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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00644 - 1121 Adams Ct - SFRYork Engin Structural Design (801) 876-3501 Structural Calculations Savannah FS2B5 1121 Adams CT. Rexburg ID 83440 Prepared For: IF,KARTCHNER k4 H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 9/20/2016 9/20/2016 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Savannah Location: FS2135 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 (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): 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. York Engineering Table of Contents Footings 5 Seismic 6 Shear 7 FTW 8 FTW (2) 9 FTW (3) 10 FTW (4) 11 FTW (5) 12 Wind (Front & Back Loading) 13 Joists 14 Beam Schedule 15 Beams 16 Beams (2) 17 Beams (3) 18 Beams (4) 19 Posts 20 Spot Footings 21 LOCATION SOIL SPECS Density (pcf) Sail Pressure Weight (k/Ift) Plan: Savannah Date: 9/13/2016 Location: FS2135 Back Front FS: 1.19 FS: 1.43 Left Right Interior FS: 2.96 FS: 2.96 FS: 1.17 125 125 125 1500, 1500' 1500 , 0.04 0.04 0.03 1.79 0.57 0.57 Footing Width (ft) 2.00 2.00 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) 2.52 2.10 0.85 0.85 1.71 Soil Load (ksf 1.26 1.05 0.51 0.51 1.28 5 Footings Plan: Savannah Dale: 9I13I2016 Localmn: FS2135 Roof Live Lead(psfy. Roof DeadLoad(pop: Floor Llve Load Us): Floor Dead Load (pall Exterior Well Dead Load (psl): Intetlor Wall Dead Load (ps8: Suspended Slab Dead Load U SNOW LOAD PARAMETERS ROM Slop. (W12): 6 ROM Pitch (6): 26.57 Total Roof Load mall 55.00 Site Class: F,: R: S5: Sas: Sae: Ca: Redundancy Factor, p: NSD Lead Combination Factor Focused! Cs: SHEAR DISTRIBUTION Base Shear Force lb: 11,959 Floor 1 Lateral Fame It: 0 Floor Lateral Force It: 6,179 Roof Lateral Farce lb: 5.779 Roof I 47.685 43.01 — 15 8 35,166 12,514 47.680 Floor 38.61 40 8 10 22,140 28,839 50,978 Seismic SEISMIC FORCE DISTRIBUTION H. (ft) W. IMF) Hl % Force Total Shear(kip) Fx VX Roof Floor Flcori 23.75 10.00 1.00 47.68 50.98 0.00 1,132 67% 8.00 561 33% 11.96 0 0% 11.96 8.00 3.96 0.00 8.00 11.96 8.00 TOTALS1 0.01 99.66 1,693 11,959 11.96 Seismic Plan: Savannah Left Wall Garage Kitchen Garage Garage Left side Left side Rightside Rightside Data 9/13/2016 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% Location: FS2B5 FTW FTW FTW 39 .'23':: 39 FM 3.75 Portal FTW 12 Wall Height (ft) 8 B B Shear Wall Allowable Loads (pin 9 ] 9 9 9 Seismic(kips) 0 Wind (kip.) 0 seismic Wintl 13 0 13 32 0 rotaI 40 lefdright fmnVback 38 4 4 40 6 40 38 2nd Floor 8.0 kips 7.5 6.2 SW -1 350 490 160 180 140 180 let Floor 4.0 kips 8.5 7.5 SW -2 450 630 114 114 327 111 Basement 0.0 kips 4.7 4.2 SW -3 585 819 0 00 0 - Location Upper Living BedA Bed 43 Back Wall Left Wall Right Wall Office Garage 3rd car Beck Well 3rd car 3387 Front side Front side Front side Backside Leftside Right side Frontside Front side Front side Backside Backside Floor 2 2 2 2 2 2 1 1 1 1 1 Linesupw/ none none none none none none second floor second floor none second floor none Width 15.5 12.5 11 39 39 39 16 23.5 12 39 12 Depth 38 40 36 39 39 39 50 46 24 38 24 Area (sgft) 294.5 250 209 780.5 760.5 760.5 400 540.5 144 ;-'835 144 Farce glen 1541 1308 1093 3978 3976 3978 772 1044 278 1612 278 Adj. Force 1556 1321 1104 4017 3999 3999 768 1037 276 1603 276 % of floor 19% 17% 14% 50% 50% 50% 19% 26% 7% 40% 7% Fir. Olaphmgm 404 343 286 1042 1037 1037 199 269 0 416 0 Transferred Force: 0 0 0 0 0 0 0 0 0 0 0 arses from Upper 0 0 0 0 0 0 ` 1558 2425 0 :'. 4017 '. 0 Total Seismic 1556 1321 1104 4017 3999 3999 2356 3506 276 5688 276 Wind fli 1204 1022 854 3108 3743 3743 1,158 1970 525 3043 525 Adj. Force 1216 1032 863 3139 3763 3763 1449 1958 522 3024 522 %ofkam 19% 17% 14% '50% 50% 50% 19% 26% ]% 40% ]% Total Wind 1216 1032 863 3139 3763 3763 2664 3052 522 6163 522 Sheer Well FTW FTW FM 22.75 8 31.5 FTW 7.5 Portal FTW 12 Aspect Ratio 0.99 1 1 1 1 PSW Adj. Co 0.74 1 0.87 1 1 Sets Load got 1]] Ev � 127 .$¢7�0;? 23 Wind Lead(plf) 138.0 "Ed1 E�E1 119.5 1iti: lEE95e� 43.5 Shearwall SWA SWa SW4 SWa Sw-1 Uplift Left Wall Garage Kitchen Garage Garage Left side Left side Rightside Rightside Rightside %Force on pier 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 100% Wall Length in FTW FTW FTW 39 .'23':: 39 FM 3.75 Portal FTW 12 Wall Height (ft) 8 B B 8 8 6 9 ] 9 9 9 Floor Span (ftj 0 0 0 0 0 0 13 0 13 32 0 Roof Span (it) 40 40 40 38 4 4 40 6 40 38 24 Wall Load (pin 160 160 160 160 160 160 180 140 180 180 180 Total OL(pin 276 276 276 287 114 114 327 111 327 375 216 Seis.Uplift(Ibs) - - 15% 0 00 0 - 3064 - - 0 Wind Uplift (11c) 14.5 8 11 0 0 0 1 3387 0.93 1 0 PSW Adj. C, 0.94 1 1 1 0.82 Seis Load (p10 STHD10 ,•,STHDJ4, STH014 ISTHD10 206 Location Left Wall Garage Kitchen Garage Garage Left side Left side Rightside Rightside Rightside Floor 1 i 1 1 1 Lines up col second floor none second floor none second floor Width 38 8 16 6.5 24 Depth 39 23.5 39 23.5 51 Area(sgft) 949 °:158 i 312 76.375 612 Force (to) 1833 305 603 147 1182 Adj. Force 1784 297 586 144 1150 %of floor 45% ]% 15% 4% 29% Fir. Diaphragm 463 0 152 0 298 Tansfered Fomes 0 0 0 0 0 orces from Upper 3999 0 1684 0 2315 :. Toted Seismic. 5840 297 2289 144 3503 Wind (to) 3949 657 1298 316 2547 Adj. Farce 3843 640 1264 309 2479 %of total 45% ]% 15% 4% 29% Total Wind 7606 640 2848 309 4657 Sheer Wall 14.5 8 11 6.5 17 Aspect Relic 1 1 0.93 1 0.97 PSW Adj. C, 0.94 1 1 1 0.82 Seis Load (p10 If:'`=db_$' ° ? 37 208 22 206 Wind Load (pin €3'�2: '¢?>rgj 80.0 258.9 47.8 273.9 Shear Wall SW -2 SWA SW -1 SW4 SW -1 Uplift %Force on pier 100% 100% 100% 100% 100% Wall Length fit 18 8 16 6.5 24 Wall Height(ft) 9 9 9 9 9 Floor Span in 4 0 4 0 0 Roof Span (ft) 4 22 4 4 4 Wall Load (pin 340 180 340 :. 180 180 Total DL (p10 234 207 234 126 126 Seis.Uplift(Ibs) 866 0 0 0 0 Wind Uplift Qbs) 1005 0 0 19 286 Shear Seismic Strength (Ib/ft): Edge Nailing (in o.cJ Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Pr (psi) Stud FS: Plan: Savannah Date: 9/13/2016 Location: F52135 z I 1 g 5 I i i v 2 Seismic: 0 Wind: 0 Upper living FORCE TRANSFER WALL < --. 11.5 ----------- Load .. .>Load Reaction Location Load 41 460 Uniform Load 42 0 0 Load 43 0 0 Load #4 0 0 It Seismic: 0 Wind: 0 8 FTW 1l2 32 390 Shear Wall: SW -2-3" Edge Nailing and 12" Field Nailing 2.88 2z4 758 Tie -Doom: Straps: Bolts: CS16X42 CS16--Nails to Connect 1/2" Bolts @ 32' O.C. 755 Studs: 2x4 Studs 8 FTW Plan: Savannah Date: 9/13/2016 Location: FS2135 LOAD PARAMETERS Seismic Load (Ib): 1,104 Wind Load (1b): 663 Shear Wall: SW -1-4" Edge Nailing and 12" Field Nailing SHEAR WALL SELECTION 3.69 2x4 562 Tie -Down: Straps: Bolts: 'Shear Wall Callout SW -1 Seismic Strength (Iblft): 115 350 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.31 Wind FS 2.34 ASPECT RATIO Left Aspect Ratio: 100% Right Aspect Ratio: 100% Stress (psi): Fr (psi) Stud FS: J 2 Seismic: 0 Wind: 0 Bed #3 FORCE TRANSFER WALL 11 ----------- �E3f,(Loatl Re5i5fanQe. ,,- Load Reaction Location Load #1 460 Uniform Load #2 0 0 Load #3 0 0 Load #4 0 0 Seismic: 0 Wind: 0 9 FTW (2) 32 390 Shear Wall: SW -1-4" Edge Nailing and 12" Field Nailing 3.69 2x4 562 Tie -Down: Straps: Bolts: CS16X42 CS16... Nails to Connect 12" Bolts @ 32" O.C. 115 Studs: 2x4 Studs 9 FTW (2) Plan: Savannah Data: 9/13/2010 Location: FS2B5 LOAD PARAMETERS SHEAR WALL SELECTION 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: Space (pat): F'7 (psi) Stud FS: 0 � 1 fl a m 5 0 2 Bed #4 FORCE TRANSFER WALL it Seismic: 196 Wind: 3.89 12 __ _._.a Daae/ Load,ResiitaRae Load Reaction Location Load #1 190 Uniform Load #2 0 0 Load #3 0 0 Load 94 0 0 It Seismic: 196 Wind: 3.89 Shear Wall: SWA -,V' Edge Nailing and 12" Field Nailing Tie -Down: CS16X42 Straps: CS16--Nails to Connect Bolts: 1/2" Bolts @ 32" O.C. Snide: 2x4 Studs 10 FTW (3) LOAD PARAMETERS Seismic Strength(IbRt): 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'7 (psi) Stud FS: Plan: Savannah Date: 9/13/2016 Location: FS2135 ^n 2 39 q 5 0 2 Seismic: 188 Wind: 429 Office FORCE TRANSFER WALL 11 5 ------------ Load --- ----aLoad Reaction Ldcation Load #1 480 Uniform Load #2 0 0 Load #3 0 0 Load #4 0 0 -t Seismic: 188 Wind; 429 11 FTW (4) Shear Wall: SW -3-2" Edge Nailing and 12" Field Nailing Tie -Down: LSTHDB/RJ Straps: CS16--Nails to Connect Baits: 1/2" Bolts Q 32" O.C. Studs: 2x4 Studs 11 FTW (4) Plan: Savannah Date: 9113/2016 Location: FS2B5 LOAD PARAMETERS Seismio Load (lb): 'i 2,321 Seismic Strength(Ib#t): Edge Nailing(in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: ie-uown . us mama: Tle-Down Seismic FS Not N-2.cl TI. -Down Wind FS Not Nead d F, 2 it of 5 J 2 Back Wall FORCE TRANSFER WALL At Seismic: 0 Wind: 0 15 --------- I Dae _ aatl Raei§Yan�'8 ; ' Loatl Reacllon Ldcetlon Load #1 480 Uniform Load 42 0 0 Load 43 0 0 Load #4 0 0 It Seismic: 0 Wind: 0 Strap FS 1.58 12 Bolt Diameter (in):. Bolt Spacing (in o.c) b2 390 Shear Wall: SW -3--2" Edge Nailing and 12" Field Nailing Bolt Capacity (pit): Bolt FS 2.33 2x4. 1,057 Tie -Down: Straps: Bolts: LSTHDB/RJ MST028 -- Nails W Connect 1/2" Bolts @ 32" O.C. Stud Size P',..I. Tension (lb): Stress (psi): 217 Studs: 2.4 Studs FT (psi) 920 Stud FS: 4.24 12 FTW (5) Plan: governor Date: 9113rz1116 Location! Fs285 LEFT AND RIGHT Wind Loading Calculations using Main Wlndforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Disphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5 -1A -B or Exposure Category C Section 26.7 US upper Boor 1.03 LIB mein floor 0.90 Roof HelgM 9.50 Mean mot Height 23.8 Truss Span 38 Roof Slope 6112 Roof Angle (deg) 26.60 Sine= 0.4478 Leaver Truss Span 38 Lawermof Slops 6112 Lower roof Angle (deg) 26.60 Sine=0,1478 Load combination factor 0.6 (ASCE 7-102.4.1) UpperSoor, pe 28.1 Table 27.6-1 Upper floor. pe 28.1 Table 27.6-1 Main floor, ph 28.1 Main flour. p, 28.0 Basement floor, p„ 28.0 Basement floor, po 27.6 Upper Floor (psij Relative positioning Net Pressure 16.9 WndwaN 10.5 Let 9.1 LeewaN 6.4 Right 9.1 Mein Floor (pi Net Pressure 16.8 Wlndi 10.4 Left 9.1 LeewaN 6.4 Right 9.1 Basement Floor (pall Net Pressure 16.7 Wlodi 10.3 Left 9.1 LeewaN 6.4 Right 9.1 Roof flai Zone 1 Zone 2 Expasure Adj. Factor 1.000 Load Case 4.9 -11.1 Lead Case 7.0 -5.3 Lower Rod flasi Lead Case -8.1 -10.1 Lead Case 6.4 4.9 Roof Load Roof Height Length Area let) Honeomal Force (the) 9.50 39.00 370.5 4565 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Lengih(fll Area (fte) Horizontal Force flus) 9.5 39 51 12 114.0 1279.1 (height) (betght) (height) Wall Load Basement 1 lstfloor 10 2nd Door 9 ,2 force goin ft' tome (Ilan ha force (Ila) Wndward 51 525.2 510 5321.2 351 3687.9 Leeward 51 325.9 510 3269.8 351 2232.2 2nd Floor Diaphragm Shear Total Sheargoal 7526 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear(Ibs) 16060 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 20781 Right Well Length 0 Left Wall Length 0 Base Wind Shear 21207 Hurricane Tles Factors of Safety Uplift (lbs) H1 HIS Rooflperm ern 37.5 15.61 16.01 1-moodgurtiussn 4.6 07.72 117.32 Lateral (lbs) Hl H2.5 Rooflpertmss) 3.0 26219 137.31 Lowmafgurtmaa) 0.6 1250.70 657,11 13 Wind (Left and Right Loading) Plan: Sroenneh Date: 91,32016 Loonon: FS285 FRONT AND BAC Wind Loading Calculations using Main Wlndforce-Resisting System (MWFRS) Transverse Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category 11 Table 1.5-1 Wind speed 115 Figure 26.5 -1A -B or Exposure Category C Section 26.7 LIB upper floor 0.98 LIB main floor 1.11 Roof Height 9.50 Mean of Height 24.8 Truss Span 38 Roof Slope 6112 Roof Angle(deg) 26.60 Sine=0.4478 Lower Truss Span 38 Lowermd$fope 6112 Lower roof Angle(deg) 26.60 She =0.44]8 Load combination factor 0.6 (ASCE 7-102.4.1) Upperflocg p„ 28.2 Table 27.6-1 Upper floor, P. 27.7 Table 27.6-1 Main floor, pn 27.7 Main floor, po 27.6 Basement floor, pn 27.6 Basement floor, pe 27.2 Upper Floor (psF) Relative pcsitioning Net Pressure 16.8 WindweN 10.3 Lett 9.1 LeewaM 6A Right 9.1 Main Floor (pat) Net Pressure 16.6 WindweN 10.5 Lek 8.8 LeewaM 6.1 Right 8.8 Basement Floor (psf) Net Pressure 16.4 WindweN 10.3 Left 8.8 Leeward 6.1 Right 8.8 Roof(psf) Zene1 Zonal Exposure Adj. Factor 1.000 Load Cede 1 -9.0 -112 Load Case 2 7.1 -5A Lower Roof (psf) Lead Casa 1 -8.1 -10.1 Load Case 6.4 4.9 Roof Load Roof Height Length Area(fl°) Hodzomal Force(Ibs) 9.50 40.0 260 3230 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(fl) Area(h2) Hodsontel Force(Ibs) 9.5 40 46 6 57 639.5 (height) .(height) (height) Wall Load Basement 1 istfloor 10 2nd floor 9 it, force(15d) 0 farca(Ibs) fla force(Ibs) Wndward 46 475.7 460 4818.1 360 3722.3 Leeward 46 280.4 460 2813.5 360 2314.7 2nd Floor Diaphragm Shear Total Shear(lbs) 6249 Front Wall Length 0 Beck Well Length 0 tat Floor Diaphragm Shear Total Shear goal 13723 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear(Ibel 17917 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 18295 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof(perlrose) 40.8 14.34 14.71 Low of (par Was) 4.6 87.72 117.32 Lateral (lbs) H1 H2.5 Roodger mss) 80.8 9.72 5.00 Low met (per loss) 13.9 56.46 29.49 14 Wind (Front and Back Loading) Plan: Savannah Date: 911312016 Joist Series: Joist Depth (ft): Joist Span (ft): LOAD PARAMETERS Floor Dead Load Floor Live Load Total Floor Load SIMPLE SPAN JOIST Duration Increase Joist Weight toll) Joist Loading(plf) Max Reaction (lb) Max Moment (ft -Ib) JOIST DETERMINATION Max Moment 100% (ft -lb) Moment FS Max Shear 100% (lb) Shear FS Bearing Required (in) Live Load Deflection Limit Live Load Deflection (in) Allowable Live Load Deflection (in) LL Deflection FS Total Load Deflection Limit Total Load Deflection (in) Allowable Total Load Deflection (in) Ti. Deflection FS 1 314' Allowable Readion (Ib) 310 Allowable Reaction (lb) 10 10 10 40 40 40 50 50 50 1 1 1 2.8 3.1 3.1 83 83 70 704 748 698 2981 3366 3488 3785 4490 4490 1.27 1.33 1.29 1655 1945 1945 2.35 2.60 2.79 2.00 2.00 2.00 360 360 360 0.42 0.37 0.46 0.57 0.60 0.67 1.34 1." 1.48 240 240 240 0.55 0.48 0.60 0.85 0.90 1.00 1.55 1.89 1.68 1005 1005 1005 1460 1460 1460 15 Joists Plan: Savannah Date: 9/13/2016 Location: FS2B5 FB -13 FB -14 FB -15 FB -16 FB -17 MFB-1 MFB-2 MFB-3 Beam Page LVL (3) 14" LVL (1) 14" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X8's LVL (1) 11 7/8" Sawn (2) 2X8's 2.0E 2600 Fb 2.0E 2600 Fb 2.0E 2600 Fb DF #2 DF #2 DF #2 2.0E 2600 Fb DF #2 Beam Page RB -11 Sawn (2) 2X10's DF #2 RB -12 Sawn (2) 2X10's DF #2 RB -13 Sawn (2) 2X10's DF #2 RB -14 LVL (2) 9 1/2" 2.0E 2600 Fb 16 Beam Page Beam Pagel FB -1 RB -1 LVL (2) 117/8" 2.0E 2600 Fb RB -2 LVL (2) 9 1/2" 2.0E 2600 Fb RB -3 Sawn (2) 2X10's DF #2 RB -4 LVL (2) 9 1/2" 2.0E 2600 Fb RB -5 Sawn (2) 2X10's DF #2 RB -6 LVL (2) 11 7/8" 2.0E 2600 Fb RB -7 Sawn (2) 2X10's DF #2 RB -8 Sawn (2) 2X10's DF #2 RB -9 Sawn (2) 2X10's DF #2 RB -10 Sawn (2) 2X10's DF #2 FB -13 FB -14 FB -15 FB -16 FB -17 MFB-1 MFB-2 MFB-3 Beam Page LVL (3) 14" LVL (1) 14" LVL (2) 9 1/2" Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X8's LVL (1) 11 7/8" Sawn (2) 2X8's 2.0E 2600 Fb 2.0E 2600 Fb 2.0E 2600 Fb DF #2 DF #2 DF #2 2.0E 2600 Fb DF #2 Beam Page RB -11 Sawn (2) 2X10's DF #2 RB -12 Sawn (2) 2X10's DF #2 RB -13 Sawn (2) 2X10's DF #2 RB -14 LVL (2) 9 1/2" 2.0E 2600 Fb 16 Beam Page FB -1 GLB 6 3/4" x 19.5" 24F -V4 FB -2 LVL (1) 14" 2.0E 2600 Fb FB -3 Sawn (2) 2X10's DF #2 FB -4 LVL (2) 9 1/2" 2.0E 2600 Fb FB -5 Sawn (2) 2X10's DF #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 Sawn (2) 2X10's DF #2 FB -11 LVL (3) 11 7/8" 2.0E 2600 Fb FB -12 Sawn (2) 2X10's DF #2 Schedule Total Uniform Floor Wad Opp) Plan: Savannah 0 0 0 0 0 0 0 0 0 Tonal Live Floor Lane (IN Oale: 911312016 0 0 0 0 0 0 0 p a Total Uniform Roar Load (pin L-lbor F32B5 220 1100 1100 10 (3ad wr headeO 110 mmml w/Bawl�umpnut w/ba t Total Use Rood Load (an LVL(2)117I8" LVL(2191G- Sawn (2)2X1Pe 1-tf-pgS112" Sawn (2)2X10's LVL(2)117/8" Be-(2)2X10'. So..(2)2Xt0'e S.(2)2X10's Sawn(2)2) Total Uniform Wall Load (pit) TL Geaeclmrt-1566 Moment: 4.55 Sh-I 2.01 Shear: l9 M1famanl:3U 5111[1.5 Sl=ter 526 91ew: 1.12 Mar. ci In Siena' 25 Name REA RBS R.F. RB4 R8.5 It RB-] RBd RBE RB-10 G.J. LVL LVL Sawn LVL Sawn LVL Sawn Sawn Sawn Sawn LOADING PARAMETERS 0 0 0 0 0 0 0 0 0 0 Floor Live Load (,an 40 40 40 40 40 40 40 40 40 40 Floor Total Load(panl 50 50 50 50 50 60 50 50 50 50 Roof Leve Load gar) 40 40 40 40 40 40 40 40 40 40 Ro0tTolal Load nes) 55 55 55 55 55 55 55 55 55 55 Wall Load(pa0 20 20 20 20 20 20 20 20 2a 20 BEAM SPECIFICATIONS 0 0 0 0 0 0 0 0 0 0 Seam Spann) 18 9S 3 6 5 9 4 S.5 6 2 Beam weigbt(pin 12.8 9.61 5.55 9.04 5.55 12.06 5.55 5.55 5.55 5.55 BEAM SIZING 0 0 0 0 0 a 0 0 0 0 Beam Oa,.gn) 11AS 9.5 9.25 9.5 9.25 Hd8 8.25 9.25 9,25 9,25 Beam WtllhANeigbl S.5 3.5 3 3.5 3 3.5 3 3 3 3 Total Uniform Floor Wad Opp) 0 0 0 0 0 0 0 0 0 0 Tonal Live Floor Lane (IN 0 0 0 0 0 0 0 0 p a Total Uniform Roar Load (pin 11. 220 1100 1100 10 1155 110 1100 165 110 Total Use Rood Load (an 80 1C. 000 600 80 040 80 800 120 90 Total Uniform Wall Load (pit) 100 0 0 0 100 0 200 0 O 0 PARTIALLY UNIFORM LOADING Peplelly Unlnme Load I _ 18pamSel9ht in 0 0 0 0 0 0 0 0 0 0 1Start Point (A) 0 0 0 0 0 0 0 0 0 0 1 End Pont On 0 0 0 0 0 0 0 0 0 0 1 Totally Pargally Uniform Load (on 0 0 0 0 0 0 0 0 0 0 Panel, Unlrmm Lead - - - - _ 2SpanMalgbt(n) 0 0 0 0 0 0 0 0 0 0 2Bad Paint On 0 0 0 0 0 0 0 0 0 0 2 End Point (n) 0 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (on 0 0 0 0 0 0 0 0 0 0 2 TOtal Live Partially Unit Wad 0 0 0 0 0 a 0 0 0 0 Partially Unlbrm Load 3 _ 3SpenM.,hl(it) I1 0 0 0 0 0 0 0 0 3Brad Point pit O 0 0 0 0 0 0 0 0 0 3End Point On 0 0 0 0 0 0 0 0 0 0 3 Total PeNelly U,F.- ad (On I1 0 0 0 0 0 0 0 0 3 Total Lim,Pa Nally Uniform Load ( 0 0 0 0 0 0 0 0 0 0 POINT LOADS ?.[at Land 1 - - - - 1Lanagon(n) 0 0 0 01 0 0 0 0 0 1 Total Load Cin0 0 0 0 0 0 0 0 0 0 POInl Lead - 2 Lanagan (n) I1 0 0 0 0 0 0 0 0 2Total Land Sta 0 0 0 0 0 0 0 0 0 0 POInt Lead 3 - - - 3 Location (n) 0 0 0 0 0 0 0 10 0 3Total Land In) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Loatl Beading Point (it) 0 0 0 0 0 11 0 0 0 Tapered toad End ad Paint (fl) 0 0 0 0 0 0 0 0 0 0 Taperetl Loatl at Start (p M) 0 0 0 p 0 0 0 0 0 0 Taperetl Loatl at End all, 0 0 0 0 0 0 0 0 0 0 REACTIONS S MOMENT Gordon Intel 1 1 1 1 1 1 1 1 1 1 Wit Reav1lon Qb) 1]]8 1091 t.a. 3329 64] 5252 631 1935 512 N6 RI9M ReacUan(Ib) 1]]8 1091 1658 3329 64] 5252 fi31 1935 512 116 Max Moment(grin ]106 2mm 12M 4993 9T0 11016 631 1691 ]8] 50 Max Smar(Ib) 1]]8 1091 1.5. 3329 64] 5252 031 1935 512 IS Q 1.00 1.00 1.0 F. 1.00 1.00 1.00 100 1.00 1.00 y 1.0 t.0 1.10 tm 1.10 1.00 tm 1.10 1.10 1.10 Arms M') 41.58 33,25 2].]5 3325 27.75 4150 27.75 2]]5 2].]5 2],]5 Moment of enema l lea) 489 250 198 250 190 489 198 190 198 198 MaNmum Rending Sires. gb.n 1036 NO 349 1138 272 922 177 474 215 10 Allowable Bantling Streaa(Ib41) 2604 2604 990 "M990 2604 990 990 990 990 Allowable Moment0") 17862 11775 3529 11775 3529 17862 3529 3529 3529 3529 MOMENTFS 2.51 4.55 284 2.35 y04 1.51 5.59 2.09 A60 81.9 Allowable Shear Slreee(psi) 255 285 180 285 ISO 285 ISO IS0 100 180 Maximum Sawn Capasily(In) 7900 6310 3330 6318 3330 7900 C. 3330 3330 3330 SMEAR FS 4.45 8.79 2A1 1.90 5.15 1.50 1.2. 1.72 6.51 28.82 Beadn9R .Imd o.68 0.42 1.36 1.27 Cm 200 0.52 1.59 042 a.10 Elastic Madulus(An 2,000.000 2,000.000 t,fi00,000 2.000.000 1,600.000 2,000.000 .Nm..0 11800.000 1.60.000 1,600,000 LNe Load 0e8ec0an(In) 0.12 0.06 0.00 0.05 0.01 0.13 0.00 0.01 0.01 000 Live Load Oet.cion Limit 360 350 36'360 360 360 360 360 360 Set Allowable Li- Load 0e0actlon(in) 0.53 0.32 0.10 020 0.20 030 0.13 0.12. 020 0.07 LIVE LOAD DEFLECTION FS 4.38 535 21.50 425 26.5] 2.34 9.170 1355 VAR ]28.5] Total Load De-flon(in) 0.34 D. 0.01 0.0] 0.02 0.18 001 0,01 002 O.CO Total Load DefectionLlmlt 240 240 240 240 240 240 2A0 210 240 240 Allowal. Trial mad Oeilec0m(In) O.D. 0.48 0.15 0.30 030 0.45 0.20 9.18 0.30 0.10 TOTAL LOAD DEFLECTION Fa 257 5.59 23.34 4.59 14.96 2.53 34A9 14.71 18.91 75351 SELECTION LVL LVL Sawn LVL E. LVL Sawn Sean Sawn Sawn (2)11]/0" (2)91T (2)2X10'. (2)B 1/T (2)2XIPO (2)1171W (2)2X10'. (2)2XI(m (2)2X10'. (2)2%10, 17 Be6m5 Name Gretle LOADING PARAMETERS Floor Live Load (psi Floor Total Load(pa0 Roof Live Lead (pan Roof Total Load (psi) Wall Load (pan BEAM SPECIFICATIONS Beam spent (it) Beam Weight (plo BEAM SIZING Beam Depth (in) Beam Widomeight UNIFORM LOADING Plan: Savannah 0 0 0 0 Date: 9/1312016 110 220 80 80 Longton: FS285 100 100 optional windows wlwrap around porch 1378 Seem J2) 2X16'a Seven (2) 2X10'. Sawn (2) 2X1 O's LVL (2) 9 U2" 0 Sheat 10.3 Shear: 16.45 Moment'. 3.64 LL Deflection L1955 0 RB -11 RB42 RB43 RBA4 0 0 Sawn Sawn Sawn LVL 0 40 40 40 40 0 50 60 50 60 0 0 40 40 40 40 0 65 55 56 55 0 20 20 20 20 3330 3 2 6 12 15.45 5.55 5.55 5.55 9.64 0.53 9.25 9.25 9.25 9.5 2,000,000 3 3 3 3.5 Total Uniform Floor Lead (p10 Total Live Floor Lead (pig Total Uniform Roof Load (pl0 Total Live Roof Load (pin Total Uniform Well Load (p10 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 1 SunnlHeigM(it) 1 Start Point do 1 End Point (it) 1 Totally Partially Uniform Load (pig Partially Uniform Lead 2 2 Spanrieight(it) 2 Stan Point thin 2 End Paint (ft) 2 Total Partially Uniform Load (pill) 2 Total Live Partially Uniform Load lip Partially Uniform Lead 3 3SpanlHe1ght(tt) 3 Stan Point did 3 End Point On 3 Total Partially Uniform Load (pill) 3 Tond Live Partially Uniform Load (IF POINT LOADS Point Load 1 1 Location (ft) 1 Total Load did Point Load 2 2 Location (ft) 2 Total Load did Point Load 3 3 Location (ft) 3 Total Loatl did TAPERED LOADS Tapered Load Starting Paint (ft) Tapered Load Ending Point fln Tapered Load at Start (910 Duration Increase Left Reactor (in) Right Reaction(to) Max Moment (Ib -ft) Max Shear (IF) C, Cr Area dni) Moment of merge I (Ii Maximum Bending Stress (Ii Allowable Bantling Stress (Ib -ft) Allowable Moment (Ib -ft) MOMENTFS Allowable Shear Stress (psi) Maximum Shear Capacity (lb) SHEAR FS Bearing Required Elastic Modulus (psi) Live Load Deflection (in) Live Load Deflection Limit Allowable Live Load Deflection (in) LIVE LOAD DEFLECTION FS Total Lead Dtiflecticn(in) Total Load Deflection Limit Allowable Total Load Carl (in) TOTAL LOAD DEFLECTION FS SELECTION 0 0 0 0 0 0 0 0 110 110 110 220 80 80 80 160 100 100 100 0 1378 242 108 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a_ O. a. a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 323 216 647 1378 323 216 647 1378 242 108 970 4134 323 216 647 1378 1.00 1.00 1.00 1.00 1.10 1.10 1.10 1.00 27.75 27.75 27.75 33.25 198 198 198 250 68 30 272 942 990 990 990 2684 3529 3529 3529 11775 14.55 32.75 3.64 2.05 180 180 180 285 3330 3330 3330 6318 10.30 15.45 5.15 4.59 0.27 0.18 0.53 0.52 1,600,000 1,600,000 1,600,000 2,000,000 0.00 0.00 0.01 0.15 360 360 360 360 0.10 0.07 0.20 0.40 214.98 725.57 26.87 2.65 0.00 0.00 0.02 0.22 240 240 240 240 0.15 0.10 0.30 0.60 119.68 403.94 14.96 2.77 Sawn Sawn Sawn LVL (2)2X10's (2)2X10Y (2)2X10's (2)9112" 18 Beams (2) Name Grade LOADING PARAMETERS Floor Llve Load (ps9 Floor Total Load (pi Roof LNe Load (pat) Roof Total Load (pso Wall Load(p3fl BEAM SPECIFICATIONS Beam Span (ft) Beam Weight(pin BEAM SIZING Beam Depth (In) Beam WidthWeiOht Roof Span Plan: Savannah Dale: 911312016 Location: FSi LVL (3)14" LVL (1)14" LVL (2) 9ID" Sawn (2) 2X10'. Sawn (2) 2X1 Be Sawn (2) 2X8'. LVL (1)11 TIB" Sawn (2) 2X8'. MemenB 1,13 Shoar: 3.99 Slmar 3.69 Shear 3.02 Shear: 5.72 Momont 1.49 Moment 4.55 Shear: 2.57 1100 FB -13 FBA4 FB -15 FE -16 FB.17 li li MF34 80 LVL LVL LVL Sawn Sawn Sawn LVL Sawn 200 40 40 40 - 40 40 40 40 40 0 50 50 50 50 SO SO 50 50 0 40 40 40 40 40 40 40 40 0 55 55 55 55 55 55 55 55 0 20 20 20 20 20 20 20 20 95 12 5 5 3 2.5 4.5 10 3.5 0 21.32 7.11 9.64 5.55 5.55 4.35 6.03 4.35 Total Live Floor Load (pit) Total Uniform Roof Load (pin Total Live Roof Load (pin Total Uniform Well Load (pill PARTIALLY UNIFORM LOADING Padlally, Uniform Load 1 1 SpanMeieht gin 1 Stad Point (ft) I End Point (ft) I Totally Partially Uniform Load (pit) Padlally Uniform Load 2 2 SpanMeight (ft) 2 Stat Point(ft) 2 End Point On 2 Total Partially Uniform Load (pin 2 Total Live Parially Uniform Load (F Padlally Uniform Load 3 3 SperMeiOht (ft) 3 Siad Point fft) 3 End Point (ft) 3 Total Partially Unfold Load (on 3 Total Live Partially Uniform Load OF POINT LOADS Point Load 1 I Location fin 1 Total Load fib) Point Load 2 2 Location (fl) 2 Total Load (Ib) Point Load 3 3Location fft) 3 Total Load (IS) TAPERED LOADS Tapered Load Staling Point fft) Tapered Load Ending Paint (ft) Tapered Load at Stott (ply Duration Increase Left Reachon(Ib) Right Reaction(lb) Max Moment (lb -ft) Max Shear(Ib) Cr C, Ama (in) Moment of media I (In') Maximum Bending Stress (Ib -ft) Allowable Bending Stress ab -ft) Allowable Moment did -ft) MOMENTFS Allowable Shear Shaw,(pain Maximum Shear Capacity (lb) SHEARFS Beadn9 Required Elastic Modulo. Open Live Load Deflection (in) Live Load Deflection Limit Allowable Live Load Defledlon f.) LIVE LOAD DEFLECTION FS Total Load Deflection (In) Total Load Deflection Limit Allowable Total Load Deflection (in) TOTAL LOAD DEFLECTION FS SELECTION 14 14 9.5 9.25 9.25 7.25 11.88 7.25 5.25 1.75 3.5 3 3 3 1.75 3 425 50 475 575 50 625 150 575 340 40 380 460 40 500 120 460 1100 110 0 a 110 0 0 0 800 80 0 0 80 0 0 0 240 300 200 a 300 0 0 0 _a 0 0 0 a o. 0 a_ a 0 0 a 0 0 0 0 0 0 0 0 a 0 0 0 a a 0 0 0 0 0 0 1201 400 250 198 198 95 245 95 o a o 0 a a 0 0 0 0 0 0 0 0 0 0 0 0 a 0 a 0 0 0 00 8.31 0 O a a 0 0 o. 0 _a a o _a o. _0 0 0 0 0 0 a 0 a 0 a 0 0 0 a o a 0 0 a 0 0 a 0 a 0 0 a 0 0 0 0 a 0 a0 0 a 0 0 0 0 0 0 0 a. 0 0 0 0 0 0 0 a a a 0 0 0 0 0 0 0 0 0 o. 0 0 0 0 0 0 0 0 0 o. 0 a 0 0 0 a a 0 0 0 0 0 0 0 0 0 0 0 0 a 0 a 0 0 a 0 0 a 0 _0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 10718 1168 1712 871 5B2 1416 780 1014 10718 1168 1712 871 582 1416 780 1014 32154 1460 2140 653 363 1592 1950 886 10718 1168 1712 871 582 1416 780 1014 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.10 1.10 1.20 1.00 1.20 73.50 24.50 33.25 27.75 27.75 21.75 20.79 21.75 1201 400 250 198 198 95 245 95 2250 306 488 163 102 727 569 405 2546 2546 2684 990 990 1080 2604 1000 36387 12129 11775 3529 3529 2365 8931 2365 1.13 8.31 5.50 SAO 9.72 1A9 4.50 2.67 285 285 285 180 180 180 285 180 13965 4655 6318 3330 3330 2610 3950 2610 1.30 3.99 3.69 3.82 5.72 1.04 5.06 2.57 2.72 0.89 0.65 0.72 OAS 1.17 0.59 0.83 2,000,000 2,000.000 2,000,000 1.600.000 1,600,000 1.600.000 2,000,000 1,600,000 0.22 0.00 0.01 0.00 0.00 0.03 0.06 0.01 360 360 360 360 360 360 360 360 0.40 0.17 0.17 0.10 0.08 0.15 0.33 0.12 1.79 78.26 15A4 37.39 248.14 4.91 5.98 11.35 0.35 0.01 0.02 0.00 0.00 0.04 0.07 0.01 240 240 240 240 240 240 240 240 0.60 0.25 0.25 0.15 0.13 0.20 0.50 0.18 1.71 30.16 12.06 44A4 95.94 5.85 6.90 1352 LVL LVL LVL Sawn Sawn Sawn LVL Sawn (3)14° (1)14" (2)9112" (2)2X10'S (2)2X1 O's (2)2X8's (1)11718" (2)2X8's 19 Beams (4) Plan: Savannah Date: 9/13/2016 Location: F52B5 FS: 1.01 Location: Girder support in 2X4 garage wall COLUMN DIMENSIONS: MATERIAL SPECS: I 26.25 F, 1,350 E 1,600,000 Ee; 580,000 Lex/dx 30.86 Ley/dy 0.00 FACTORS: Cd 1.15 Of 1.15 Ke 1 Fc' 1,785 Fce 501 Cp 0.26 20 Posts Plan: Savannah Date: 9/13/2016 Location: FS2B5 FS: 1.11 SPECS Soil Bearing Pressure (psfJ 1500 Fooling Width/Diameter(in) 36 Footing Length/Diameter(in 36 Footing Depth (in) 10 CALCULATIONS Area Required (le) 8.10 Area Provided (f?) 9.00 21 Spot Footings