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HomeMy WebLinkAboutSTRUCTURAL CALS - 17-00379 - 2166 Summerfield Ln - New Kartchner SFRYork Engineering Structural Design (801) 876-3501 Structural Calculations Huntington SF3B11 Prepared For: KARTCHNER HO M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 7/3/2017 7/3/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Huntington Location: SF3Bll From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801)876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psi): Floor Loads: Floor Live Load (pso: Floor Dead Load (pso: Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Steel: 40 15 40 10 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) ASTM A615 Grade 60 Dry & stable granular based, 1500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better 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: Huntington Date: 7/3/2017 Location: SF3611 LOCATION Back Front Left Right Interior I S, 1.03 PS. 1.01 13: 3.65 1 3.G;; 1 S 2.42 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure sf) 1500 1500 1500 1500 1500 Weight (k/Ift) 0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 37 40 4 4 0 Floor Span (ft) 37 36 4 4 17 Wall Height (ft) 10 10 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 2.14 2.20 0.41 0.41 0.63 FOOTING SPECS Footing Width in 20 20 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 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 Plan: Huntington Date: 7nn017 Lp Wn: SF31311 Roof Live Load (pal): Roof DeadLced Saf): Floor Live Load (piety. Floor Dead Load(psQ: Exterior Wall Dead Load (psf): Inferior Wall Dead Load (pso: Suspended Slab Dead Load (t Roof Slope (x112): Roof PiVA(B) Site Class: F,: R: Be: Sue: Sos: Cs: ReduManq Fad,, p: ASD Load CombinaYon Fadoo Base Shear Farce to Floor 1 Lateral Force b: Floor 2 Laleml Farce b: Roof laWal Force Ib: Root 1 49.2542.355 — s 8 32,283 11,995 44,2)9 Flpor2 36.26 39 8 i0 23,355 28,484 51,839 Moo,1 49.25 42 9 10 AA90 .153 30133 SEISMIC FORCE DISTRIBUTION He (ft) W.(kip) Rxx Wx 14 Forca Total Shear(kl,) Fx Vx Root Floor2 Floor 23.50 low 1.00 44.28 51.84 0.00 1,041 659A 0.60 570 35% 13.44 0 0% 13.44 8.68 4]6 0.00 8.69 13M 8.60 TOTALS 0.01 96.12 1,811 13.443 13M Plan: Huntington Bate: 7/3/2017 Location: SF31311 %Force on pier 50% 50% 50% 100% 100% 100% 100% Shear Wall Allowable Loads its) Seismic (kips) Wind (kips) 3 seismic wind wife lei fmatNack SWA 240 336 said Floor 8.7 kips 6.9 7.4 SW -1 350 490 1st Floor 4.8 kips 8.2 6.8 SW -2 450 630 Basement 0.0 kips 4.6 3.9 SW -3 585 819 Location Flex Bed Bed Backside Left Side Right Slde Frontside 2Car 3rd Car Back Side 3rd Car Left Side Front side Fronlside Fronlside Bark side Left side Rightsids Frontside Frontside Frontside Backside Back sitle Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines tip col none non. none none nonenor second floor second flonone second Boor cone anconal floor Width 15.5 11.5 10.5 38 36 36 15 22 12 38 12 36 Depth 37 39.5 37 36 30 38 37 42 24 20 24 38 Area(s9ft) 286.75 227.125 194.25 696 696 6% 373.5 462 144 908 144 1020 Force (Ib) 1774 1405 1202 4306 4306 4306 852 1054 329 2067 329 2327 Adj. Form 1773 1405 1201 4305 4342 4342 876 1083 338 2124 338 2379 %of floor 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Fir. Diaphragm 426 338 269 1035 1044 1044 210 260 81 511 81 572 Transfered Forcer 0 0 0 0 0 0 0 0 0 0 0 0 ms from Upper 0 0 0 0 0 0 1773 2606 0 4305 0 4342 Total Seismic 1773 1405 1201 4305 4342 4342 2649 3689 338 6429 338 6722 Wind Qi 1507 1194 1021 3658 3419 3419 1221 1511 471 2962 471 3993 Ad, Farce 1507 1193 1021 3657 3448 3448 1255 1553 484 3045 484 4083 %of total 20% 16% 14% 50% 50% 50% 18% 23% 7% 45% 7% 50% Total Wnal 1507 1193 1021 3657 3448 3448 2762 3766 484 6701 484 7531 Shear Wall FM FIV FM 23 13.5 14.5 Final 7 Panel 20.5 12 21.5 Aspect Ratio 0.99 1 1 1.00 Fmme 0.93 1 0.98 PSW Adj. Ca 0.74 1 1 1 0.79 1 0.83 Sels Lead(plf) 187 322 299 527 314 28 313 WrA Load (,to 159.0 255.4 237.8 538.1 326.9 40.3 350.3 Shear Wall Si SW -1 SW -11 SW -3 Si SW -1 SW -2 Uplift %Force on pier 50% 50% 50% 100% 100% 100% 100% 50% 100% 44% 1)0% 100% Wall Length (0) 3 2.75 2.25 38 13.5 14.5 12.25 3.5 12 16 12 17 Wall Height (it) 6 8 8 8 8 8 9 7 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 36 0 0 18 0 4 Rood Span (it) 40 4 6 37 4 4 42 6 40 37 37 4 Well Loatl(pIfl 160 160 160 160 180 180 180 140 180 180 180 480 Total DL(plfl 276 114 123 2625 114 114 405 111 288 3285 2745 318 Seis.Uplitt(Ibs) - - - 0 1804 1569 - 3495 0 0 1031 Wind Uplift(Ibs) - - - 0 1273 1076 3572 - a 0 1547 MSTC40 MSTCAO MSTC40 CS16X4W C516X48- STUDIO STH014 STHD14 Location Kitchen 3rd Car A A A A A A A A A A Rightside Ri9htside lentil Finateids Frontside Fronlside Frontside Fronlside Fronlside Frontside Fronlside Fronlside Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines Upwl second fkcr second floor none none none rmne none none none none none none Width 14 24 0 0 a 0 a 0 0 0 0 0 Depth 38 50 0 0 0 0 0 0 a a 0 0 Anm(s.h) 268 754 0 0 0 0 0 0 0 0 0 0 Force(to) 607 1720 0 0 0 0 0 0 0 0 0 0 Adj. Force 621 1759 0 0 0 0 0 0 0 0 0 0 %oft 13% 37% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% FIr. Diaphragm 149 423 0 0 0 0 0 0 0 0 0 0 'mnsfered Forces 0 a 0 0 0 0 0 0 0 0 0 0 areas from Upper 1447 2895 0 0 0 0 0 0 0 0 0 0 Total Seismic 2068 4854 0 0 0 0 0 0 0 0 0 0 Wind (b) 1041 2952 0 0 0 0 0 0 0 0 0 0 Adj. Form 1065 3018 0 0 0 0 0 0 0 0 0 0 % Ictal 13% 37% 0% 0% 0% 0% 6% 0% 0% 0% 0% 0% Total Wind 2214 5317 0 0 0 0 0 0 0 0 0 0 Shear Wall 14 24 13 10 10 10 10 10 10 10 10 10 Aspect Ri 1 1 1 1 1 1 1 1 1 1 1 1 POW Mi. Ca 1 1 0.65 1 1 1 1 1 1 1 1 1 Seis Load (piU 148 194 0 0 0 0 0 0 0 0 0 0 Wind Lead(plf) 158.1 221.5 0.0 0.0 OC 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 SW -1 Uplift %Force on pier 100% 10% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (it) 14 24 0 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 Span (ft) 4 4 37 36 36 36 36 36 36 36 36 36 Roof Span (11) 4 4 37 40 40 40 40 40 40 40 40 40 Wall Lead(plf) 340 340 180 180 18(1 180 180 180 180 180 180 180 Total DL(p10 234 234 385.5 396 395 398 396 396 396 396 396 396 Seis.Uplift(Ibs) 0 0 ppWind; Uplit(for) a 0 Kiaa..r. >: TL'.. 'G�..l✓�z, e�xXvgi>YVi5�r�d����M�k" .. c. g- .,x $>#SN.4-E� Plan: Huntington Dale: 7/312017 Location: SF3811 LOAD PARAMETERS Seismic Load (Ib): Seismic Strength (Ib/ft): Edge Nailing (in o.c.) Field Nailing (In o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Stress (psi): F'r (psi) Stud FS: I 2 9 Front Side. tat floor FORCE TRANSFER WALL 107 487 .7 424 All Units lbM unless specified 424 146011, 146611, 107 487 .7 2]5 6 3.5 At Seismic: 1285 Wind: 1368 I----- ___.---- ._- 12.25 ------------------I Dead Load Reslsionce Load Reaction Location Load 91 180 Uniform Lead M2 0 0 Load C1 0 0 Load 44 0 0 It Seismic: 1285 Wind: 1368 Shear Wall: SW3-.-2" Edge Nailing and 12' Field Nailing Tie -Down: LSTHD8IRJ Straps: CS16--Nails to Connect Bolts: 112' Bolts Q 32" O.C. Studs: 2x4 Studs Balt Spacing Qn D.c.)r Plan: Huntington Bolt Capacity (pr): Bolt FS 2.53 2x4 972 Tie -Down: Shops: Bolts: CSifi CSifi — Nails to Connect fl2"Bolts @32'O.C. Stud Size: Tension (In): Data 7/3/2017 Studs : 2x4 Studs Fit (Pat) 920 Stud FS: Location: SF31311 Flex second Boor LOAD PARAMETERS 1,773 It FORCE TRANSFER WALL Seismic Lead (lb). Wind Load (In): 1,507 2 94 347 25 SHEAR WALL SELECTION SWA 350 ~- 5 322 All Units lb/ft unless specified 322 Shear Wall CallouC Selsmic Strength(Iblft): Edge Nailing (In one.) 4 Field Nailing (in one.) 12 j 104116 104' ;u Seismic FS 1.01 i Wind FS 1.66 2 94 347 25 ASPECT RATIO 2.5 63 ''aarrll Left Aspect Ratio: 100% <................... 11.5---------- ' Right Aspect Ratio: 100% Dead Load Resistance CONNECTORS Inter600r Seismic. 0 Load Reaction Location Load B1 450 Unit.. Seismic: 0 Force -Transfer Wall Location: Tie -Down: CS18 Not Needatl Wing. 0 Load B2 0 0 Lead B3 0 0 Wind: 0 Tio-Down Seismic FS Tie -Down Wind FS Not Needed Load B4 0 0 Balt Spacing Qn D.c.)r 32 390 Shear Wall: SWA--4" Edge Nailing and 12- Field Nailing Bolt Capacity (pr): Bolt FS 2.53 2x4 972 Tie -Down: Shops: Bolts: CSifi CSifi — Nails to Connect fl2"Bolts @32'O.C. Stud Size: Tension (In): Stress (psi): 199 Studs : 2x4 Studs Fit (Pat) 920 Stud FS: 4.62 Plan: Huntington Date: 702017 Location: SF31311 LOAD PARAMETERS Sheer Wall: Seismic Load (Ib): I12 1,405 Wind Load (Ib): C816Nailsto Connect 1.193 SHEAR WALL SELECTION Studs: Seismic: 406 Shear Wall CallcuL 180 Uniform SW -1 Seismic Strength (IbHt): Load 92 350 Edge Nailing (in o.c.) 4 Field Nailing(in o.c.) 12 Seismic FS 0 0 1.33 Wind FS 2.19 ASPECT RATIO Left Aspect Ratio: 100% Right Aspect Ratio: 100% Stress (psi): F, (psi) Stud FS: 1 i 2 m 5 J 2 Bed 4 Second Floor FORCE TRANSFER WALL Sheer Wall: SW-i--4"Edge Nailing and 12'FIeld Nailing I12 ance...........a Dead Load Resistance It C816Nailsto Connect Load Reaction Location Studs: Seismic: 406 Load#1 180 Uniform Seismic: 406 Wind. 247 Load 92 0 0 Wind: 247 Load 93 0 0 Load #4 0 0 Sheer Wall: SW-i--4"Edge Nailing and 12'FIeld Nailing Tie -Down: CS16 Strops: C816Nailsto Connect Rolls: 11O Bolls Q 32.O.C. Studs: 2x4 Studs Plan: Huntington Date: 71312017 Location: SF3Btt PARAMETERS c Lead (lb): Seismic Strength (Ib/ft): Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Diameter(in): Stress (p. Fr (psi) Stud FS: Bed 3 Second Floor FORCE TRANSFER WALL 2.25 257 76 267 77216 All Units MR unless speclfoC 267 77216 76 257 76 2.25 <.__................. 6 10.5 ------------.__> 2.25 LSTHD81RJ Straps: Dead Load Resistance Bolts: It Studs: Load Reaction location Seismic: 0 Load #1 450 Uniform Seismic: 0 Wind: 0 Load 42 0 0 Wind: 0 Load H3 0 0 Load 94 0 0 Shear Wall: SW -1-4" Edge Nailing and 12' Field Nailing Tie -Down: LSTHD81RJ Straps: CS16--Nails to Connect Bolts: 1/2" Bolts Q 32' O.C. Studs: 2.4 Studs Plan: Hunrlrgton Dale: 7IM017 Location: SF3Bu LEFT AND RIGHT Wind Loading Calculations using Main WindforceResisting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II TeILIe 1S-1 Wind speed 115 Figure 26.5-1 A -B or Exposure Category C SR n26.9 113 upper floor 1.07 UB main flea 0.96 Roof Height 9.00 Mean roof Height 23.5 Truss Span 36 Roof Slope 6112 Raaf Angle(deg) 26.60 Sine =0.4428 Lower Truss Span 38 Lower roof Slope 5112 Lower roof Angle (deg) 22.60 Sine=0.3843 Load combination fader 0.6 (ASCE]-0024.1) 8.9 Load Case 2 Upper flow, ph 27.9 Table 27A.i Load Case 5.1 Load Caae2 Upper flea. pa 28.1 Table 276.1 Raaf Height Length g.00 Main door, pn 28.1 to"drs) Law Roof Height Upper Length 79 Main hoar, is, 28.0 Basement 3520.5 it Windward Basement four, ph 28.0 50 Basement Diaphragm Shear Basement Bxr. Pe 27.6 19590 Right Well Length Upper Floor (psQ Len Wan Length Relative positioning Net Pressure 16.8 Wndward 10.6 Lef 8.9 Factors of Safety Loci 6.2 Right 8.9 Main Floor (par) 34.7 16.85 17.28 Low met(Per thion 4.8 Net Pressure 16.8 Wral 10A Left 9.1 Roof leer Wes) 2A Leeward 6.4 RIM 9.1 Basement Floor (par) 740.66 Net Pressure 16.7 Windward 10.3 Lou 9.1 Leeward 6.4 Right 9.1 Roof (pan 2one1 Load Case 8.9 Load Case 2 7.0 Lower Roof (pan (height) Load Case 5.1 Load Caae2 6.4 Roof Load 1st Boor Raaf Height Length g.00 37.00 Lower Roof Load to"drs) Law Roof Height Upper Length 79 37 Wall Load Basement 3520.5 it Windward 50 Leeward 50 bast Exposure Adj. FaUor 1.000 -tu 5.3 -10.1 d9 Area le°) Horizontal Force glus) 333.0 4095 Lower length Low Roof Lengthri Ama (ftr1 Hamomal Force d1n) 50 13 102.9 1154] (height) Right Wall Length (height) (height) 1 1st Boor 10 2nd floor 9 to. (the) W to"drs) 0 farce goal 514.9 500 5216.8 333 3520.5 319.5 500 3205] 333 2079.8 2nd Floor Diaphragm Shear Total Shear(Ibe) 6095 Right Wall Length 0 Left Wall Length 0 1 at Floor Diaphragm Shear Total Shear (the) 15081 Right Wag Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Sbear(Iba) 19590 Right Well Length 0 Len Wan Length 0 Base Wind Shear 20107 Hurricane Ties Factors of Safety Uplift (ling H1 H2.5 Roof (for Wes) 34.7 16.85 17.28 Low met(Per thion 4.8 87]2 117.32 Lateral gbeg H1 H2 5 Roof leer Wes) 2A 269.08 140.54 Lowroof leer Wssg 0.6 1418.06 740.66 Plan: Huntingmn Date: VM017 Location: SP3Btl FRONT AND BAC Wind Loading Calculations using Main WindforceAesisting System (MWFRS) Transverse Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table is-t WI deft ad 115 figure 26.5-1MBorC Exposure Cet oFy C 3ed'an 28] I-B upper door 0.94 LB main floor 1.16 Roof Height am Mean mot Height 24.5 Trues Span 36 Roof Slope 6112 Roof Mgle(ded) 26.60 Sine=0.4478 Lower Truss Span 38 Lower mist Slope 5112 Lower root Angle(aeg) 22.60 Sine =0.3843 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper door, Pn 20.2 Table 27.6-1 Upper door, Pe 27.5 Table 27.61 Main flow, or 27.5 Main floor, pa 27.4 Basement twin. ph 27.4 Basement Saar, pe 27.0 Upper Floor (psi Relative posimirrig Net Pressure 16.7 Wrgwak 10.3 Lad 9.1 Leeward 6.4 Right 9.1 Main Floor (psU Net Pressure 16.5 windward 10.5 Left 8.6 Leewak 6.0 Right 8.6 Basement Floor (mi Net Pressure 16.3 Windward! 10.4 Left 8.6 Leeward 6.0 Right 8.6 Roof (psi) Zone 1 Zone 2 Exposure Ad, Factor 1.000 Load Case 1 8.9 -11.2 Lead Case 2 7.1 8.3 Lower Roof (pan Load Coset 8.1 -10.1 Load Case 6.4 4.9 Roof Load Raaf Height Length Area(i) Fomented Force(lbs) 800 3950 355.5 4408 Lower Road Load Lower Roof Height UPPer Length Lower lenglh Low Rool Length(ft) Areadli Honzantal Force(to$) 7.9 40 43 4 22]08333 310.9 (height) (hoght) (hel,m) Wall Load Basement 1 list floor 10 2nd door 9 W force llb5) ft, to. (the) d' far. (Ibis) Windward 43 445.5 430 4511.6 356 3653.3 Leewak 43 255.9 430 2667.9 356 2285.7 2ntl Floor Diaphragm Shear Total Sheardba) 7377 Front Wall Lenglh 0 Back wall Length o 1st Floor Dlaphragm Shaer Tatat Shoulders) 14198 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear flied 18088 From Wall Length 0 Back Well Length 0 Base Wind Shear 18439 Hurricane Ties Factors of Safety Uplift ([be) H1 H2.5 Fear (Par muss) 37.9 15A5 15.85 Lax roof (Far hues) 4.6 87.72 112.32 Lateral (Ibis) Hi H2.5 Rmf(per Wss) 111.8 7.03 3.57 Los met (Per muss) 7.2 108.58 56.71 Plan: Huntington Date: ]131201] JOIST SPECIFICATION "i pma1.1115 Boise Cascade 1'_n':1,On buss Jolsts LL Dclr -ion: 1.14 Raise Cascade LL Defla^,.h, 1 1 Tmss Joists Joist Type: BCI TJI BCI Tit Joist Sanies: 6000 210 6000 210 Joist Depth (ft) 14 14 11.88 11.88 Joist Span(h): 20 20 19 19 Joist Spacing (in): 19.2 19.2 16 16 LOAD PARAMETERS Floor Dead Load 10 10 10 10 Floor Live Lead 40 40 40 40 Total Floor Load W 50 W 50 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 Joist Weight(pl0 2.7 3.1 2.5 2.0 Joist Loading (pin 83 83 69 69 Mex Reaction (to) 827 831 657 660 Max Moment(ft-Ib) 4135 4155 3121 3135 JOIST DETERMINATION Max Moment lW% flit -Ib) 43W 4490 3670 3795 Moment FS 1.05 1.96 1.18 121 Max Shear 100% (11b) 1925 1945 1675 1655 Shear FS 2.33 2.34 2.55 2.51 Bearing Reauired(In) 2.00 2.00 200 200 Live Load Deflection Limit 360 380 360 36o Live Load Deflection (in) 0.57 0.55 0.56 0.54 Allowable Live Load Deflecbon(In) 0.67 0.67 0.63 9.63 I.I. Deflection FS 1.18 122 1.14 1.17 Total Load Deflection Limit 240 240 240 240 Total Load Deflection (in) 0.]3 0.71 0.72 0.79 Allowable Total Loatl Defection(in) 1.00 1.00 0.95 0.95 TL Deflection FS 1.3] 1Ai 1.32 1.35 1314' Allowable Reaction(lb) 11]5 1005 1175 1005 3112" Allowable Reaction (Ib) 1525 1460 1425 1460 Plan: Huntington Date: 42919 Location: SF3B11 Beam Page 1 RB -1 LVL (2) 11 7/8" RB -2 Sawn (2) 2X10's RB -3 Sawn (2) 2X10's RB -4 Sawn (2) 2X10's RB -5 Sawn (2) 2X10's RB -6 Sawn (2) 2X10's RB -7 Sawn (2) 2X10's RB -8 LVL (2) 9 1/2" RB -9 LVL (2) 9 1/2" RB -10 LVL (2) 9 1/2" FB -13 FB -14 FB -15 FB -17 MFB-1 MFB-2 MFB-3 MFB-4 Beam Page 4 Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10's LVL (3) 14" LSL (2) 9 1/2" Sawn (2) 2X8's Sawn (2) M's LVL (2) 117/8" 2.0E 2600 Fb OF #2 OF #2 OF #2 OF #2 OF #2 OF #2 2.0E 2600 Fb 2.0E 2600 Fb 2.0E 2600 Fb OF #2 OF #2 OF #2 2.0E 2600 Fb 1.55 E 2325 Fb OF #2 OF #2 2.0E 2600 Fb Beam Page 2 RB -11 Sawn (2) 2X10's OF #2 RB -12 Sawn (2) 2X10's OF #2 RB -13 Sawn (2) 2X10's OF #2 RB -14 Sawn (2) 2X10's OF #2 RB -15 Sawn (2) 2X10's OF #2 RB -16 Sawn (2) 2X10's OF #2 RB -17 LVL (2) 11718' 2.0E 2600 Fb RB -18 LVL (2) 9 1/2" 2.0E 2600 Fb RB -19 Sawn (2) 2X70's OF #2 RB -20 LVL (2) 9 1/2" 2.0E 2600 Fb FB -1 GLB 6 3/4" x 19.524F -V4 FB -2 Sawn (2) 2X10's DF #2 Beam Page 3 FB4 Sawn (2) 2X10's OF #2 FB -5 Sawn (2) 2X10's OF #2 FB -6 LVL (2) 9 1/2" 2.0E 2600 Fb FB -7 LVL (2) 9 1/2" 2.0E 2600 Fb FB -8 LVL (2) 9 1/2" 2.0E 2600 Fb FB -9 LVL (2) 11718" 2.0E 2600 Fb FB -10 LVL (1) 14" 2.0E 2600 Fb FB -11 LVL (2) 14" 2.0E 2600 Fb FB -12 Sawn (2) 2X70's OF #2 Pyr: HunWgton Dr. 7nn017 TcneaI,I1 TI]3 anrtm 1 sh,a19i _,_229 �.4 +11or Name No Rod RBJ RB�4 RD5r RBBB Rol RBd RBg0 Once LVL Sewn Be. Sawn Bead Bawn Sewn LVL LVL LVL LOADING PARAMETERS Firm, Live Load ("1 40 40 40 40 40 40 90 40 40 40 Flwr Toad Lou Saxi 50 50 R 50 50 50 W 50 50 So Boor Han Load nmr) 40 40 40 40 40 40 40 40 40 40 Rm] Tonal Leac(patf 55 55 55 55 55 55 55 SS 55 55 Wall Lou (Pi 20 20 20 W 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Spain (4) 19 t0 3 1 S 4 2.5 6 5 6 Beam IIIA 1208 5.55 555 555 5.55 555 S55 954 964 964 BEAM ami Beam Lai Cpm IIAS 0.25 9.25 us Los 5.25 9.25 9.5 9.5 0.5 Beam Ardth VeigM 3.5 3 3 5 5 S 5 39 3.5 3.5 UNIFORM LOADING FWr Sun Q) 0 0 0 0 0 0 0 0 0 0 RwiSpan(XI 7 8 3] 4 4 4 4 39 39 39 WeIINe M@I 2 0 2 4 5 5 8 1 1 1 Tout Unilmm Flxr Lead(0) 0 0 0 0 0 0 0 0 0 0 Toy; Live Hear Lead of 0 0 0 0 0 0 0 0 0 0 Total Uniform Rml Lou Nn 192.5 220 1017.5 110 110 110 110 10]2.5 10625 W71 Total Live Rwl Lead W 140 I60 ]10 SO S0 e0 W ]80 780 780 Total Uniform Well Lou DO 40 0 40 SO 106 1S0 160 W 20 20 PARTIALLY UNIFORM LOAD NO Parmly Untlwm Load 1:NmaKdht M) 0 0 0 0 0 0 O 0 0 0 1kc point (M 0 0 0 0 II 0 0 0 0 0 1End Read IN 0 0 0 0 0 0 0 0 0 0 1 Thai Fai Ji Lou Nn 0 0 0 0 II 0 0 O 0 0 Beru y Unitwm Lead] 24'roe`,"(X) 0 O 0 0 0 0 0 0 0 0 2 B Ford P) 0 0 0 0 0 0 0 0 0 0 2Ead Rom ON 0 0 0 0 O 0 0 0 0 0 2 TOMI Per0elryunHwm toac (pli( 0 0 0 0 O O o 0 0 0 2TouI LNa'ard", Unnorm Load( 0 0 0 0 0 0 0 0 0 0 PeNally Uniform Lou 3 3 Somi hill O 11 0 0 0 0 0 0 0 3Sam Polm(1) 0 0 0 0 0 0 0 0 0 0 3End Point@l 0 0 0 0 0 0 0 0 0 0 3 Total Parm ly Uniform Load Hp 0 0 0 0 0 0 0 II 0 0 3Tot: LM Pavia%Unromi Lod 0 0 0 0 0 0 0 0 0 0 POINT LOADS Prim Load 1 1Lara0m(XI 00 0 0 0 0 0 0 O 0 1 Ton I Lou (d) II 0 O II 0 0 0 0 0 0 "re Load 2 2Lwatlon IS 0 O 0 0 0 0 0 0 0 0 ]Tonal Lord(li a o 0 0 0 0 0 0 0 0 Folnl Lend SLmaOon 111 0 0 0 0 0 0 0 0 0 3Torm Lead(Ibl 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS T.,. lead 6laNing Punt (111 0 0 0 0 0 0 0 0 0 0 Tapered Load Endlnp Pam(n 0 0 0 0 0 0 0 0 0 0 Taperedlmdmsen(pn O 0 0 0 0 0 0 0 0 0 Ta ed Load m EM p O 0 0 0 0 0 0 0 0 0 REACTgNS S MOMENT ..W rearm e I I 1 1 1 1 I 1 1 1 Left Readkn (Ib) 1956 1128 1595 NO G] S91 N4 3325 2]55 5308 Rphl Reacllm(Ib) 1956 1128 1595 58] 64] 591 N4 3306 2]55 INS Max Moment Obfll 7826 2619 IIN BW 97'59 215 49E0 34a4 4980 Max Shur(y) ION 1128 1595 5] 6] 84 591 N4 D. 2755 3306 4 IW IN I.M 106 iN IW 106 1.06 iM Cr I W 1.10 1.10 im 110 L10 1.10 t10 1.W 1.02 1.N Mea ph 4158 2].]5 2].]5 27.75 2275 27.75 2].]5 33.25 3335 3325 Mamem0 man",I pi 488 198 IN 1S3 198 198 IN 250 250 250 Matlmom BeMiig S4eo (bfll 1141 ]91 335 34] 272 186 50 1130 785 1130 .Ii BeMk5 Sher. Bei 204 990 983 IN NO 990 590 2684 2684 26V Nlowabb Moment(IbXI 1]862 3529M29 35R 3529 M. 3529 117]5 ITIS sins MOMENT FS 238 135 2.95 4dl Lot 5.97 16.42 291 3.42 2.37 Mora k Sneer Slrees SW 2w 1N 1W 1N IN tN IN 235 255 285 Meatmum Shear CapadyOft 7" 3530 3330 3390 MOB 3330 3330 6318 8316 MIS SHEAR FS 4.04 3.95 3.09 5d3 5.15 5.63 9.67 1.91 2129 1.91 B"rho Re0o1rM 0]5 093 1.31 O.aa 053 049 026 IN 1.05 136 Ek55n.Minos mal 2003.00 K0 I,i f.6N,K0 INLOW 1630.000 1,600.0001.600.00" 2.0.0.000 2.000,0.(a 2,00.030 Has LouOefltt5m 0n) 0.21 0.11 LOS 0.01 001 GDO O.N 0.05 002 0.05 Hi Lead DeAeoSm LWI 306 306 NO a50 360 3W 360 No 360 350 Nbwehk UNe Lead Oalkdvn(ml 053 0.23 0.10 020 0.20 0.13 DID 0.20 0.17 020 LI 9E LOAD DEFLECTION FS 2.50 29D 2224 MAR 2BA] 90.70 372.21 4.a5 7.32 4.35 Total LoDe ra n(nl 037 0.16 0.01 002 0.02 001 00n ON, ON 006 I.LouDeAexd iLlmit 240 No 240 240 240 240 N0 240 NO 240 Nobel Trial Lead Ga im(Inl ON 0So 0.15 0]0 0.30 0.20 013 am 025 030 TOTAL LOAD DEFLECTION FS I.I. 3.09 N.2] 15.49 14.96 NAG 162-404.62 799 4.82 SELECTION LVL Bawn Sam Sawn Savor Savor Sewn LK LVL LYL (2)1179' (2)2X10'2 12)2XHh; (2)2XIVa (2)2XIOY (2)2XIm, (2)2X10'e (2)9@' (2)911 (2)912' N�.e,elm Y3B�Ix Lm�m:. w 013%10'a aun 1111X10'e earmlxl x%101 xw 01 ]%101 s+un 2)2x 14a .awn 1313%1ba LLa 131111n' LVL 13191rs' Bsm 013%taa LYL RIBIP' e'.1Bs 6axnlxl3%Ibe 17 L y6ew GMe II— Baum Sarn M—e,un Haw LVL LY M— LK OUT nNOI.ETEON FpmtL.L—NNN 40 40 Fbs TmlLwe tall 50 50 50 50 00 10 malp✓14. 111w w w .o .0 RwF T-1me (psn u u In u u Wa0Lme 11M m m x0 x0 x x0 x v x m m m OEM HPEOMWAIpxS E—Bpn in) ] 0 e e 012.1 Wag. l}II E.ss iss 533 5]! 555 5% 1308 8'Pd 11. p,amdgn ryl 913 93H B35]S B] H1f N 11 Beam M M 111 UNIFORM WLO/.OIXO nl ..pan RON BgnInl I 1x 1 43y N IN 3 ibmL o 0 0 0 0 malgn 00 0 n oME a01pY1 1Ni.8 IBO tOR3 b! 110 Pm(L me ON' 100 xp ro 10 1m as Y�Jlpm welpn m m w +m 1m 1X0 m o w 1m +m vmS Lo.BwE UNIFORM I paNalry UMom L(In I BpMkbN (91 0 0 0 0 0 u o Isw Pam (1)0 0 a o IEM panll) a 0 I TM, POTM9 ..L—MIn 0 1110 0 mayU'. 1m 2 — — — mlMg M 0 a Y 0 0 a 0 o 2E -1M. In 0 o mryl 0 rmd l Pnn J.A—LUNIPYI 0 a o 0 0 xTWIIA'ep+itl,W Vrv'elm Lm] ( 0 0 0 0 2aAX VrNmn Pa]swemegnlml IM) a1 0 0 0 0 0 0 0 ®nPMgm 0 o a 0 0 0 0 0 mllnl 0 3 rdnl PanWy LYvlmmLm]Ipn 0 0 0 0 u 0 0 u ]Tdel LXawwoXlmlNnn Lmet b o 0 o o 0 0 POIxr LolnH a 0 oa a o m11.—wl 0 0 0 LI -12 — — — — — — — — — — Lml a o 0 0 0 rIM1-01 a 13 3 — Lnea4n ul 0 a o 3TWILeMMI b O 0 0 0 0 0 0 0 0 0 TMEPEO Lo108 T.pa.M Lo.esa.wN—M] 0 a 0 Y o a o 0 T..LUM 11eminl 0 0 0 T..Lm MSl.11 0 0 EnEI 0 X.LCYOx�361NONENT Onl m. !x] 1,]! IN0 POM,Jlm Xwtim llnl 3188 Bx]% M38 1118 Memmin"I x1m vn0e1 W 11 10 W W MaU^'1 31O x1083 mIi3 P.11 E113 ,1 E9 "0, x]1ll I11 S5 Sbmenldlreeul Mll 99 1p 1� IEB .BE 1W 1� x 30 11 Metlmin0yy5y8Veaa1M1 01E 33 le 1!8 3x] IB]0 101E HB 11&242 BenEip8Yeu1M) EB3 NO W0 EH3NO MEN 2. MEN369e NW Ei] NW.M MmxnlOCM1I 881E 8831 11x8 B1. uw,u. 61•"r0e.,, % N.M �m M! 4 Ip,I1 ]Ss wemMsna.cm,MElEI 33m BNEIP FB 0.81 9A] I,N 101 9A8 Beyiy PeeJ� 011 O.R OA0 0.08 I39 OW O3B "1 E000MmJui.1 16A^.Ma 160. Bw,We 10YJ,W8 3.fO8.M0 1sp.We +.ON. 1.3m.m3 w5e w�nm > ]BO ae1011 o.1z Ya! ow 7� on 7W 6r LIMI x80 ]W xW Low lunn'bnrl 0.m O.ro 010 m] 0b Y.0 O.n 0.4 oq 0.+0 UNE LECTOR FS I. v.w La mMem�0e1 000 am om amIII,otU vo nemm Ml I.M o" 141 On0]00. ELECTOR FH BELECipXO &1w Baw yun art' Ervm 131�%1a5 Rl x%1bn 01➢k1b5 013XIpn 1312%10'a 1111%10'1 1]111 P101N' RlxXlbf IxIBIT 89+4,8 B.S 1x1 fII b, Plan: Do.. LocaOon: Sawn(2)2%10's Sawn(2)2%10's LVL 121811-' LVL (2)9112" LVL(2)9112" LVL(2)117R" LVL (1)14" LVL(2)14- Sawn (2)2%t0's Jaar ,11'1,c' 13 -ir. 117 11-F 225 - ar_1.12 LL Lae �_ S"r, -- Name F04 F" F84 FDd F88 FB -11 FB40 F841 PEAS Grace Sawn Sawn LVL LVL LVL LVL LVL LVL Sawn LOADING PARAMETERS Floor LWe Lead (pi 40 40 40 40 40 40 40 40 40 Floor Tclal Lead(psn So 50 50 50 50 50 5a 50 50 Roof LWe Load goo 40 40 40 40 40 40 40 40 40 Roof Total Lind Soft 55 55 55 55 55 55 55 55 55 Wall Lead Oren 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span(ft) 3 5 6 6 8 8 19 6 4 Beam WeSht(pill 5.55 5.55 864 969 964 12.06 2.11 14.21 555 BEAM SIZING Beam Depth (in) 9.25 9.25 9.5 9.5 9.5 11.88 14 14 9.25 Beam WIdUnWeight 3 3 3.5 3.5 3.5 3.5 1.25 3.5 3 UNIFORM LOADING Floor Son(a) 40 40 11 20 32 18 2 11 2 Roof $pan(h) 0 0 40 39 0 0 0 0 4 Well Height(it) 0 0 12 14 0 5 0 0 12 Total Uniform Floor Lead (or) 1000 1000 225 500 925 450 50 225 SO Thal Live Floor Load (pit) WE am 220 400 240 360 40 220 40 Total Unifenn Roof Lead (plt) 0 0 11ao I072.5 0 a a 0 110 Tonal Lhre Raof Lead (or) 0 0 600 260 0 0 0 0 W Total Uniform Well Lead (Pit) 0 0 240 220 0 loo a 0 340 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Reel 1SpanMelgM(0) 0 0 0 0 0 39 0 a 0 1 Start Point N) 0 0 0 0 0 4.5 0 0 0 1End Port(ft) 0 0 0 0 0 8 0 0 0 1 Thai Partially Unlfarm Lead (Pill a a 0 a 0 10225 0 0 0 Partially uniform Lead 2 - - - - - Well - -- -- 2SpenMeigM (M1) 0 0 0 0 0 6 0 a 0 2S1mI Point (ft) 0 0 0 0 0 4,5 a 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 a 2 Total Partially Uniform Wad (pit) 0 0 a 0 0 120 0 0 0 2 Total Live Parody Uniform Lead (p 0 0 0 0 0 0 0 0 a Partially Unlfonn Lead 3 38paMlei9blIT) 0 0 0 0 0 a 0 0 0 3Stat Point Oft, 0 0 0 0 0 0 0 0 0 3End Pdnl (9) 0 0 0 0 0 0 0 0 0 3 Total Panii Uniform Lead 1pV) 0 0 0 a 0 0 0 0 0 3 Total We PBNaEy Union Lead gr 0 0 0 0 0 0 0 0 0 POINT LOADS Point Land - - - - - Reof Floor - - I Lcution (8) 0 0 0 0 0 45 11 a 0 ITotal Lead (b) 0 0 a 0 0 2255 868 0 a Pdnl Load 2 2 Location (%) 0 0 0 0 0 0 a 0 0 2 Total Load (Ib) 0 0 0 0 0 0 0 0 0 Point Lead - - - - - - - -- -- 3Lou6on(ft) 0 0 0 a 0 0 0 0 0 3Text Lead lib) 0 0 0 0 0 0 0 a 0 TAPERED LOADS Tapered Lead 510Nng Point(h) 0 0 0 0 0 0 0 a 0 Tapered Load Ening Pont IS) 0 0 0 0 0 0 0 a 0 Tapered Lead at Stan (pat) 0 o a 0 0 0 0 0 0 Te..red Load at End(pl0 0 0 0 0 0 0 a 0 0 REACTIONS S, MOMENT Emotion Increase 1 1 1 1 1 t 1 1 1 Len Rossi (to) 1508 2514 4824 5406 2804 4362 ON 088 loll Right Reaction Ob) 1508 2514 4024 5906 2801 2059 1015 868 1011 Max Moment Sixth 1131 3142 2311 8110 4206 13822 6503 1301 1011 Max Shear that 1506 2514 4624 5406 2600 709 1015 868 1011 (% ICO 1.00 tm 100 103 1,00 1.00 1.00 1.00 Or IA0 1.10 120 100 1m 1.00 1.00 100 1.10 Area(in') 27,25 27.25 33.25 3325 3325 41,58 24.50 4900 22.25 Mortem of Inertia I hot) 198 198 250 250 250 489 400 BW 198 Maximum Bantling SVees(Ib41) 312 881 1668 1810 959 2015 1385 132 281 Allowable Bending S4ess(Ibfl) 993 930 2681 26& 2C9d 2804 2546 256 990 Allnvebie Moment So fl) 3529 3529 11225 11225 11725 12862 12129 24250 3529 MOMENTFS 5.12 1.12 1.61 1,15 2A0 1.29 192 18.66 3.49 Alowable Shear SOess(Pa) 180 IN 2&S 285 285 205 285 285 100 Maximum Shear CBpatlry(lb) NW 3330 6318 6318 6318 2503 4655 9310 3330 BHEARFS 2.21 1.32 1.30 1.17 2.25 1.12 4,46 10.23 319 Berms, Required 1.24 2.07 1.05 2.06 102 269 SAO 033 003 Elastic MWulus(psi) I.agoNo 1161 210001030 2,001 2.000,003 2.000,003 2.00TOW 2,000.003 11603,CO3 Live Lead Deflection (in) 000 D.04 006 0.02 004 0.10 036 000 000 Uve Load Deflection Limit 300 300 360 350 300 360 360 350 360 Allowable Live Load Degedian (in) 0.10 0.12 0.20 0.20 0.20 0.22 0.63 020 0.13 LIVE LOAD DEFLECTION FS 21.30 4.61 3.33 2.88 4.39 2.63 1.22 49.41 60.46 Total Load Demoted on) 0.01 0.05 0.10 0.11 006 0.15 0,47 001 0.01 Total Lead Defetlon Unit 240 240 240 240 240 240 240 240 240 Nlowabte Tonal Lead Dalai (in) 0.15 0.25 0.30 O30 0.30 040 ON 0.30 020 TOTAL LOAD DEFLECTION FS 23.66 3.54 3.14 2.83 SAS 2.66 2.01 56.36 21.53 SELECTION Sawn Sawn LVL LVL LVL LM- LVL LVL Be - (2)2%10'a (2)2%10e (2)9112' (2)911- (2)9112' (2)11218' (1)14' (2)14' (3)2%las Plan'. Huntington Date: 713n017 Location: SF3311 Sawn(2)2X10'. Sawn (2)2XI9's Sawn(2)21 LVL(3)14• LSL(2)9115' Sawn(2)2X8'. Sawn(2)2XS'a LVL(2)11718" S[ a - r I i r �-t 253 Moment 1.19 Sl,,.,,Sl,,.,,oe, 24 Sh14 4 V. -Il. 15 Sh-1711. Name FS -13 FIB -144 FB45 FS -17 Ii MFB-2 Mi hill God. Sawn Sawn Sawn LVL LSL Sawn Sawn LVL LOADING PARAMETERS Fleur Use Load Open 40 40 40 40 40 40 40 40 Floor Total Load Open 50 50 SO W 50 50 50 50 Roof LMe Load (pan 40 40 40 40 40 40 40 40 Rood Total Lead (pan 55 55 55 55 55 55 55 55 Wall Load (pan 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (e) 3 3 5 12 5 2.5 5 S Ream Weight (Pin 555 5.55 5.55 21.32 10.31 4.35 4.35 12.06 BEAM SONG Beam Depth (in) 9.25 9.25 935 14 0.5 7.25 7.25 11.88 Beam WidthMeight 3 3 3 5.25 3.5 3 3 3.5 UNIFORM LOADING Floor Span Oft) 2 2 2 20 37 20 20 4 Roof Span (it) 4 4 4 37 0 0 0 0 Wall Height Bn 17 15 14 8 0 0 0 0 Total Uniform Floor Load (pill 50 50 50 500 925 500 500 100 Total Live Floor Load (pin 40 40 40 400 740 400 400 80 Total Uniform Roof Lead (pin 110 110 110 1017.5 0 0 0 0 Total Live Raaf Load (pit) 80 SO 80 740 0 0 0 0 Total Uniform Wall Lead (pit) 540 360 280 160 0 0 0 0 PARTIALLY UNIFORM LOADING Partially Unform Load i - ISp.nlHaightOl 0 a 0 0 0 0 0 0 1 Stan Point (fl) 0 0 0 0 0 0 0 0 1 En Pohl (ft) 0 a 0 0 0 0 0 0 1 Totally Porosity Uniform Load (pit) 0 0 a 0 0 0 0 0 PwIl lly Uniform Load 2 - - - - 2Span/Height on 0 0 0 0 0 0 0 0 2Start Point On 0 0 0 0 0 0 0 0 2End Pugh On 0 0 0 0 0 0 0 0 2 Total Partially Loosed Lead (pin 0 0 0 0 0 0 0 0 2 Total Live Parially Uniform Lead Op 0 0 0 0 0 0 0 0 Partially Uniform Load 3 3SpanllieightOU 0 0 0 0 0 0 0 0 3 Star Point (DO 0 0 0 0 0 0 0 0 3End Paint On 0 0 0 0 0 0 0 0 3 Total Parially Uniform Lead (PH) 0 0 0 0 0 0 0 0 3 Total Live Penalty Uniform Load IT 0 0 0 0 0 0 0 0 POINT LOADS Point Lead i 1 Location (ft) 0 0 0 0 0 0 0 0 1 Total Load (Ib) 0 0 0 0 0 0 0 0 Paint Lead - - - - - - - - 2Location On 0 0 0 0 a 0 0 0 2Tocal two (to) 0 0 0 0 0 0 0 0 Pont Load - - - - - - - - 3 Location (R) 0 0 0 0 0 0 0 0 3 Total Lead (16) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Lead Staining Po1n1(8) 0 0 0 a 0 0 0 0 Tapered Load Ending Point (fl) 0 0 0 0 0 0 0 0 Tapered Load at Start (pit) 0 0 0 0 0 0 0 0 Tapered Load at End(pin 0 0 0 0 0 0 0 0 REACTIONS 8 MOMENT Duration increase 1 1 1 1 1 1 1 1 Left Reaction (lb) 753 788 1114 10193 2330 630 1261 448 Right Readicn(lb) 758 788 1114 10193 2338 630 1261 448 Max Moment Qtp-fl) 569 591 1392 30578 2923 393 1576 896 Max Sbear(Ib) 758 788 1114 10183 2338 630 1261 448 C, IAO 1.00 1.00 1.00 1.00 TOO 1.00 1.00 Cr 1.10 1.m 1.10 1.00 1.00 1.20 1.20 IAO Area Oona) 27.75 27.75 27.75 73.50 3335 21.75 21.75 41.55 Moment of [.Me l 111 198 198 198 1201 250 95 95 489 Maximum Bening Stress 11 160 183 391 2140 6% 180 720 131 Allowable Bending SVeas(Itrfl) 990 9m 990 2545 2376 low 1080 2604 Allowable Moment hoot) 3529 3529 3529 36387 10422 2365 2365 17862 MOMENT FS 6.21 5.87 2.53 1.19 3.57 6.01 1.50 19.83 Allowable Shear Stress (psi) IS0 180 180 285 310 180 180 285 Maximum Shear Capacity (to) 3330 3330 3330 13965 U72 2610 2610 7900 SHEAR FS 4.39 4.22 2.99 1.37 2.94 4.14 2.07 17.63 Beading Regutied 0.62 0.65 0.92 2.59 0.84 0.52 1.Od 0.17 Elastic Mormus(ps) 1.6mA00 1.600,000 1.500,000 2.00OA00 1,550,000 1.500,000 1.600,000 2.000.004 Live Load D.fteplan(in) ow 0.00 0.01 0.22 0.03 am 0.04 0.01 live Load Deflection Limit no 380 no no 360 360 360 360 Allowable Live Load Delleclion On) 0.10 0.10 0.17 0.40 0.17 0.08 0.17 0.27 WE LOAD DEFLECTION FS 143.32 143.32 30.88 1.79 0.15 35.31 4.47 35.03 Thal Lead De0 o,tion (in) 0.00 0.00 0.02 0.33 0.03 0.00 0.05 0.01 Total Load Defection Limit 240 240 240 240 240 240 240 240 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 49.09 12.51 1.80 7.29 42.64 5.32 37.51 SELECTION Savin Sawn Sawn LVL LSL Sawn Sawn LVL (2)2X10'5 (2)2X105 (2)2XIO'S (3)14' (2)91n" (2)2X8's (2)2XVa (2)11718' Plan: Huntington Date: 7/3/2017 Location: SF31311 MATERIAL PROPERTIES: 6x6 POST 6x6 POST F, FS: 7.61 FS: 7.99 Location: R13-18 RB -2 COLUMN DIMENSIONS: 470,000 470,000 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 9 9 MATERIAL SPECS: 1 1 Material: Doug Fir #2 Doug Fir#2 Depth -x (in): 5.5 5.5 Width-y(in): 5.5 5.5 # Members 1 1 Area ins : 30.25 30.25 Axial Load: 2,368 2,256 MATERIAL PROPERTIES: F, 700 700 E 1,300,000 1,300,000 Em;,, 470,000 470,000 Lex/dx 19.64 19.64 Ley/dy 19.64 19.64 FACTORS: Cd 1 1 Cf 1.1 1.1 Ke 1 1 Fc' 770 770 Fce 1,002 1,002 Cp 0.77 0.77 Plan: Huntington Date: 7/312017 Location: SF3B11 FS 2,53 FS 122 Calloul 1 5-24 SPECS Sail Bearing Pressure (psf) 1500 1500 Footing WidthlDiamelet 0!2) 1 24 36 Footing Length0anneler(in 24 36 Footing Depth (in) 10 10 CALCULATIONS Area Required (fe) 1.58 7.35 Area Provided (#°) 1 4.00 9.00 2V Square by 10" Deep 36H Square by 10" Deep Concrete Footing with (2) Concrete Footing with (4) #4 Bare Each Wav #4 Bars Each Wav