan: Wellington (Elevation A) Date: 10/6/2016 Location: B4 L20 Summerfield LOCATION Back Front Left Right Interior FS: 1.03 FS: 1.01 FS: 3.65 FS: 3.65 FS: 2.42 SOIL SPECS Density pcf) 125 125 125 125 125 Soil Pressure s, 1500 ''".::: - 1500 1500, 1500 15,09 = . Weight (k/Ift) 0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Spar (ft) - 37 40 4 , 0 Floor Span (ft) , ; ';37 36� 4� . 4 Wall Height (ft} y '10- 10 ; 10* 'SuspendedSl ft) ;. 0;'." 0.° 0 OG ,;: .:0` Total Load (k/Ift) 2.14 2.20 0.41 0.41 0.63 FOOTING SPECS Fo9fin' :1Nidih ih 2Q ` L 20 20 16 . ' ~ Footing Width (ft) 1.67 1.67 1.67 1.67 1.33 Footing Height (ft) 0.83 0.83 0.83 0.83 0.67 FOUNDATION Height Above Grade (in) 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS' Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.42 2.48 0.69 0.69 0.83 Soil Load (ksf) 1.45 1.49 0.41 0.41 0.62 Plan: Wellington (Elevation A) Dale: 101612016 Location: B4 L20 Summerfield LOADING SUMMARY Roof Live Load (psf): 40 Avg. Length (ft) Avg. Width IR) Wall Height IN) Dead Wg Roof NadLaetl (pal): 15 Roof 49.25 41.37 15 Floor Live Load(psp: 40 Floor 37.24 '.37 8'. 10 Floor Dead Wad(psl): 10 al.,..I eo vc u a In Eaiedor Wall Dead Load (psf): 20 Interior Wall Dead Load (pan: 10 Suspended Slab Dead Load huf 75 Suspended Slab Live Load loan: 60 SNOW LOAD PARAMETERS Roof8lope lxl12): 6 Roof Pltch(6): 26.57 Total Roof Ward (paff: 55.00 SEISMIC LOAD PARAMETERS Wx(kip) Site Class: D F.: 1.00 R: 6.5 Sa: 1.500 Sas: 1.500 Soy 0.999 Ca: 0.154 Redundancy Fact., p : 1.30 ASD Load Combination Factor. 0.70 Factored Ca: 0.140 SHEAR DISTRIBUTION Base Shear Force lb. 13,276 Floor 1 Lateral Force Ib: 0 Floor Lateral Force Ib: 7,148 Roof Lateral Fame Ib: 6128 Diaphragm Wading(p8): 73 Oiaphmgm FS 3.15 31,897 11,917 43,814 22,860 28,228 51.108 SEISMIC FORCE DISTRIBUTION H. IR) Wx(kip) Hxx Wx %Force Total Shear kip) Fx VX Roof Floor2 Floarl 23.50 10.00 1.00 43.81 51.11 0.00 1,030 562 0 65% 8.59 35% 13.28 0% 13.28 8.59 4.69 0.00 8.59 13.28 8.59 TOTALS1 0.01 94.92 1.592 13,276 13.28 Plan: Wellington (Elevation A) Date: 10/6/2016 Location: B4 L20 Summerfield Shear Wall Allowable Loads (plf) Selsmic(klps) Wind (kips) seismic wind total lefl/right frontl0ack SW -1 240 336 2nd Floor 6.6 VIPs 7.1 7.1 SW -1 350 490 tat Floor 4] kips 8.2 6.7 SW -2 450 630 Basement 0.0 kips 4.6 3.6 SW -3 586 819 Location Flex Bed 4 Bed 3 Back Side Labeled Right Side Frontside 2 Car and Car Back Side 3rd Car Left Side Frontside Frontside Frontside Backside- Left sitle Right side Front side Frontside Front side Backside Backside Lee side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up wl none none none none none none second floor second floor none second floor none second Floor Width 16 12 10 30 36 36 16 22 12 38 12 36 Depth 36 38 36 36 38 38 36 22 24 20 24 30 Am. (soft) 288 228 180 ' 696 698- 696 € 364, ;; 242 144 i 664 144 ,j 1020 Force (to) 1783 1412 1115 4310 4310 4310 884 557 331 1528 331 2347 Add. Force 1777 1407 1110 4294 4294 4294 883 556 331 1528 331 2344 % offlaar 21% 16% 13% 50% 50% 50% 19% 12% 7% 33% 7% 50% Flt. Diaphragm .432 342 270'. 1045 1045. 1045 215 135 61. 371 81 571 Transferred Forcer 0 0 0 0 0 0 0 0 0 0 0 0 orces tram Upper o 0 0 0 0 0 1777 2517 0 4294 0 4294 Total Seismic 1777 1407 1110 4294 4294 4294 2659 3073 331 5820 331 6638 Wind gb) 1473 1166 920 3559 3561 3561 1253 790 470 2167 470 408B Adj. Farce 1467 1162 917 3546 3547 3547 1252 789 469 2165 469 4083 %of total 21% 16% 13% 50% 50%. 50% 19% 12% 7% 33% 7% 50% Total Wind 1467 1162 917 3546 3547 3547 2719 2868 469 5710 469 7631 Sheer Well FM FM FM 23 22.5 14.5 FIRM 7 Panel 20.5 12 21.5 Aspect Ratio 0.96 0.69 0.64 0.99 0.94 1 0.88 Frame 0.93 1 .0.96 PSW Adj. Ce 1 1 .0.74 0.73. 1 1 0.62 1 0.83 Sets Load aft 187 191 296 439 284 26 309 Wnd Load (pIQ 154.2 157.7 244.6 409.6 278.6 39.1 354.9 Shear Wall SW -1 SW4 SWA SW3 SW43 SW -1 SW3 Uplift % Force on pier 50% 50% 50% 100% 100% 100% 100% 50% 100% 100% 100% 100% Wall Length in) 3 2.75 2.25 38 32 14.5 12.25 3.5 12 38 12 31.5 Wall Height (it) e e 8 8 8 8 9 9 8 9 9 9 Floor Span (ft) 0 0 0 0 0 0 36 0 0 37 0 4 Roof Span let 40 4 6 37 4 4 42 6 40 37 37 4 Wall Load (pro 160 160 160 160 160 160 180 180 180 180 180 180 Total DL (pin 276 114 123 262.5 114 114 405 135 288 385.5 274.5 130 Sets.Uplift([be) - - 0 0- 1542 - 3715 - 0 0 0 Wind Uplift ghoul 0 0 1131 .3451 0 0 0 Location Kitchen end Car Games A A A A A A A A A Rightside Rghtside Yont'Backmi Frontside Front side Frontside Front side Front side Front side Front side Frontside Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ second floor second floor none no none none none none none none none none Width 14 24 22 0 0 0 0 0 0 0 0 0 Depth 36 50 42 0 0 0 0 0 0 0 0 0 Are. (soft). 268 F ., 462 0 0 0 0 0 0 0 0 0 Force gb) 612 1735 1063 0 0 0 0 0 0 0 0 0 Adj. Force 611 1733 1062 0 0 0 0 0 0 0 0 0 %of floor 13% 37% 23% 0% 0% 0% 0% 0% 0% 0% 0% 0% Fir. Diaphragm 149 422 258 0 0 0 0 0 0 0 0 0 -ransfered Forces a a 0 0 0 0 0 0 0 0 0 0 orces from Upper 1431 2862 0 0 0 0 0 0 0 0 0 0 Total Seismic 2043 4595 1062 0 0 0 0 0 0 0 0 0 Wind (to) 1066 3022 1508 0 0 0 0 0 0 0 0 0 Adj. Force 1065 3018 1506 0 0 0 0 0 0 0 0 0 %of total 13% 37% 23% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wnd 2247 5383 1506 0 0 0 0 0 0 0 0 0 Shear Wall 14 24 13 10 10 10 10 10 10 10 10 10 .Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 1 0.65 1 1 1 1 1 1 1 1 1 Sats Load (pIQ 146 191 82 0 0 0 0 0 0 0 0 0 Wind Load (pin 160.5 224.3 115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SWA SW -1 SW4 SW -1 SW4 SW -1 SW -1 SW -1 SW -1 SW -1 Si SW -1 Uplift %Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 10CA 100% 100% 100% Wall Length(ft) 14 24 22 0 0 0 0 0 0 0 0 0 Wall Height (it) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Spen (8) 4 4 37 36 36 36 36 36 36 36 36 36 Roof Span in) 4 4 37 40 40 40 40 40 40 40 40 40 Wall Load fl f) 340 340 180 180 180 180 160 180 180 180 180 180 Total DL (ell) 234 234 385.5 396 396 396 396 396 396 396 396 396 Seis.Uplift (Its) 0 0 0 - - - - - - - - - Wind Uplift (tbs) 0 0 0 Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: FT (psi) Stud FS: Plan: Wellington (Elevation A) Date: 1016/2016 Location: B4 L20 Summedield FrontSide. let Floor FORCE TRANSFER WALL PSI'®v . 5 pi �k a INI e °+p+> a a bs �K� jkp Sky 6Cp dive`: t`r �e?MA fe % s .i,h f9 ,�•"y4`„�1"Imf�� ��'"�` '.;lrr.'s �'"„�`2°'�3a2'-'k`a''• .I v �4. �r�n"illil qdi Plan: Wellington (Elevation A) Date: 10/612016 Location: B4 L20 Summerfield 1,777 Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Strap FS r. J d b .o>s' ]. b.�i�i✓l' ..4*f6 aN 1.74 Bolt Diameter(in)i:. t Seismic: 112 Bolt Spacing (in oz.), : 32 Bolt Capacity (plf): Wind: t r r 390 Bolt FS SWA --4- Edge Nailing and 12' Field Nailing 2.69 Stud Size: Tie - r. 2x4' Tension (lb): 914 Stress (psi) CS16 --Nails to ConnectBolts: 187 F, (psi) 920 Stud FS: 4.91 Flex second floor FORCE TRANSFER WALL IS r. J d b .o>s' ]. b.�i�i✓l' ..4*f6 aN 'yypp a 1A� xs � "iiFi$ � � �v`✓G3'"%o� I.:N u�. r Sy v5 t Seismic: 12.25 It YI .. r = t Wind: 0 Wind: t r r ShearWall SWA --4- Edge Nailing and 12' Field Nailing Tie - r. Straps: CS16 --Nails to ConnectBolts: 112" Bolts @ . Since 2x4 Studs Plan: Wellington (Elevation A) Date: 10/612016 Location: B4 L20 Summerfield LOAD PARAMETERS 3.55 Load H3 0 0 :Seismic Load (Ib): 11.5 1,407 Wind Load Ob): :' 1,162 SHEAR WALL SELECTION ueeu;�.pa11.5 tancg . Shear Wall CallouL .. SW -I Seismic Strength (lb/ft): 3.19 Tie -Down: 2x4 Straps: 771 Bolls: 350 Edge Nailing (in o.c.) Load '- 4 Field Nailing (in o.c.) 2x4 Studs 12 Seismic FS 480 1.27 Wind FS 180 Uniform 2.16 ASPECT RATIO 480 Wind: Left Aspect Ratio: 100% Right Aspect Ratio: 100% Stress (psi): FT (psi) Stud FS: Bed 4 Second Floor FORCE TRANSFER WALL 3.55 Load H3 0 0 < ._ 11.5 Load #4 0 0 '. Nails 2.07 72 ueeu;�.pa11.5 tancg . 32 .. 390 Shear Wall: SW -0 --4" Edge Nailing and 12'Field Nailing 3.19 Tie -Down: 2x4 Straps: 771 Bolls: CS16 CS16--- Nails to Connect 12" Balls @ 32" O.C. Load '- Reaction Location 158 Studs: 2x4 Studs Seismic: 480 Load p1 180 Uniform Seismic: 480 Wind: 286 Load H2 0 0 Wind: 288 3.55 Load H3 0 0 5.92 C816 Load #4 0 0 '. Nails 2.07 72 32 .. 390 Shear Wall: SW -0 --4" Edge Nailing and 12'Field Nailing 3.19 Tie -Down: 2x4 Straps: 771 Bolls: CS16 CS16--- Nails to Connect 12" Balls @ 32" O.C. 158 Studs: 2x4 Studs Plan: Wellington (Elevation A) Date: 10/6/2016 Location: 84 L20 Summerfield LOAD PARAMETERS Seismic Load (1b): 1,110 Wind Load (lb): 917 Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: CONNECTORS Force Transfer Wall L Stress (psi): F'T (psi) Stud FS: i 2 9 w w 5 I I I v 2 At Seismic: 0 Wind: 0 Bad 3 Second Floor FORCE TRANSFER WALL .__ 10.5 ------------ --- _._._.>Load LoadnReaction Location Load #1 450 Uniform Seismic: 0 Load 42 0 0 Wind: 0 Load 43 0 0 Load #4 0 0 Shear Wall: SW -1 —4" Edge Nailing and 12" Field Nailing Tie -Down: LSTHDB/RJ Straps:. CS16--Nails to Connect Bolts: 1/2" Bolts @ 32" O.C. Studs: 2x4 Studs Plan: Wellington (Elevation A) Data: torerzota Location: s4 LID sammemeld LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1S-1 Wind speed 115 Figure 26.5 -1A -B or Exposure Category C Section26.7 US upper floor 1.00 US main floor 0:84 Roof Heigh 9.00 Mean roof Height 23.5 Truss Span 36 Roof Slope 6/12 Roof Angle (deg) 26.60 Sine=0.44]8 Lower Truss Span 38 Lowerraof Slope 5/12 Lower roof Angle (deg) 22.60 Sin. =0.3843 Load combination factor 0.6 (ASCE 7-102.4.1) Upper Corr, in, 28.2 Table D.6-1 Upper Cour, pe 28.1 Table D.621 Main floor. pr 28.1 Main floor, pe 28.0 Basement floor. pn 28.0 Basement War. P. 27.6 Upper Floor(pst) Relative positioning Net Pressure 16.9 Windward 10.5 Lou 9.1 LeewaM 6.4 Right 9.1 Main Floor (pat) Net Pressure 16.8 Wndward 10.4 Left 9.1 Leeward 6A Right 9.1 Basement Floor (psf) Net Pressure 16.7 WndWard 10.3 Left 9.1 Leeward! 6A Right 9.1 Roof(psf) Zone.1 Zone Ex ... one Adj. Factor 1.000 Load Case -8.9 .11.1 Load Case ZO -5.3 Lower Roof (pat) Load Cars.1 A.1 -10.1 Load Case 6A 4.9 Roof Load Roof Height Length Are. (6e) Hadzontal Fares (lbs) 9.00 38.00 3420 4206 Lower Roof Load Law Roof Height Upper Length Lower length Low Roof Length(8) Area Olt) Horizontal Forte (the) 7.9 38' 50 12 95.0 1065.9 (height) (height) (height) Wall Load Basement 1 tat floor 10 2ntl Floor 9 fP force(Ibs) it force (lbs) " ftrcaglue) Windward 50 514.9 500 5216.8 342 3579.5 LeewaM 50 319.5 500 3205.7 342 2198.9 2nd Floor Diaphragm Shear Total Shear(lbs) 7095 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Sh.tuglus).. 15261 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear glis) 19890 Right Well Length 0 Lef Wall Length 0 Base Wind Shear 20307 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Rrof(per Wss) 34.7 16.05 17.28 Lowroof(pertmss) 4.6 87.72 11732 Lateral (lbs) H1 H2.5 Boof(per Wss) 3.0 258.86 135.20 Lowmof(per Wss) 0.5 1500.53 783.72 - Plan: Wellington(Elewlian A) Date: 10162016 Location: Ba Us sammemeld FRONT AND BAC Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Transverse Direction Table 27.5-0 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Category II Table 1.5-1 Risk Wind speed 115 Figure 26.6-1A-B or xposure Category C Section 26.9 LIB upper floor 1.00 LIB main floor 1:19 Roof Height 9.00 Mean roof Height 24.5 Truss Span 36 Roof Slope 6112 Roof Angle(deg) 26.0 Sure =0.478 Lower Truss Span 38 Lowerroo(Slope 5112 Lower roof Angle(deg) 22.80 Sine=0.3843 Load combination factor 0.6 (ASCE 7-102..1) Upper poor, p„ 28.2 Table 27.6-1 Upper If... 27.4 Table 27.6-1 Main. floor,. Pp 27.4 Main floor, P. 27.3 Basement floor, Pn 273 Basement floor, Po 26.9 Upper Floor (Pat) Relative positioning Net Pressure 16.7 Windward 10.2 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (Pat) Net Pressure 16.4 Windward 10.5 Lou 8.6 Leeward 5.9 Right 8.6 Basement Floor (Pat) Net Pressure 16.2 Windward 10.4. Lafl 8.5. Leeward 5.9 Right 8.5 Roof (pat) Zone 1 Zone 2 1 Eeposurs Adj. Factor 1.000 SII Load Cdse 1 5.9 -11.2 Load Case2 7.1 5.3 Lower Roof hast)' Load Case 1 -8.1 -10.1 Load Case 6.4 4.9 Roof Load Roof Height Length Area(fl) Hodzontal Force gibs) 9.0 38.00 342 4240 Lower Roof Load Lower Roof Height Upper Length Lowerlength Law Roof Length(fl) Anw(fle) Hodzontal Force gibs) 7.9 3B 42 4 31.666667 355.3 (height) (height) (height) Wall Load Basement 1 let floor 10 2nd Boor 9 it, force(Ibs) fl° force(Ibs) 0 k. (lb.) Windward 42 435.6 420 44103 342 3503.6 Leeward 42 246.9 420 2477.3 342 2198.9 2nd Floor Diaphragm Shear Total Sheer(lba) 7092 Front Wall Length 0 li Back Wall Length 0 1st Floor Diaphragm Shear Total Sheargbs) 13742 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear gle) 17527 Front Wall Length 0 Beck Well Length 0 Base Wind Shear 17888 Hurricane Ties Factors of Safety Uplift (lbs) H1 Al Raaf(pertini 37.9 15.5 15.85 Lowroof(parirosaj 4.6 89.92 119.32 Lateral (lbs) H1 H2.5 Rocf(periross) 111.6 9.03 3.69 Lawrocf(perimss) 8.5 92.79 48,17 Plan: Wellington( Elevation A) Date: 10/6/2016 Joist Series: Joist Depth (ft): Joist Span (ft): Joist Spacing (in): LOAD PARAMETERS Fluor Dead Load Floor Live Load Total Floor Load SIMPLE SPAN JOIST Duration Increase Joist Weight (pl1) Joist Loading (pif) Max Reaction (Ib) Max Moment (ft -Ib) JOIST DETERMINATION Max Moment 100%(ftdb) Moment FS Max Shear 100%(Ib) Shear FS Bearing Required (in) Live Load Deflection Limit Live Load Deflection (in) Allowable Live Load De0ection (in) LL Deflection FS Total Load Deflection Limit Total Load Deflectlon(in) Allowable Total Load D.fl ecticn(in) TL Deflection FS 1314 Allowable Reaction (Ib) 3112' Allowable Reaction (Ib) 10 40 50 1 2.7 83 827 4135 4350 1.05 1925 2.33 2.00 360 0.57 0.67 1.18 240 0.73 00 1.37 1175 1525 000 ® 1 10 10 10 40 40 40 50 50 50 1 1 1 3.1 2.5 2.6 83 68 69 831 657 660 4155 3121 3135 4490 3670 3785 1.08 1.18 1.21 1845 1675 1655 2.34 2.55 2.51 2.00 2.00 - 2.00 .360 360 360 0.55 0.56 0.54 O.67 0.63 0.63 1.22 1.14 1.17 240 240 240 0.71 0.72 0.70 1.00 0.95 0.95 1.41 1.32 1.35 1005 1175 1005 1460 1425 1460 Plan: Wellington (Elevation A) Date: 42649 Beam Page 4 Location: B4 L20 Summerfield Sawn (2) 2X1 O's DF #2 Beam Page 1 Sawn (2) 2X6's RB -1 LVL (2) 11 7/8" 2.0E 2600 Fb RB -2 Sawn (2) 2X10's DF #2 RB -3 Sawn (2) 2X10's DF #2 RB -4 Sawn (2) 2X1D's DF #2 RB -5 Sawn (2) 2X1 O's DF #2 RB -6 Sawn (2) 2X1 O's DF #2 RB -7 Sawn (2) 2X1 O's DF #2 RB -8 LVL (2) 9 1/2" 2.0E 2600 Fb R13-9 LVL (2) 9 1/2" 2.0E 2600 Fb RB -10 LVL (2) 91/2" 2.0E 2600 Fb Beam Page 2 RB -11 Sawn (2) 2X10' DF #2 RB -12 Sawn (2) 2X10' DF #2 RB -13 Sawn (2) 2X10' DF #2 RB -14 Sawn (2) 2X10' DF#2 RB -15 Sawn (2) 2X10' DF #2 RB -16 Sawn (2) 2X10' DF #2 RB -17 LVL (2)11 7/8" 2.0E 2600 Fb RB -18 LVL (2) 9 1/2" 2.0E 2600 Fb RB -19 Sawn (2) 2X10' DF #2 FBA GLB 6 3/4" x 1£24F44 FB -2 Sawn (2) 2X10' DF #2 Beam Page 3 FB -3 Sawn (2) 2X10' DF #2 FB -4 Sawn (2) 2X10' DF #2 FB -5 Sawn (2) 2X10' DF #2 FB -6 LVL (2) 9 1/2" 2.OE'2600 Fb FB -7 LVL (2) 9 1/2" 2.012600 Fb F13-8 LVL (2) 9 1/2" 2.0E 2600 Fb FB -9 LVL (2) 11 7/8" 2.0E 2600 Fb FB -10 LVL (2) 14" 2.0E 2600 Fb FB -11 LVL (2) 14" 2.0E 2600 Fb FB -12 Sawn (2) 2X10' DF #2 Beam Page 4 FB -13 Sawn (2) 2X1 O's DF #2 FB -14 Sawn (2) 2X6's DF #2 FB -15 Sawn (2) 2X1 O's DF #2 FB -17 LVL (3) 14" 2.0E 2600 Fb MFB-1 Sawn (2) 2X1 O's DF #2 MFB-2 Sawn (2) 2X1 O's DF #2 MFB-3 Sawn (2) 2X1 O's DF #2 MFB-4 LVL (2) 11 7/8" 2.0E 2600 Fb Beam Page 3 FB -3 Sawn (2) 2X10' DF #2 FB -4 Sawn (2) 2X10' DF #2 FB -5 Sawn (2) 2X10' DF #2 FB -6 LVL (2) 9 1/2" 2.OE'2600 Fb FB -7 LVL (2) 9 1/2" 2.012600 Fb F13-8 LVL (2) 9 1/2" 2.0E 2600 Fb FB -9 LVL (2) 11 7/8" 2.0E 2600 Fb FB -10 LVL (2) 14" 2.0E 2600 Fb FB -11 LVL (2) 14" 2.0E 2600 Fb FB -12 Sawn (2) 2X10' DF #2 Plan: Wellington(Efirmon A) OMs: IOMQ016 L omar: M LSO Summem id LVL(2)11718^ n DnOecnor, Lr i6 Noma RB4 Grad. LVL LOADING PARAMETERS Floor Llve Wad md) 40 Floor Total Load (ad) 50 Real Liv. Land Own 40 ReafTotel Load (pan 55 Wall Load Odd 20 BEAM SPECIFICATIONS Beam Bpan 0) t8 Beam Wngle Off) U.S. BEAM SUING Beam DepN(In) 111B Beam VdddaMelghl 3.5 UNIFORMLOADING Sawn (2)]X10'a 11.,ted. 17S RBA Sawn 40 50 40 55 20 B 5.55 9.25 3 Sam (2)2X10•s Ste, 209 RB3 Sawn 40 50 40 55 20 3 5.55 9.25 3 Sam (2)2X10's Momant a 0l RB4 Sawn 40 SO 40 55 20 6 5.55 9.25 3 Sawn(2)2X10s 1,1.zl 364 RBS Sawn 4d 0 40 55 20 6 555 9.25 3 Sam (2)2X10'c sham: 583 RBd Sawn 40 50 40 55 20 4 555 135 3 Sam (2)2X10'a Sbenr 9.a RB.7 Sawn 40 50 40 55 20 2.5 5.55 9.25 3 LVL(2)9 v2^ aar'. z Ot C RBd LVL 40 50 40 55 20 6 9.61 9.5 3.5 LVL(2)91I2^ Shear:241 RBA LVL 40 50 4D 55 20 5 9,84 9.5 3.5 wL(z)Bin^ s'naar 201 RS -10 LVL 40 50 40 55' 20I 6 Sad 9.6 3.5 Floor Sawn Oa 0 ''a 0 :. O 0 0 o: Fort Speed Od 7 '7 3] 4 4 a : 4 Wall HeightO 2 0 ,,2<C 4 5 9'c Total Uniform Floor Load Of) 0 0 'p 0 0 0 0 0 0 0 Tafel Live Poor Load (pin a 0 0 0 0 a 0 a 0 0 Tafel UnTand Road Ladd(plo 192.5 192.5 1017.5 tID 110 110 110 WITS 1017.5 1017.5 Total Live need Load (pin US 140 740 80 BO 80 s0 740 ]Ip 740' Total Uniform Wall Lead Spin 40 0 40 SO 100 180 160 20 20 20 PARTIALLY UNIFORM LOADING Pamally UnBprm Load l - - - _ _ - _ ISpanlXelght(A) 0 0 0 0 0 0 0 0 0 0 1Bud Point IS) D 0 0 a 0 0 a 0 p 0 1 End Polnt(fl) 0 0 0 0 0 0 0 p 0 0 1 darer, Pedlelly Unt.. Lead OR) 0 0 a 0 0 0 0 0 0 0 Partially Uniform Load 2 - - _ _ - - - 2SpaNHeight(SO 0 0 0 a 0 p. 0. 0 0 D 2Sold Porte (A) 0 0 a 0 0 0 0 0 0 0 II 2Fnd Palm On 0 0 0 0 0 0 0 0 0 0 2 Total Partially Untfomr Load OpIn 0 0 0 0 a 0 0 0 0 0 2 Total Llve Partially UnRom Load U 0 0 0 0 0 0 0 0 0 Padlelly Uniform Load - _ _ 3S,rAHm;MSit 0 a 0 I1 0 0 0 0 0 3Start Point QU 0 a p 0 0 0 0 0 0 0 3 End Point (it) a 0 0 0 0 0 0 0 0' 0 3 Total Feudally Uniform Load Of) 0 0 0 0 0 0 0 0 0 0 3 Total Llee Partially UnlTorm Wad (I 0 0 0 0 0 0 0 0 0 0 POINT LOAD$ Palm Load i I IWoman (it) 0 1 0 0 1 0 0 0 0 0 1 Total Load (to) 0 0 0 0 O 0 0 0 Polnt Load2 2 Lacande(it) 0 0 0 0 0 a 0 a 0 0 '.. 2 Total Load SO 0 0 0 0 0 0 C 0 0 0 PaInt Load 3LordWe SO 0 0 0 0 0 0 0 a 0 0 ,Total Load On) 0 0 0 0 0 0 0 0 0 0 T.EREDLOADS capered Laatl Sbding PAM SO 0 0 a 0 0 0 0 a 0 0 Tapered Wad FndnO Point SO 0 0 0'. 0 'O 0 0 0 0 0 Tapered Loatlat Start Spin 0 0 0 a 0 0 0 0 0 0 Tapered Load at End mm o 0 0 0 0 p 0 0 0 o REACTIONS B MOMENT Dun". hued.. 1 1 1 1 1 I 1 1 1 1 I Left Reamlon(In) 1955 891 1595 587 647 591 344 3141 2618 3141 Right Ramada Qh) 1956 891 1895 587 847 591 344 3141 2810 3141 Max Moment OI n 7826 2005 1190 880 970 591 215 47U 3272 4712 Max Shear(lb) 1958 091 1595 58] 647 591 344 3141 2610 3141 Cy 1.ro tm L0o 1,ao La0 lOd t00 100' too 1,00 C, tW 1.10 1.10 1.10 '1.10 fe0 1.10 100 1So 100 Area Qd2) 41.58 2].]5 27.75 2]]5 " 27.75 2]]5 27.15 33.25 33.25 33.25 Moment of made I On') 489 198 198 198 198 190 198 250 250 250 Mexlmum Bendln9 Slide. Ob -ft) 1141 562 335 247 272 166 60 1074 745 1074 Allovahle Bending Slrese(1 fn 2600 990 990 990 990 990 99p 2081 2801 2604 Allowable Moment(Ibfi) 17862 3529 3529 3529 3529 3529 3529 11]]5 11775 11]]5 MOMENTF8 2.28 1.76 2.95 4.01 3.64 5.97 16,42 2.50 3.60 230 AI -Nd Brad, mend, Oen 285 ISO 180 in 1811 100 180 285 285 285 ....SI ... r Patently (IS 7900 SUDS 3330 3330 3330 3330 3330 5318 63111 6315 BHEARFB 4.04 3.74 2.09 5.68 5.15 5.63 9.67 2.01 2.41 201 Beadng.,.1 tl 0.75 0:73 1.31 0.40 0.53 0.49 0.28 1.20 1.00 1.20 Elastic MwOU. Ceti 2.0.'0,000 ida,no p 1.000.000 11800,000 11600,000 11600,000 1,600,000 2000.000 2000000 2,O.UO0 LNeWad Deateron Sri 0.21 0.07 O S 0.01 0.01 0. 0.00 O.W 0.02 0.04 ,weW. DeOewed Uent 360 360 360 360 380 360 den me 350 300 Allowable Live Wal Deaecilon am 0.53 0,30 0.10 0.20 020 0.13 0.00 0.20 ..t] 0.20 LIVE LOAD DEFLECTION FS 2.50 435 23.24 26A7 26.87 90.]0 3]221 4.59 rant 4,59 I Totaltaad 0e0eGlon (In) 037 0.09 001 .002 0.02 0.01 000 0.06 0.03 0.08 1. Total Lead Deflection Until 240 240 240 .240 No 240 240 240 240 240 Allowable TMal Load 0a0ecdon Or) ON, 0.45 Din 0.30 0.30 ala 0.13 0.30 0.25 0.30 TOTAL LOAD DEFLECTION FS 215 4.82 249 16,49 11.6 3682 162.09 4,87 5.41 4.87 SELECTION LVL Sawn Sam Sawn Sawn Sawn Sawn LVL LVL LVL (2)117/8' (2)2X10% (2)2X10s (2)2XIUd (2)2X10% (2)2X10.0 (2)2X10% 2 0112" I ) (2)9112' (2)9dn' 1 Intel Unnorne mean Latin BID Plan: WalOI hatendon A) 00 0 0 0 0 0 0 d]5 6]5 Tocol Ite, Floor Load TIV) Oele: t0I62016 0 0 0 0 0 0 0 0 9W 960 TOU1 Vn6olm ROM Lead BIT Mm llon:$d L205umm-Riela 110 SO 110 110 110 1072.5 305 110 166 0 TBUI Dw hoof Load(p Af Sam(2)2%t0•a 8rvn(2)11 ...a P) 21 A -.(2)2X10•¢ $awnhi) gales Sam (2)2ni LVL(2)1171 LK(9f 9 112^ Sawn TE 2X10•¢ OLR 6 ell .19.9 - savor(n xxm•a TD II To., t rognom Wag LmJ(plfl .,'Ed, nit YcnwnL1 11 A,.,. 68] thee, .12 $nRB44 $hear 5 e5 Moment. 3.0] - wlR6-1 LL G,T :.11e t8 SflBiO A,lomxr '. ]9 a^F&3 Name RBA1 RB12 RO-13 AB -i5 RB -16 ]i8 0.O-10 PR4 Grzaa Sawn $awn Sawn Sawn Sawn Hawn LVL LVL Sewn OL0 Sawn LOADING PARAMETERS 0 0 0 O 0 0 0 0 0 4 0 Mocr I ite Lead SMID 40 40 40 40 4D 40 40 40 40 40 40 Rmr Tocol Lead (pan 80 50 80 50 $0 60 60 30 50 60 50 Root Live Lolled PAT 40 40 40 d0 40 40 60 60 40 60 d0 .of TOMl Lead h aN 55 SE 55 8E 56 $5 55 55 SS 55 55. Wal Load Thf) BEAM SPECIFICATIONS 20 On 20 20 RO 20 20 20 20 20 p Beam Span (fl1 d 6 2 3 4 8 9 12 4 22 3 Beam Might hed 555 655 655 655 5.55 5S5 1206 S. SEE 3156 L. REAM N.N. 0 0 0 0 0 0 0 0 0 160 0 .aeon On'th On) 916 938 9.25 935 9.26 ILEA 11.88 9S GiN 19.6 9.28 Beam NAaPM1Neight ] ] 3 3 3 ] y6 ]5 3 6.76 3 Intel Unnorne mean Latin BID 00 0 0 0 0 0 0 d]5 6]5 Tocol Ite, Floor Load TIV) 0 0 0 0 0 0 0 0 0 9W 960 TOU1 Vn6olm ROM Lead BIT 111 110 SO 110 110 110 1072.5 305 110 166 0 TBUI Dw hoof Load(p Af 740. TO 240 SO 00 A0. 7. 200 S0 tp a To., t rognom Wag LmJ(plfl p 60 40 1p 169 140 20 0 AO 0 12. PARTIALLY UNIFORM LOADING PaOMIIy Unmofln Lead 1 Rao! 1SParMelght SO 0 0 0 O 0 0 0 0 0 4 0 IStan Pont (d) 0 a 0 0 0 0 0 0 0 0 0 1End Point IT) 0 0 0 0 0 0 0 0 0 11 0 I TMally PeNelly Llnllotm Lead told 0 0 0 0 0 0 0 0 0 110 0 Lately Ung- Lasa 2 Well M 15penadt(a) 0 0 0 0 a 0 0 0 0 0 0 2MGM .1.1IN 0 0 0 0 0 0 0 0 0 0 0 2End Pi (h) 0 0 0 e a o 0 0 0 11 0 2 Tobi Italian, Dnnmm Load pe) 0 0 0 0 0 0 0 0 0 160 0 2 Toml im Pani any 111 Load( 0 0 0 0 0 0 It 0 0 0 0 Padlally Unifovn Load 3 _ _ _ _ 3SpanMelgM(R) 0 0 0 0 0 n 0 0 0 0 D 3A.. P. m, (A) 0 0. p 0 0 0 0 0 0 0 a 3End Point M) 0 0 0 0 0 0 0 0 0 0 e 3Toml Menie0y Un6artn Land ('10 a 0 a 0 0 0 O 0 0 0' a' 9 Total Llve Padlelly Un Rolm Load U 0 0 0 0 0 0 0 a 0 0 0 POINT LOADS. Poin..I tmaellondd 0 0 0 0 0 0 O 0 0 0 0 1TWal Lead (in) Point Load 0 0 0 0 0 0 0 0 O 0 0 2incauon(1) 0 0 0 0 0 0 01 0 0 0 2Totauaad ge) Pont 0 0 0 0 0 0 0 0 0 0 •Moteon l9) D a D 0 o 0 0 0 D a 0 •Total Laad (1d) 0 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapared Land Stater, Pend (h) 0 a 0 0 0 ro 0 0 C 0 0 Tapered Load Ending Point IO) 0 0 0 0 0 0 0 0 0 0 o Tapared Lead M 9mn(m) 0 0 0 0 0 0 0 0 0 0 0 Taamd Load at End o 0 0 o a '.0 0 0 0 0. a. REACTIONS B MOMENT Deaton Increase' 1 1 1 1 1 1 1 1 1 1 1 LID Reaction on) 20Afi SP e. 353 501 ]6] dWt 2360 351 9619 901 Right headed Do) 2086 521 3]6 SO 691 ]fi] 6971 2360 351 8131 901 Max Moment (led, 2086 ]90 1S. 2fi5 ISI 1150 11104 71W a61 4SId E/8 Max$M1eaa05) p66 527 31. NO 591 ]6] .1 2368 351 geig 901 Q 1.Bo 1.00 1.00 ton 1.W 1 S I.. Lee 1,00 1.00 tW G The 1.10 Lfa 1.10 .in Lta Loa le. 1.10 Lao LID A.gini) 2].]5 2].]6 21.75 27.76 2].]5 2T]6 61.53 3315 P.]5 131.83 Ti.75 Moment of Image I(iil 196 196 198 195 198 ME d69 250 .ISA 4171 190 Maumum reedig.,-a AGE 2]2 S3 76 166 323 IEGO 1.1. S. 13]0 1i0 Ato-M. Send' ...(LIP) 9p 990 9p SM) 9&I 990 2604 26P4 A. 26W 990 AMAMI ...a. (1111) SATIN M. 3829 3529 TIME 9529 17862 ITT S52S 05666 3529 MOMENT FS Ted, 447 1080 13.]3 6.97 3.07 1.60 Me. IOAS 1.14 SLE2 atone d.StanSI-(pal) SO 180 he 160 159 180 2&5 ege 100 285 it. Maumum 3Mar needed, (W) 9390 3330 9330 .3330 99p 3330 NOT 8318 39p 23251 3330 SSEAR FS 1.60 642 0.8] 11.12 SAM 4.34 1.59 2.67 9A8 242 3.70 Onal, Required 1.72 0.43 a.31 029 049 DEO ..A O.W 0:29 2.19 01 Elaana Modulua(pai) 1b00.W0 1.800000 1,fiW.000 1,600,000 LOOM. i,600,N0 IDIOM 0 2.&40000 I,fi00000 1,000000 16oDoo0 Liv. Load DM.Mon 0n) 051 0.01 T.S. 0.00 0.00 OD1 0.12 0.26 GO B. 000 Live Load Ni Limit 380 Men NOT TO 360 3W 380 aid 360 380 30 MlowffiIa L. Wed(MATISn (n) 0.13 D. D. 0,10 013 0.20 0.90 TAD 0.13 0.13 010 LIVE LOAD OEFLECTgN F• 001 26Ai 2L.08 21486 90.70 26.0] 2.62 1.51 90.70 1.92 d5]S TMel Lead DMI (n) O.a2 0.02 Too 040 001 DU 0.17 0.3] 000 Get 000 Total Wad Denecnon Llmil 240 240 ME 240 260 240 240 240 240 240 240 Allowable Tabl Load DILedgen(m) 020 D. 010 0.15 0.20 080 O.I6 GET 0.20 1.10 615 TOTAL LOAD OEFIELTION FB 10,43 TAX 291.89 10932 3882 12.62 2.87 1.61 62.00 182 4286 SELECTION Be- $avAl $awn $a. 9axn $aµ4 LVL LVL Sawn GLS Sam (2)2X10. (2)2X101 (2)2X101 (2)2X10§ (2)2X109. (212XT.'a (2)11118' 121 (2)2X10, field'. 195 (21 Total LuRatm Floor Lead (do Plan: Wellington(Elevaflon A) 950 - 95o I2]5 500 Soo Total LIve Floor Load (pin Data 101612016 760 760 "220 400 220 Tend Uniform Rod Load (pin Laceuon: 84110 Summeadd 40 0 1100 1017.5 0 Total uve Roof Load (pin Sam (2)2xID'a Sam (2)2x1Ps Sam (2)2x10'e LVL (2)9In- wL(2)9112^ LVL (2)s 112 Total Umrolm Wall Load Elea,: 3, 14 Shear 2.32 Moment'. 1.18 Shear, 141 She,,: 121 &Saar: 2.32 Name FB3 FBJ EBS 19A FEET F84 Gmda $awn sawn Sawn LVL LVL LVL LOADING PARAMETERS 0 0 0 0 01 0 Flo or Ll- Land(paB 40 40 40 40 40 40 Floor Total Load (gap 50 50 50 50 50 50 Rod Live Load (quo 40 40 40 40 40 40 RoofToral Load(panl 55 65 55 55 55 55. Wall Load (pan 20 20 20 20 20 20.. BEAM SPECIFICATIONS O 0 0 0'. 0 0 Beam Span go 3.3 3 5 6 6 5 Beam weight (pin 5.55 5.55 5.55 964 804 9.64 BEAM SIZING 0 0 0 0 0 a Beam Depth on) 9.25 9.25 9.25 9.5 9.5 9.5 Beam WitlNMrelghl 3 3 3 3.5 3.5 3.5 Total LuRatm Floor Lead (do 500 950 - 95o I2]5 500 Soo Total LIve Floor Load (pin 400 760 760 "220 400 220 Tend Uniform Rod Load (pin 01 40 0 1100 1017.5 0 Total uve Roof Load (pin C 0 o eoo 740 a Total Umrolm Wall Load 100 0 0 too =0 a PARTIALLY UNIFORM LOADING B 19 6 4 12.06 1421 Parlially Unifmin Load 5.55 14 _ _ - 1SpanMelghl(ft) 0 0 0 0 01 0 1Stan Point(fo 0 O 0 0 0 O 1 End Point in 0 0 0 0 0 0 I Totally PeNlally Wilotm Lead (pin 0 0 0 0 0 0 Padiliy Uniform Leong 0 - - Floor 23penlMaiaht(fit 00 0 0 0 0 0 2Sten Point (it) O 0 0 0'. 0 0 2End Polut(it) 0 a 0 0 0 0 2T.-Padally UnUMmLoatl(plt) 0 0 0 o 0 o 2 Tdel Mm Padlaiy wifmm mad( 0 0 0 0 0 a Pa Nally Unlfotm Lead 3 - 0 0 0 1 - 3SpanMeighton 01 4184 0 0 0 0 3Stan Polnl(it) C 0 a 0 0 0 .End Pointon a 0 a 0 0 0 3 Tota: readily Unitoml Ldd(pin a 0 a 0 0 0 3Total Live Pally r Unlfotm Loatl( 0 0 0 0 0 0 POINTLOAOS 137 284 2604 2516 2316 990 Point Lead 1 24253. 24258 3529 136 3.56 18.84 1 LmaOon In 0 0 0 0 0 0 iTotal Lead (in) 0 0 0 0 0 0 POInt Leong_ 033 0.83 2.000.000. 2,100,000 2,000,000 - 2L0na5an(R) 0 0 0 0 0 0 2TOM1 Load (:b) 0 0 0 0 o a Point tnetl3 S.A. 0.14 0.25 0.01 0.01 3maa0on(it) 0 0 0 0 0 0 3Total Lead 1161 0 0 0 o 0 o TAPERED LOAD$ Tapered Load Slahing point Vo 0 0 0 0 0 0 Tapered Loatl Ending .1at (ft) 0 0 0 0 0 0 Tapered Lead al Am (Pin 0 0 0 0 C 0 Ta Bred Load at End a. 0 0 0 00 REACTIONS & MOMENT OumOan Increase 1 1 t 1 1 1 Left Readon(:6) 1000 1433 2389 4454 5241 2720 Right Readlon(Ibt 1060 1433 2389 M54 5241 2729 Max Momenl(IbX) 926 1025 2986 6981 7862 4093 Max Shear Qb) 1050 1433 2389 M54 5241 2729 C. 1.00 1.00 1.00 1,00 1,00 1:00 G Lta Lm 1.10 1.00 .too too Area (1r) 22]5 27.75 27.75 3325 " WZE 3325 Moment of lneNe I(In ) 198 193 199 250 250 250 Matlmum Bendl09sseireQb.ft) 280 302 338 1523 1792 933 A=b:e Saturn, Stan. gbfll 990 990 990 2384 28& SAM Allowable Mainland (trial 3529 3529 3529 11725 11775 11775 MOMENTFs 181 128 1.18 1.76 1.50 2d3 Allowable Shear SVeas(pal) 1W 180 180 285 285 285 Maximum Shear C,wcly(Ib) 3330 33M 3330 3318 fi318 6313 SHEARFS SAM 2.32 1.39 1A2 1.21 232 Beadn9 Required 0,87 1.18 1.87 1.70 Z00 tW Saidde"E u:us next 1,600,MO 1.600.000 1.600,000 2,000,000 2,aoo,Wo 2,000,00) Lill Load oa'eWan In) am 0.00 003 OAS 0.07 0.01 Live Leon Oellectlon Umll 360 360 360 360 .360 360 MumbleLive Lead Elegant (in) 0.12 0.10 oil 0.20 a'. 0.20 LIVE LOAD DEFLECTION FS 21.10 22.63 169 3.33 .2,98 4.72 Tata: Lead DeOetllan on) 0.01 0.01 0.09 10..a .0.10 0.05 TOM: Lead Dared - Limit 240 240 240 240 240 240 Allowable Total Lead Def-rar'In) 0.13 0.15 025 0.30 0.30 0.30 TOTAL LOAD DEFLECTION FS 26.85 27.00 5.83 3A3 2.92 SELECTION Sam $awn Sawn LVL LVL LVL (2) Exton (2)2XVY, (2)2X10. (2)9IC' (2)9112' (2)9In' (2)11 Tre- LVL(2)14^ LVL(2)14^ sawn 1212x1a•s as 1.17 LL BeOetlM: L112R Shear 10,23 6tmac 320 FB -9 FB -10 FS -11 FB -12 LVL LVL LVL Sawn 40 40 40 40 50 50 50 5a 40 40 40 40 55 55 55 5,'. 20 20 20. 20'. B 19 6 4 12.06 1421 14.21 5.55 11.09 14 14 925 AS 9S 3.5 3 &0 40 220 40 10 O 110 0 0 O 3o too 0 0 340 Rod 37 a 01 4.5 a o 0 8 0 a 0 1017 a a 0 Wal - - - 6. e o 0 4.5 0 'o. 0 a1 0 0 120 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Rod Floor 4.5 11 0 0 2818 868 0 0 a 0 0 0 0 0 0 0 o o 01 0 0 0 0 0 0 0 0 0 o 0 a 0 0 0 a 0 0 0 0 1 1 4184 975 868 1011 6731 1112 MM 1011 13171 6817 1301 1011 6731 1112 868 1011 1.80 100 too L00 Loo 1.00 1.00 1.10 41.56 49.00 49.00 2]]5 489 800 800 198 1920 715 137 284 2604 2516 2316 990 17862 24253. 24258 3529 136 3.56 18.84 3.49 295 285 205 180 7900 9310 9310 3330 1.17 8.37 10.73 3.29 258 0.42 033 0.83 2.000.000. 2,100,000 2,000,000 1eo0,000 ..to 0.18 a.m om 360 360 360 360 0.27 '0.63 020 0.13 2.77 3.56 49A1 S.A. 0.14 0.25 0.01 0.01 240 240 240 240 U. OAS 0.30 0.20 2.79 311 56.38 21.53 LVL LVL LVL Sawn (2)11]18' (2)14' (2)14' (2)2X10§ Plan: Wellington (Elevation A) Data 1016SUH6 Location: B4 L20 SummarfAd oso tpel Shear. 4,39 BnFB-141 Moment. 253 Me Moment 1.25 Shear: 5.2] Moment 2.23 yq 1 ua Shear: P.63 NChad.am. 40 40 Sam FO -11.10 FB 720 d00 400 MF Total Unifoim Roof Loatl (pg) Sawn Be. Sawn Sawn Sawn. L LVL Sawn Sawn Seem Sawn BO LOAD LOADING PARAMETERS 80 80 '80 740 0 S. S. L LVL Floor Live Load (,f) 40 40 40 40 40 0 0 0 0 Floor Total Load(pep 50 50 50 40 40 40 Roof Live Load fief) 40 40 40 50 M 50 50 50 Roof Total Loatl(psp 55 55 55 40 40 40 40 40 Wall Load(pa0 20 20 20 55 20 55 55 55 55 BEAM SPECIFICATIONS 0 0 0 0 20 20 20 20 Beam Span (it) 3 3 5 12 0 0 0 0 Beam Weight it 5.55 3.15 5.55 21.32 5 5.55 2.5 5' g BEAM SIZING 0 0 0 0 0 5.55 5.55 12.06 Beam Depth (in) 9.25 5.25 9.25 14 9.25 9.25 9.25 Beam WIdth1WBight 3 3 3 5.25 0 0 0 1140 UNIFORM LOADING 0 0 0 0 3 3 3 3.5 oso tpel 50 50 50 - 500 900 500 500 100 Total Live Floor Load (plp 40 40 40 400 720 d00 400 Total Unifoim Roof Loatl (pg) 110 110 110 101].5 0 0 BO Total Live Raaf Load (plf) 80 80 '80 740 0 0 0 Total Uniform Wall Load Ulf, 340. 360 280 160 0 0 0 0 0 PARTIALLY UNIFORM LOADING 0 0 Partially Uniform Load 1 - --- _-ISpnMeigl0(it) I SinnoMeight (it) 0 0 0 0 0 I StartPoim(ft) 0 0' 0 0 0 0 0 1 End Point (R) 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (pip 0 0 0 0 0 0 0 0 Partially Uniform Load 2 - .- 0 0 0 0 2Spar ffld t(it) 0 0 0 0 0 --0 --�- 2Stan Point (it) 0 0 0 0 0 0 2 End Point (h) 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (pip 0 0 0 0 0 p 0 2 Total Live Partially Uniform Lead (p 0 0 0 0 0 0 0 0 '0 Partially Uniform Load 3 _ 0 0 0 3SpanMaight(it) 0 0 0 10 35tartPolnt(ft) 0 0 0 0 0 0 0 3 End Point (R) 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load )pip 0 0 0 0 0 0 0 0 3 Total Live Padlally Uniform Load (p 0 0 0 0 0 0 0 0 POINTLOADS 0 0 0 0 Point Load 1 1 LosaSon (ft) 0 0 0 00 0 p --0 - 1 Total Load (lb) 0 0 0 0 0 Point Load 2 --0 0 0 0 2 Location (it) g 0 O' O- _a. _a o 2 Total Load (Ib) 0 0 0 0 0 0 Point Load 3 ___- 0 0 3 Lowson (ft) 0 0 0 --0 --0 0 p 3Total Lead (lb) 0 0 0 0 p TAPERED LOADS 0 0 0 0 Tapered Load Starting Point (fl) 0 0 0 0 0 Tapered Load Ending Part (0) 0 0 0 0 0 0 0 Tapered Load at Start (pip 0 0 0 0 0 0 0 0 Tapered Load at End (pip 0 0 0 0 0 0 0 0 REACTIONS B MOMENT 0 0 0 0 Duration Increase 1 1 1 1 1 Left Reaction ill 758 785 1114 10193 2284 632 1264 448 Right Harmonic. (lb) 758 785 1114 10193 2264 632 1264 445 Max Mament(Ibfl) 569 589 1392 30579 2830 394 1580 896 Max Shear (111) 758 785 1114 10193 2264 632 1264 448 C, Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area Ol 1.10 27.75 1.40 1.10 1.00 1.10 1.10 1.10 1.00 Moment of lnertla l lin) 198 15.75 36 27.75. 73.50 27.75 27.75 27.75 41.58 Maximum Bening Siress(Ib-0) 160 512 198 391 1201 2140 this 198 198 489 Allowable Bending Stress Ill 990 1260 990 2546 794 990 111 443 131 Allowable Moment (lb -it) 3529 1447 3529 36387 3529 990 3529 990 3529 2604 17862 MOMENT FS 5.21 2.46 2.53. 1.19 1.25 0.95 2.23 19.93 Allowable Shaer Stress (psi) 180 180 180 285 180 180 180 Maximum Shear Capacity( Ib) 3330 1890 3330 13965 3330 3330 3330 285 7900 SHEAR FS 4.39 2.41 2.99 1.37 1.47 5.27 2.63 17.63 Dealing Required 0.62 0.65 0.92 2.59 1.86 0.52 1,04 017 Elastic Modulus (psi) 11600,000 1,600,000 11600,000 2,000,000 1,600,000 1,800,000 1,600,000 2,000,000 Live Load Deflection (in) 0.00 0.00 0.01 0.22 0.03 0.00 0.02 0.01 Live Load Deflection Limit 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (In) 0.10 0.10 0.17 0.40 0.17 0.08 0,17 0,27 LIVE LOAD DEFLECTION FS 143.32 26.20 30.96 1.79 5.16 74,44 9.29 35.03 Total Load De9ec0on (In) 0.00 0.02 0.02 0.33 0.04 0.00 0,02 0,01 Total Load Deflection Limit 240 240 240 240 240 2d0 240 240 Allowable Total Load Deflection (In) 0.15 0.15 0.25 0.60 0.25 0.13 0.25 0.40. TOTAL LOAD DEFLECTION FS 51.03 9.02 12.51 1.80 6.15 80.35 11.02 37.51 SELECTION Sawn Sawn Sawn LVL Sawn Sawn Sawn LVL (2)2X10's (2)2X66 (2)2X109 (3)14" (2)2X10s (2)2X10's (2)2XIO's (2)11718" Location: Mal,L'oad MATERIAL F� E Emm Lex/dx Ley/dy FACTORS: Cd Cf Ke Fc` Fce Plan: Wellington (Elevation A) Date: 10/6/2016 Location: B4 L20 Summerfield 6x6 POST FS: 7.61 RB -18 700 1,300,000 470,000 19.64 19.64 1 1.1 1 770 1,002 0.77 6x6 POST FS: 10.11 RB -2 700 1,300,000 470,000 19.64 19.64 1 1.1 1 770 1,002 0.77 596 18,014 Plan: Wellington (Elevation A) Date: 10/6/2016 Location: B4 L20 Summerfield FS: 253 SPECS Soil Bearing Fromm 'Ps1) 1500 iameler Footing WidthlD(in) 1 24 Footing LengthlDiameter(in 24 Footing Depth (in) 10 CALCULATIONS Area Required (ft?) 1.58 Area Provided (fl) 4.00