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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00552 - 1071 Washington Blvd - New SFRdoh [LYke. , Enguneenng Structural Design (801') 876-3501 Structural Calculations Charlotte Founders Square Subdivision B3 L2 Rexburg, ID 83440 Prepared For: KARTC H N E'R H O M E S Kartchner Homes 601 W. 1700 S. Bldg B Logan Utah 84321 435.755.9530 July 25, 2016 Structural Calculations July 25, 2016 For: Kartchner Homes Plan #: Charlotte Location: Founders Square Subdivision B3 L2 From: York Engineering Inc. Dead Load (PSF) 4883 Old Highway Road, Suite A Seismic Zone: Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IRC: Roof Load; Roof Live Load (PSF) 40 Dead Load (PSF) 15 Floor Load; Live Load (PSF) 40 Dead Load (PSF) 10 Seismic Zone: D Wind Speed: 115 mph ult. Exposure C or 150 mph ult. Exposure B Material Properties & Assumptions Concrete (W): 3000 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A6 IS Grade 60 & Grade 40 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 minimum of 25' Dimensional Lumber: Doug Fir #2 & BTR Steel: ASTM A36 Use Simpson 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. Roof Truss and beam system 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 contractor shall verify all conditions, dimensions and structural details of the drawing. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all horizontal edges 1 ''/2" nominal or wider. 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 & over rim joist between floors and nail to rim and wall plates 6" O.C. 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. Use Simpson A35 ties each cantilevered joist to sill or top plate. 3. Use Simpson Hl, H2.5 or equiv. ties each end of each truss. 4. Use 1/2" x 10" J bolts 32 O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over 8' high. Use 3" x 3" x 1/4" washers 5. If discrepancies are found, the more stringent specification shall be followed. 6. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 7. Contractor shall assure that all materials are used per manufactures recommendations. 8. Site engineering and liability shall be provided by the owner/builder as required. 9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers. 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil and that 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 set back requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 10. The contractor shall conform to all building codes and practices as per the 2015 IRC. 11. Use balloon framing method when connecting floors in split level designs. 12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers' specifications. 14. Foundation steps shall not exceed 4 feet or'/2 the horizontal distance between steps. Horz. re -bar shall be 12" O.C. through step downs and extend 48" either side of step 15.I1' garage return walls are less than 32" wide then extend headers across return walls with 2 king studs on either end extending from the top of the header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 16. Use a minimum of 2-9 '/2" LVLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv. for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow all recommendations found in all applicable Geotechnical reports. 20. Stacking of two sill plates is permitted with 5/8" J -bolts through both plates.. Stacking more than two plates is not permitted without special engineering 21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI concrete shall be used. Plan: Charlotte Date: 14 August 2014 Location: FS2B3 Footing Calculations back front left right interior 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 Foundation Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.08 Height Above Grade (in) 8 8 8 8 1 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Thickness (in) 8 8 8 8 8 Weight (kips/Ift) 0.07 0.07 0.07 0.07 0.01 Footing Specs Width (ft) 1.67 1.67 1.67 1.67 1.67 Width (in) 20 20 20 20 20 Height (ft) 0.83 0.83 0.83 0.83 0.83 Height (in) 10 10 10 10 10 Weight (kips/Ift) 0.21 0.21 0.21 0.21 0.21 Area per Ift 1.67 1.67 1.67 1.67 1.67 Soil Specs Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips/Ift) 0.04 0.04 0.04 0.04 0.01 Building Loads Roofspan 40 40 10 10 10 Roof (kips/Ift) 1.10 1.10 0.28 0.28 0.28 Wall Height (ft) 18 12 14 14 20 Wall Load (kips/Ift) 0.36 0.24 0.28 0.28 0.30 Floor span 40 8 18 2 18 Floor Loads (kips/Ift) 1.00 0.20 0.45 0.05 0.45 Total (kips.lft) 2.46 1.54 1.01 0.61 1.03 Calculations Total Weight on Soil (kips) 2.74 1.82 1.28 0.88 1.24 Soil Load (ksf) 1.64 1.09 0.77 0.53 0.75 Required Footing Width (in) 20 2u 20 2u Zu Required Footing Depth (in) 10 10 10 10 10 Plan: Charlotte Date: 14 August 2014 Location: FS2133 Seismic Calculations Loading Summary Floor Dead Load (psi) 10 Floor Live Load(psf) 40 Walls (Ext)(psf) 20 Roof LL(psf) 40 Walls (Int)(psf) 10 Roof DL(psi) 15 Roof Dead Load(psf) 15 Roof Slope 6112 Exterior combination Snow Load Reduction Seismic Parameters Slope 26.56 V=Cs*W/1.4 Snow 40.00. Fa= 1 Table 11.4-1 Pitch over 20 R= 6.5 table 1617.6 Rs Ss= 1.772 Reduction Sms= 1.77. eq. 16-16 L.L.- Reduction 40.00 Sds= 1.18 eq 16-18 Total Load 55.00, Cs= 0.218 per eq. 16-49 Adj. Factor 1.4 Cs= 0.1556 Roof Length W(psf) Lb/ft Width W(lb) 64 23 1334 47 56028 roof wall 9000 Total Mass Tributary to Roof Levels = 65028 Shear (V)(lbs) Roof Levels = 10120 Floor 2 Length W(psf) Wit Width W(lb) 64 10 640 47 0 wall height 0 9000 Total Mass Tributaryto Floor 2= 0 Shear M(lbs) Floor Levels = 0 Floor 1 Length W(pso Ib/ft Width W(lb) 64 10 640 47 15090 wall height 9 11000 Total Mass Tributary to Floor 1= 26090 Shear M(lbs) Floor Levels = 4060 Floor 1 Lateral Force u Floor 2 Lateral Force u Root Lateral Force 10120 Total Seismic Mass = 91118 Total Lateral Force = 10120 Seismic Force Distribution *** Roof Sections *** H(x) W(x) kip W(x)H(x) % Force Total Sheer F Roof 14.1 65 919 100.00% 10.119946 1-loor 1 1.0 U U U.UU% 10.119946' Flo0r2 0.0 U U U.UU% 10.119946 Totals 65 919 1 V/a0m(WI*HI)= U.U7102 Total Shear (lbs) 1U120 rsasemem sneer vilall F(total) Length Total Load (kips) 10.1 Shear Wall Load (pig night side b.1 10 Not Applicable lett side b.1 10 Not Applicable tront b.1 10 Not Applicable back b.1 10 Not Applicable door 1 bneer wau F(total) Lengm Total Load (kips) 10.1 Shear Wall Load(plf) right side b.1 27 16/ let[side b.1 27 16/ front b.1 10 bUb back b.1 20 253 door 2 sneer wall F(total) Length Total Load (kips) 10.1 Shear Wall Load (pit) right side b:1 10 Not Applicable lett side b.1 10 Not Applicable tront b.1 10 Not Appucable back b.1 10 Not Applicable Plan: Charlotte Date: 14 August 2014 Location: F82133 seismic(kips) Wrid(kips) total lefthight frontfback 2nd Floor 0.0 kips 0.0 0.0 1 at Floor 10.1 kips 13.7 10.2 Basement 0.0 kips 0.9 0.7 Location A A A A A A A Front side Frontside Fronlaide Back side Back side Backside Back side Floor 1 1 1 1 1 1 1 Lines up wl none none none none none none none Width 0 0 0 0 0 0 0 Depth 0 0 0 0 0 0 0 Area (sgft) 0 0 0 0 0 0 0 Force (lb) 0 0 0 0 0 0 0 Adj. Farce 0 0 0 0 0 0 0 %of Hoar 0% 0% 0% 0% 0% 0% 0% 'ransfered Forces 0 0 0 0 0 0 0 areas from Upper #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! #VALUEI #VALUE! Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI W1nd Oct 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of total 0% 0% 0% 0% 0% 0% 0% Total Wind #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUE! Shear Wall 10 10 10 10 10 10 10 Load(pli #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI Wind Lead(plf) #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! #VALUE! ^" If paw or ft is shown for Shear Wall, check corresponding Perforated, or Force Transfer colas Location A A A A A A A Backside Backside Backside Backside Backside Backside Backside Floor 1 1 1 1 1 1 1 Lines up none none none none none none none W1dlh 0 0 0 0 0 0 0 Depth 0 0. 0 0 0 0 0 Area(sgfl) 0 0 0 0 0 0 0 Force (11b) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of floor 0% 0% 0% 0% 0% 0% 0% 'ransfered Forces 0 0 0 0 0 0 0 areas from Upper #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Wnd(lb) 0 0 0 0 0 0 0 Adj. Farce 0 0 0 0 0 0 0 %of total 0% 0% 0% 0% 0% 0% 0% Total Wnd #VALUEI #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI Shear Wall 10 10 10 10 10 10 10 Load (pit) #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI W1nd Loatl(pIQ #VALUE! #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUE! "^ If psw orflw is shown for Shear Wall, check corresponding Perforated, or Force Transfer talcs Location A A A A A A A Back side Back side Backside Back side Back side Back side Back side Floor 1 1 1 1 1 1 1 Lines up w/ none none none none none none none Wdth 0 0 0 0 0 0 0 Depth 0 0 0 0 0 0 0 Area(sgf) 0 0 0 0 0 0. 0 Force (lb) 0 0 0 0 0 0 0 Adj. Farce 0 0 0 0 0 0 0 %of floor 0% 0% 0% 0% 0% 0% 0% 'ransfered Farces 0 0 0 0 0 0 0 oras from Upper #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI Total Seismic #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI #VALUEI Wind(lb) 0 0 0 0 0 0 0 Adj. Force 0 0 0 0 0 0 0 %of total 0% 0% 0% 0% 0% 0% 0% Total W4nd #VALUEI #VALUEI #VALUE! #VALUEI #VALUEI #VALUEI #VALUE! Sheer Wall 10 10 10 10 10 40 10 Load(plp #VALUE! #VALUEI #VALUE! #VALUEI #VALUEI #VALUE! #VALUEI Wind Lead (pit) #VALUE! #VALUE! #VALUEI #VALUEI #VALUEI *VALUE! #VALUEI —* If paw or ft is shown for Shear Wall, check corresponding Perforated, or Force Transfer talcs wall height loft Force Transfer 641b/ft n E 2 It 495 lb/ft 6416/k 1656 IN 525 psi Ft 1056 lbs F.S. 2> r 373 lb/ft 6 ft 373 lb/ft 0 0 width 7.5 ft y 'o 64 lb/ft C 2 It 495 lb/ft 64 lb/ft 0 a 1166 4.25 ft wall length 16.0 ft 4.25 ft 176.0 psi 1980 His 525 psi Ft 840 psi F.S. 1980 His 450016: <Wnd 316816: <Seismic Bolts 1/2 m Spacing 32 m Capacity 281.25 lbs/k F.S. 1.42 Tension 1386.0 ibs stud 2X6 Stress 176.0 psi Fl 525 psi Ft 840 psi F.S. 4.77 Tie Down MST48 Location Inter -floor F.S. 1.54 Window CS16 connection Nails F.S. 0.92 Aspect ratio left 100.0% right 100.0% Shear Wall selection SW -1 350 Ibs/ft 4" edge nailing & 12"field nailing w/reduction 350.0 Ibs/ft Seismic F.S. 0.71 wall height 9 f 1636 lbs A Perforated Shear Wall m t 182 lb/ft m 3 ft 182 lb/ft 0 0 widir 8 ft 1500 Its Wind Bolts 1/2 in 1454 Its Seismic Spacing 32 in Capacity 281.25 ibs/ft F.S. 3.09 Tension 572.5 ibs stud 2X6 stress 72.7 psi Ft 525 psi Ft 840 psi F.S. 11.55 Tie Down STHD14 Location Corner F.S. 2.33 Aspect ratio left 88.89% right 88.89% 4 ft wall length 16.0 ft 4 it Perforated Shear wall reduction opening height 3 %sheathing 50.00% .1636 lbs C, 1.00 Shear Wall selection PLR 240 lbs/ft 6" edge nailing & 12"field nailing w/ reduction. 213.3 lbs/8 Seismic F.S. 1.17 Wind F.S. 1.79 Wall Height,h Maximum < h/3 0.33 Plan: Charlotte Truss Span 33 Date: 14 August 2014 Wintl Load ca 0.6 Location: FS283 6112 Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Longitudinal Direction Minimum Pressure Wind Design coefficients Adjusted P=wind load -exp coefi lw 13.87 P=Design Pressure 19.09 Horizontal Wind Load From Figure 28.6-1 10.00 Wall Load (paf)= 10.00 end zone (A) 26.3 0.00 interior zone (C) 19.1 0.00 Roof Load(pst)= 0.00 end zone (8) 4.2 0.00 interior zone (D) 4.3 Vertical Wind Load from figure 28.6-1 Roof Load goat)= end zone windward(E) -11.7 Wall Load end zone leeward (F) -15.9 Width intederzone windward(G) -8.5 Wind Load intederzone leeward(H) -12.8 Force (lot Exposure Coefficient from figure 28.61 1.21 Apply Load rumbinatlon factor (ASCE 7-10 2.4.1 0.6 Win4Speed- 115 Roof Height 8.25 Exposure C Mean roof He 10 Roof Slope= Roof Angle (den- P=wind load -exp coefl Iw horizontal well interior horizontal well end zone horizontal roof Interior horizontal roof end zone vertical end zone windward vertical end zone leeward vertical interior zone windward vertical interior zona leeward .4'Hmean .1 -base End Zone Width (ft) Interior Zone Width (it) Gable Roof Load 5.65 4.7 4.7 37.6 Width End 4.7 Interior 37.6 2nd storyEndZen. Width (it) 4.7 2nd Storylntenor Zone Width (it) 37.6 Height Wind Load Force(Ile) 2.3 19.09 202 3.00 13.87 2738 Sum = 2940.67 Truss Span 33 Area Wintl Load ca 0.6 Wind Loatl 6112 26.56 Sine=0.4472 End Minimum Pressure Total Shear fibs) Adjusted 13.87 13.87 19.09 19.09 3.12 10.00 3.05 10.00 -8.49 0.00 -11.54 0.00 -6.17 0.00 -9.29 0.00 5.65 4.7 4.7 37.6 Width End 4.7 Interior 37.6 2nd storyEndZen. Width (it) 4.7 2nd Storylntenor Zone Width (it) 37.6 Height Wind Load Force(Ile) 2.3 19.09 202 3.00 13.87 2738 Sum = 2940.67 Floor 2 Wool Sheer Total Shear(Ibs) 3878 Front Well Length 10 Bark Wall Length 10 Floor t Diaphragm Shear Area 10185 Wind Loatl Force ghat Back Wail Length Hip Rad Land End 387.75 Total Shear fibs) 10.00 3878 10 Back Wall Length Interior 0 10.00 0 Front Wall Critical Length (it)= -69 Beck Well Dead Load (pip= 0 Back Wall Critical Length (it)= Total 3878 2nd Star Wall Load Width Height Wind Load Force llbm) Force (lot End 4.7 1.0 19.09 179 179.48 Interior 37.6 1.00 13.87 521 521.38 Sum= 700.866 700.87 Vertical Fame Width length Wind Load Force(Iha) end zone windward 5 29.65 FALSE 0 leeward 5 29.65 FALSE 0 interior zone windward 38 29.65 FALSE 0 leeward. 38. 29.65 FALSE 0 Floor 2 Wool Sheer Total Shear(Ibs) 3878 Front Well Length 10 Bark Wall Length 10 Floor t Diaphragm Shear Total Shear figs) 10185 Front Wall Length 10 Back Wail Length 20 basement Diaphragm Shear Total Shear fibs) 10888 Front Wall Length 10 Back Wall Length 10 Critical Wall Length gn- Front Wall Dead Load (pn= 0 Front Wall Critical Length (it)= -69 Beck Well Dead Load (pip= 0 Back Wall Critical Length (it)= -35 Shear Wali Loads (pin Not Applicable Not Applicable Sheer Wall Loads (pin 509 255 Shear Wall Loads (pit) Not Applicable Not Applicable Total 14646 Total(pIl) 66 Plan: Charlotte Date: 14 August 2014 Location: FS283 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Wind Uesign Coefficients P=wind load -exp coal P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load psQ= end zone (A) 26.3 interior zone (C) 19.1 Roof Load (psp= and zone (B) 4.2 Interior zone (0) 4.3 Vertical Wnd Load from figure 28.6-1 Roof Load (psg= end zone windward (E) -11.7 end zone leeward (F) -15.9 Interior zone windward (G) -8.5 interior zone leeward (H) -12.8 Exposure Coefficient from figure 28.6.1 1.21 Apply Load combination factor (ASCE 7-10 2.4.1 0.6 Wind speed= 115 Roof Height 6.25 Exposure C Wall Height 10 Truss Span 33 Roof5lope= 6112 Roof Angle(dog)= 26.56 Sine 0.4472 Minimum Pressure P-,nd load -exp coefrlw Adjusted horizontal wall interior 13.87 13.87 horizontal well end zone 19.09 19.09 horizontal roof interior 3.12 10.00 horizontal roof end zone 3.05 10.00 varied end zone windward -8.49 0.00 vertical end zone lees -11.54 0.00 vertical interior zone windward -647 0.00 vertical interior zone leeward -9.29 0.00 End Zane Width (it) 4.7 2nd sloryEnd Zane Width (ft) 4.7 Interior Zone Width (Ig 54.6 2nd Storylntenor Zone Width (it) 54.6 Gable Roof Load Width Height Wind Load Force fba) End 4.7 2.3 19.09 202 Interior 54.6 3.00 13.87 3976 Sum= 4178.758 Area Hip Roof Load End 528 10.00 5280 Interior 0 10.00 0 Total 5280 2nd Story Well Load Width Height Wind Lead Feme(the) End 4.7 1.0 19.09 179 179.48172 Interior 54.6 1.00 13.87 757 757.11636 Sum = 936.5981 936.59808 Vertical Force Width length Wind Load Ferre (the) end zone windward 5 55.15 FALSE 0 leeward 5 55.15 FALSE 0 interior zone windward 55 55.15 FALSE 0 leeward 55 55.15 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (pit) Total Shear(Iba) 5280 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Floor 1 Diaphragm Shaer Shear Wall Loads (plf) Tata] Shear itis) 13709 Leg Wall Length 27 254 Right Wall Length 27 254 basement Diaphragm Shear Shear Wall Loads (pig Total Shear (lbs) 14646 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Critical Wall Length (fl)= Leg Wall Dead Load (ph)= 0 Total 10886 Leg Wall Critical Length (it)= -52 Told (pig 44 Right Wall Dead Load (plI)= 0 Right Wall Critical Length (it)= 52 Plan: Charlotte Date: 14 August 2014 Location: FS2133 RB -1 RB -2 RB -3 RB -4 RB -5 RB -6 RB -7 RB -8 RB -9 RB -10 RB -11 RB -12 Grade LVL LVL Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Load Parameters Floor Live Load(pso 40 40 40 40 40 40 40 40 40 40 40 40 Floor Total Load(pso 50 50 50 50 50 50 50 50 50 50 50 50 Floor 1 Span(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Total Floor Load(plo 0 0 0 0 0 0 0 0 0 0 0 0 Wall Height (ft) 5 0 0 5 0 0 0 5 0 4 0 0 Wall Weight (psf) 20 20 20 20 20 20 20 20 20 20 20 20 Wall Load(plf) 100 0 0 100 0 0 0 100 0 80 0 0 Roof LL (psf) 40 40 40 40 40 40 40 40 40 40 40 40 Total Roof Load(psf) 55 55 55 55 55 55 55 55 55 55 55 55 Roof Span(ft) 4 39 32 4 32. 25 7 4 34 4 24 4 Total Roof Load(plo 110 1073 880 110 880 688 193 110 935 110 660 110 Beam Weight (plo 12.1 9.6 5.6 5.6 9.6 12.1 5.6 3.2 5.6 5.6 5.6 5.6 Live Load (plo 80 780 640 80 640 500 140 80 680 80 480 80 Total Load(plf) 222 1082 886 216 890 700 198 213 941 196 666 116 Reactions 8 Moment Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 Beam Span(ft) 16 6 4 6 8 9 11 4 4 3 4 5. Reaction 1(11b) 1776 3246 1771 647 3559 3148 1089 426 1881 293 1331 289 Reaction 2(11b) 1776 3246 1771 647 .3559 3148 .1089 426 1881 293 .1331 289 Max Moment FtLb 7106 4870 1771 970 7117 7083 2996 426 1881 220 1331 361 Max Shear Lb 1776 3246 1771. 647 3559 3148 1089 426 1881 293 1331 289 Determine Beam Size Depth. Estimate (in) 11.88 9.50 9.25 9.25 9.50 11.88 9.25 5.25 9.25 9.25 9.25 9.25 Width lEstimate (in) .3.50 3.50 3.00 3.00 3.50. 3.50 3.00 .3.00 3.00 3.00 3.00 3.00 Cv= 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf= 1.00 1.00 1.10 1.10 1.00 .1.00 1.10 1.40 .1.10 1.10 1.10 1.10 Area 41.58 33.25 27.75 27.75 33.25 41.58 27.75 15.75 27.75 27.75 27.75 27.75 Momemt of Inertia 1= 489 250 198 198 250 489 198 36 198 198 198 198 Maximum Bend Stress = 1036 1110 497 272 1622 1032 840 371 528 62 373 101 Allowable bend Stress 2604 2684 935 935 2684 2604 935 1190 935 935 935 935 Allowable Moment 17862 11775 3333 3333 11775 17862 3333 1367 3333 3333 3333 3333 Factor Of Safety = 2.51 2.42 .'1.88. 3.44 1.65 2.52 1.11 3.21 1.77 15.15 2.50 9.23 Allowable Sheer Stress 285 285 965 165 285 285 165 210 165 165 165 165 Max Shear Cap (lbs) 7900 6318 3053 3053 6318 7900 3053 2205 3053 3053 3053 3053 Factor Of Safety = 4.45 1.95 1.72 4.72 1.78 2.51 2.80 5.17 1.62 10.41 2.29 10.57 Bearing Required = 0.68 1.24 1.46 0.53 1.36 1.20 0.90 0.35 1.55 0.24 1.10 0.24 E (psi) 2000000 2000000 1300000. 1300000 2000000 2000000 1300000 1300000 1300000 1300000 1300000 1300000 Deflection LL (in) 0.12 0.05 0.01 0.01 0.12 0.08 0.18 0.01 0.02 0.00 0.01 0.00 Ll -cad Def. Limit L/ 360 360 360 360 360 360 360 360 360 360 360 360 Allowable Deflection (in) 0.53 0.20 0.13 0.20 0.27 0.30 0.37 0.13 0.13 0.10 0.13 0.17 LL Deflection FIS 4.42 4.40 9.30 22.05 2.26 3.98 2.05 13.61 8.76 176.42 12.40 38.11 Deflection TL (in) 0.33 0.06 0.02. 0.02 0.16 0.11 0.25 0.03 0.02 0.00 0.01 0.01 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240 240 240 240 Allowable Deflection (in) 0.8 0.3 0.2 0.3 0.4 0.45 0.55 0.2 0.2 0.15 0.2 0.25 TL Deflection FIS 2.39 4.75 10.09 12.28 2.44. 4.26 2.17 7.66 9.50 108.26 13.42 39.57 LVL LVL Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Selection 2:117/8^ 2:9W 2:2x10 2:2x10 2:9W 2:10/9^ 2:2x10 2:2x6 2:2x10 2:2x10 2:2x10 2:2x10 Plan: Charlotte Date: 14 August 2014 Location: FS2133 FB -1 FB -2 Grade LVL Sawn Load Parameters Floor Live Load(psf) Floor Total Load(psf) Floor Span(ft) Total Floor Load(plf) Wall Height (ft) Wall Weight (psf) Wall Load(plf) Roof LL (psf) Total Roof Load(psf) Roof Span(ft) Total Roof Load(plf) Beam Weight (plf) Live Load (plf) Total Load (plf) Reactions & Moment Duration Increase Beam Span(ft) Reaction 1 (lb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Determine Beam Size Depth Estimate (in) Width Estimate (in) Cv= Cf = Area = Momemt of Inertia I = Maximum Bend Stress = Allowable bend Stress Allowable Moment Factor Of Safety = Allowable Sheer Stress Max Shear Cap (lbs) _ Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) LLoad Def. Limit L/ Allowable Deflection (in) LL Deflection F/S Deflection TL (in) TLoad Def. Limit L/ Allowable Deflection (in) TL Deflection F/S Selection FB -3 LVL 40 40 40 50 50 50 31 24 10 775 600 250 0 0 0 20 20 20 0 0 0 40 40 40 55 55 55 0 0' 0 0 0 0 14.5 4.4 6.0 620 480' 200 789 604 256 1 1 1 12 3 4 4737 907 512 4737 907 512 14210 680 512 4737 907 512 9.50 7.25 11.88 5.25 3.00 1.75 1.00 1.00 1.00 1.00 1.20 1.00 49.88 21.75 20.79 375 95 245 2159 310 149 2684 1020 2604 17662 2234 8931 1.24 3.29 17.44 285 180 285 9476 2610 3950 2.00 2.88' 7.71 1.20 0.75 0.39 2000000 1300000 2000000 0.39 0.01 0.00 360 360' 360 0.40 0.10 0.13 1.04 14.16 56.60 0.49 0.01 0.00 240 240 240 0.6 0.15 0.2 1.22 16.87 66.32 LVL Sawn LVL 3:9'/2" 2: 2 x8 1: 11 7/8" Plan: Charlotte Date: 14 August 2014. 117/8" Location: FS2B3 3795 TJI Joist 210 Span (ft) 18.5 Depth 11.88 Load. Parameters 2.00 Floor Dead Load 10 Floor Live Load 40 Total Floor Load 50 Simple Span Joist 0.49 Duration Increase 1 Joist Span(ft) 18.5 Joist Spacing 16 Joist Weight (plf) 2.8 Joist Loading (plo 69 Max Reaction (Ibs) 643 Max Moment (FtLb/If) 2972 Max Shear Lb 643 Determine Joist Size Depth 117/8" Max Moment 100% (ft -lbs) = 3795 F. S. for moment = 1.28 Max Shear 100% (lbs) _ 1655 F. S. for shear = 2.58 Bearing Required (in.)= 2.00 Live Load (L/360) = 0.62 Total Load (1-/240) = 0.93 EI x 10A6 (Ib-inA2) 315 Live Load Deflection (in) 0.49 Total Load Deflection (in) 0.63 Live Load F of S 1.27 Total Load F of S 1.46 Selection 11 7/8" 210's Q 16" o.c Determine Joist Size Depth = Plan: Charlotte Max Moment 100% (ft -lbs) = Date: 14 August 2014 F. S. for moment = Location: FS2133 BCI JOISTS 6000 Span (ft) 18.5 Depth 11.88 Load Parameters 0.93 Floor Dead Load 10 Floor Live Load 40 Total Floor Load 50 Simple Span Joist 0.65 Duration Increase 1 Joist Span(ft) 18.5 Joist Spacing 16 Joist Weight (plf) 2.5 Joist Loading (plf) 69 Max Reaction (lbs) 640 Max Moment (FtLb/If) 2959 Max Shear Lb 640 Determine Joist Size Depth = 11 7/8" Max Moment 100% (ft -lbs) = 3670 F. S. for moment = 1.24 Max Shear 100% (lbs) = 1175 F. S. for shear = 1.84 Live Load (L/360) = 0.62 Total Load (U240) = 0.93 EI x 10A6 (Ib-inA2) 305 K x 10A6 (Ibs) 6 Live Load Deflection (in) 0.50 Total Load Deflection (in) 0.65 Live Load F of S 1.24 Total Load F of S 1.43 Selection 11718" 6000 @ 16" Plan : Charlotte Date: 14 August 2014 Location: F82B3 Micro -Lam Beam FBA RB -13 Uniform Loads W/ pop out Uniform Floor Span (ft) 0 0 Total Uniform Floor Load (plf) 0 0 Wall Height (ft) 0 0 Wall Weight (psf) 20 20 Wall Load (pill 0 0 Uniform Roof Span (ft) 21.5 4 Total Uniform Roof Load (plo 591.25 110 Point Loads 1 Distance from Left (ft) 2 0 1 Point Live Load (lb) 0 0 1 Point Dead Load (lb) 0 0 2 Distance from Left (ft) 7 4.5 2 Point Live Load (lb) 0 2444 2 Point Dead Load (Ib) 0 916 Partialy Uniform Loads 1 Uniform Span (0) 0 0 1 Live Load (pll) 0 0 1 Dead Load (plo 0 0 1 Distance of left side (ft) 1 1 1 Distance of right side (ft) 6 6 2 Uniform Span (ft) 12.5 0 2 Live Load (plf) 250 0 2 Dead Load (plf) 93.75 0 2 Distance of left side (ft) 0 8 2 Distance of right side (ft) 8 10 Tapered Load Tapered load left (plf) 0 0 Tapered load right (plf) 0 0 Left Distance (ft) 6 6 Right Distance (ft) 8 8 Beam Weight (plf) 12.06 9.64 Reactions & Moment Duration Increase 1 1 Beam Span(ft) 12 5 Left Reaction (lb) 5453.2 635.1 Right Reaction (lb) 4536.5 3323.1 Max Moment FtLb 15672.5 1643.9 Max Mom dist from Left 5.8 4.5 Max Shear Lb 5453.2 3323.1 Max Shear Stress (psi) 131.1 99.9 Determine Size Depth Estimate (in) 11.88 9.50 Width Estimate (in). 3.5 3.5 Cross Area (in -2) 41.58 33.25 Max Moment 100%= 17837.82 11406.60 Momemt of Inertia I = 489.03 250.07 Factor Of Safety = 1.14 6.94 Max Shear 100%= 196.72 149.91 Factor Of Safety = 1.45 1.90 Bearing Required = 2.83 1.73 Load S 72.33 7.59 Beam S 82.33 52.65 S Factor of Safety 1.14 6.94 E (psi) 1900000 1900000 Deflection LL (in) 0.32 0.01 U360 0.40 0.17 LL Deflection F of S 1.25 17.55 Deflection TL (in) 0.45 0.01 U240 0.60 0.25 TL Deflection F of S 1.35 18.73 Selection 2:117/8" 2:91/2' LVL LVL