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HomeMy WebLinkAboutSTRUCTURAL CALCS - 18-00496 - 876 Larch Dr - New SFR Structural Design (801) 876-3501 Structural Calculations Ashland Pine Brook Esates Lot #10 Block # 6 Rexburg, ID 83440 Prepared For: Kartchner Homes 601 W. 1700 S. Bldg B Logan Utah 84321 435.755.9530 September 1, 2018 8-2018 Structural Calculations September 1, 2018 For: Kartchner Homes Plan #: Ashland Location: Lot #10 Pine Brook Estates From: York Engineering Inc. 4883 Old Highway Road, Suite A 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 (fc'): 3000 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM A615 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 ½" 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 ½" 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 H1, 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 ½ the horizontal distance between steps. Horz. re-bar shall be 12" O.C. through step downs and extend 48" either side of step 15.If 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 ½" 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:Ashland Date:2 December 2015 Location:SI307 Footing Calculations (Utah)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)88881 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Thickness (in)88888 Weight (kips/lft) 0.07 0.07 0.07 0.07 0.01 Footing Specs Width (ft) 1.67 1.67 1.67 1.67 1.33 Width (in)20 20 20 20 16 Height (ft) 0.83 0.83 0.83 0.83 0.83 Height (in)10 10 10 10 10 Weight (kips/lft) 0.21 0.21 0.21 0.21 0.17 Area per lft 1.67 1.67 1.67 1.67 1.33 Soil Specs Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips/lft) 0.04 0.04 0.04 0.04 0.00 Building Loads Roof span 40 45 10 10 0 Roof (kips/lft) 1.10 1.24 0.28 0.28 0.00 Wall Height (ft)18 18 18 18 18 Wall Load (kips/lft) 0.36 0.36 0.36 0.36 0.27 Floor span 17 19 4 4 32 Floor Loads (kips/lft) 0.43 0.48 0.10 0.10 0.80 Total (kips.lft) 1.89 2.07 0.74 0.74 1.07 Calculations Total Weight on Soil (kips)2.16 2.35 1.01 1.01 1.25 Soil Load (ksf) 1.30 1.41 0.61 0.61 0.93 Required Footing Width (in)20 20 20 20 16 Required Footing Depth (in)10 10 10 10 10 Plan:Ashland Date:2 December 2015 Location:SI307 Seismic Calculations Loading Summary Floor Dead Load (psf) 10 Floor Live Load(psf) 40 Walls (Ext)(psf) 20 Roof LL(psf)40 Walls (Int)(psf) 10 Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 6 /12 Exterior combination Snow Load Reduction Seismic Paramaters 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) 48 23 1104 55 37720 roof wall 6480 Total Mass Tributary to Roof Levels = 44200 Shear (V)(lbs) Roof Levels = 6879 Floor 2 Length W(psf) lb/ft Width W(lb) 41 10 410 40 38230 wall height 8 15750 Total Mass Tributary to Floor 2= 53980 Shear (V)(lbs) Floor Levels = 8401 Floor 1 Length W(psf) lb/ft Width W(lb) 48 10 480 55 11130 wall height 9 11330 Total Mass Tributary to Floor 1= 22460 Shear (V)(lbs) Floor Levels = 3495 Floor 1 Lateral Force 0Floor 2 Lateral Force 8401Roof Lateral Force 6879Total Seismic Mass =120640Total Lateral Force =15279 Seismic Force Distribution *** Roof Sections ***H(x)W(x) kip W(x)H(x)% Force Total Sheer FRoof 21.8 44 961 66.43%10.149924Floor 1 1.0 0 0 0.00%15.279207Floor 2 8.0 54 486 33.57%15.279207Totals9814471V/sum(Wi*Hi) =0.01056 Total Shear (lbs) =15279 Basement Sheer Wall F(total)LengthTotal Load (kips)15.3 Shear Wall Load (plf) right side 7.6 10 Not Applicable left side 7.6 10 Not Applicable front 7.6 10 Not Applicable back 7.6 10 Not Applicable Floor 1 Sheer Wall F(total)LengthTotal Load (kips)15.3 Shear Wall Load (plf) right side 7.6 34 225 left side 7.6 22 347 front 7.6 16.4 466 back 7.6 27 283 Floor 2 Sheer Wall F(total)Length Total Load (kips)10.1 Shear Wall Load (plf) right side 5.1 31 164 left side 5.1 20 254 front 5.1 14 362 back 5.1 24 211 Plan: Ashland Date: 2 December 2015 Location: SI307 left/right front/back 2nd Floor 10.1 kips 9.8 10.4 1st Floor 5.1 kips 7.7 9.6 Basement 0.0 kips 0.8 0.9 Location AAAAAAA Front side Front side Front side Back side Back side Back side Back side Floor 1111111 Lines up w/ none none none none none none none Width 0000000 Depth 0000000 Area (sqft)0000000 Force (lb)0000000 Adj. Force 0000000 % of floor 0% 0% 0% 0% 0% 0% 0% Transfered Forces 0000000 orces from Upper 0000000 Total Seismic 0000000 Wind (lb)0000000 Adj. Force 0000000 % of total 0% 0% 0% 0% 0% 0% 0% Total Wind 0000000 Shear Wall 10 10 10 10 10 10 10 Load (plf)0000000 Wind Load (plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 **** If psw or ftw is shown for Shear Wall, check corresponding Perforated, or Force Transfer calcs Location AAAAAAA Back side Back side Back side Back side Back side Back side Back side Floor 1111111 Lines up w/ none none none none none none none Width 0000000 Depth 0000000 Area (sqft)0000000 Force (lb)0000000 Adj. Force 0000000 % of floor 0% 0% 0% 0% 0% 0% 0% Transfered Forces 0000000 orces from Upper 0000000 Total Seismic 0000000 Wind (lb)0000000 Adj. Force 0000000 % of total 0% 0% 0% 0% 0% 0% 0% Total Wind 0000000 Shear Wall 10 10 10 10 10 10 10 Load (plf)0000000 Wind Load (plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 **** If psw or ftw is shown for Shear Wall, check corresponding Perforated, or Force Transfer calcs Location AAAAAAA Back side Back side Back side Back side Back side Back side Back side Floor 1111111 Lines up w/ none none none none none none none Width 0000000 Depth 0000000 Area (sqft)0000000 Force (lb)0000000 Adj. Force 0000000 % of floor 0% 0% 0% 0% 0% 0% 0% Transfered Forces 0000000 orces from Upper 0000000 Total Seismic 0000000 Wind (lb)0000000 Adj. Force 0000000 % of total 0% 0% 0% 0% 0% 0% 0% Total Wind 0000000 Shear Wall 10 10 10 10 10 10 10 Load (plf)0000000 Wind Load (plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 **** If psw or ftw is shown for Shear Wall, check corresponding Perforated, or Force Transfer calcs seismic (kips) wind (kips) total 2400 lbs < Wind 2383 lbs < Seismic 40 lb/ft 2ft 412 lb/ft 10 lb/ft Bolts 1/2 in Spacing 32 in 1237 lbs 1237 lbs Capacity 281.25 lbs/ft F.S.1.53 340 lb/ft 5ft 340 lb/ft Tension 1154.8 lbs stud 2X6 9 ft stress 146.6 psi width 6 ft Ft 525 psi F't 840 psi F.S.5.73 40 lb/ft 2ft 412 lb/ft 10 lb/ft Tie Down STHD10 Location Corner 3.25 ft wall length 13.0 ft 3.75 ft F.S.1.78 Window CS16 1650 lbs 1650 lbs connection Nails F.S.1.38 left 100.0% right 100.0% SW-2 450 lbs/ft 3" edge nailing & 12"field nailing w/ reduction 450.0 lbs/ft Seismic F.S.1.09 Front Flex Main Force Transfer to p d i s t op e n i n g h e i g h wall height bo t t o m d i s t Aspect ratio Shear Wall selection 2200 lbs < Wind 2198 lbs < Seismic 156 lb/ft 1ft 510 lb/ft 156 lb/ft Bolts -in Spacing -in 1529 lbs 1529 lbs Capacity lbs/ft F.S.  400 lb/ft 5ft 400 lb/ft Tension 1070.3 lbs stud 2X6 8 ft stress 135.9 psi width 6 ft Ft 525 psi F't 840 psi F.S.6.18 156 lb/ft 2ft 510 lb/ft 156 lb/ft Tie Down MST37 Location Inter-floor 2.75 ft wall length 11.5 ft 2.75 ft F.S.1.52 Window CS16 1529 lbs 1529 lbs connection Nails F.S.1.12 left 100.0% right 100.0% SW-3 585 lbs/ft 2" edge nailing & 12"field nailing w/ reduction 585.0 lbs/ft Seismic F.S.1.15 Front Flex Upper (Elev A,C,E) Force Transfer to p d i s t op e n i n g h e i g h wall height bo t t o m d i s t Aspect ratio Shear Wall selection 1500 lbs   Wind Bolts 1/2 in 1454 lbs   Seismic Spacing 32 in Capacity 281.25 lbs/ft F.S.3.09 Tension 572.5 lbs stud 2X6 stress 72.7 psi Ft 525 psi 182 lb/ft 3 ft 182 lb/ft F't 840 psi F.S.11.55 9 ft Tie Down STHD14 width 8 ft Location Corner F.S.2.33 left 88.89% right 88.89% 4 ft wall length 16.0 ft 4 ft Perforated Shear wall reduction 3 50.00% 1636 lbs 1636 lbs 1.00 PLR 240 lbs/ft 6" edge nailing & 12"field nailing w/ reduction 213.3 lbs/ft Seismic F.S.1.17 Wind F.S.1.79 Maximum o h/3 0.33 wall height Aspect ratio opening height % sheathing op e n i n g h e i g h A Perforated Shear Wall Co Shear Wall selection Wall Height,h Plan:Ashland Date:2 December 2015 Location:SI307 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Wind Design Coefficients P=wind load*exp coeff*Iw P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load (psf)= end zone (A) 26.3 interior zone (C) 19.1 Roof Load (psf)= end zone (B) 4.2 interior zone (D) 4.3 Vertical Wind Load from figure 28.6-1 Roof Load (psf)= 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 1.29 Apply Load combination factor (ASCE 7-10 2.4.1 0.6 Wind Speed =115 Roof Height 9.50 Exposure C Mean roof He17 Truss Span 38 Wind Load co 0.6 Roof Slope =6 /12 Roof Angle (deg)=26.56 Sine = 0.4472 Minimum Pressure P=wind load*exp coeff*Iw Adjusted horizontal wall interior 14.78 14.78 horizontal wall end zone 20.36 20.36 horizontal roof interior 3.33 10.00 horizontal roof end zone 3.25 10.00 vertical end zone windward -9.06 0.00 vertical end zone leeward -12.31 0.00 vertical interior zone windward -6.58 0.00 vertical interior zone leeward -9.91 0.00 .4*Hmean 8.7 .1*base 4.8 End Zone Width (ft) 4.8 2nd storyEnd Zone Width (ft) 4.8 Interior Zone Width (ft) 45.4 2nd StoryInterior Zone Width (ft)30.4 Gable Roof Load Width Height Wind Load Force (lbs) End 4.8 2.3 20.36 225Interior45.4 3.60 14.78 3961Sum = 4185.56 Area Wind Load Force (lbs) Hip Roof Load End 522.5 10.00 5225 Interior 0 10.00 0 Total 5225 2nd Stor Wall Load Width Height Wind Load Force (lb/ft) Force (lb/f End 4.8 1.0 20.36 195 195.42 Interior 45.4 1.00 14.78 671 449.42 Sum = 866.586 644.83 Vertical Force Width length Wind Load Force (lbs)end zone windward 5 21.60 FALSE 0leeward 5 21.60 FALSE 0 interior zone windward 45 21.60 FALSE 0 leeward 45 21.60 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs)10384 Front Wall Length 14 371 Back Wall Length 24 216 Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs)19957 Front Wall Length 16 608 Back Wall Length 27 370 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs)20824 Front Wall Length 10 Not Applicable Back Wall Length 10 Not Applicable Critical Wall Length (ft)= Front Wall Dead Load (plf)= 0 Total 18296 Front Wall Critical Length (ft)= -62 Total (plf)89 Back Wall Dead Load (plf)= 0Back Wall Critical Length (ft)= -37 Plan:Ashland Date:2 December 2015 Location:SI307 Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Wind Design Coefficients P=wind load*exp coeff*Iw P=Design Pressure Horizontal Wind Load From Figure 28.6-1 Wall Load (psf)= end zone (A) 26.3 interior zone (C) 19.1 Roof Load (psf)= end zone (B) 4.2 interior zone (D) 4.3 Vertical Wind Load from figure 28.6-1 Roof Load (psf)= 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 1.29 Apply Load combination factor (ASCE 7-10 2.4.1 0.6 Wind Speed =115 Roof Height 9.5 Exposure C Wall Height 17 Truss Span 38 Roof Slope =6 /12 Roof Angle (deg)=26.56 Sine = 0.4472 Minimum Pressure P=wind load*exp coeff*Iw Adjusted horizontal wall interior 14.78 14.78 horizontal wall end zone 20.36 20.36 horizontal roof interior 3.33 10.00 horizontal roof end zone 3.25 10.00 vertical end zone windward -9.06 0.00 vertical end zone leeward -12.31 0.00 vertical interior zone windward -6.58 0.00 vertical interior zone leeward -9.91 0.00 End Zone Width (ft)4.8 2nd storyEnd Zone Width (ft)4.8 Interior Zone Width (ft)38.4 2nd StoryInterior Zone Width (ft)31.4 Gable Roof Load Width Height Wind Load Force (lbs)End 4.8 2.3 20.36 225Interior38.4 3.60 14.78 3350 Sum = 3574.895 Area Hip Roof Load End 456 10.00 4560Interior0 10.00 0Total 4560 2nd Story Wall Load Width Height Wind Load Force (lbs)End 4.8 1.0 20.36 195 195.41952Interior38.4 1.00 14.78 568 464.19876Sum = 763.1021 659.61828 Vertical Force Width length Wind Load Force (lbs) end zone windward 5 55.10 FALSE 0leeward 5 55.10 FALSE 0interior zone windward 38 55.10 FALSE 0leeward 38 55.10 FALSE 0 Floor 2 Diaphragm Shear Shear Wall Loads (plf)Total Shear (lbs)9837 Left Wall Length 20 246 Right Wall Length 31 159 Floor 1 Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs)17533 Left Wall Length 22 398 Right Wall Length 34 258 basement Diaphragm Shear Shear Wall Loads (plf) Total Shear (lbs)18296 Left Wall Length 10 Not Applicable Right Wall Length 10 Not Applicable Critical Wall Length (ft)= Left Wall Dead Load (plf)=0 Total 20824 Left Wall Critical Length (ft)=-43 Total (plf)84 Right Wall Dead Load (plf)=0Right Wall Critical Length (ft)=-28 Plan:Ashland Date:2 December 2015 Location:SI307 RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 RB-8 RB-9 RB-10 RB-11 RB-12 RB-13 RB-15 UFB-2 UFB-3 UFB-3 UFB-3 Grade LVL Sawn Sawn LVL Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LVL Load Parameters Elev A, D Elev A, D Elev B,C,E Elev D Elev A Floor Live Load(psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40Floor Total Load(psf) 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50Floor 1 Span(ft)0000000000000020141212 Total Floor Load(plf)00000000000000500350300300 Wall Height (ft)2003300000000090 99 Wall Weight (psf) 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20Wall Load(plf)400060600000000001800180180Roof LL (psf) 40 40 40 40 40 40 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 55 55 55 55 55 55 Roof Span(ft)7 7 39 39 4 10 44 7 40 6 4 10 10 10 6 4 6 46 Total Roof Load(plf) 193 193 1073 1073 110 275 1210 193 1100 165 110 275 275 275 165 110 165 1265Beam Weight (plf) 12.1 5.6 5.6 9.6 5.6 5.6 12.1 9.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 9.6Live Load (plf) 140 140 780 780 80 200 880 140 800 120 80 200 200 200 520 360 360 1160Total Load (plf) 245 198 1078 1142 176 281 1222 202 1106 171 116 281 281 281 851 466 651 1755 Reactions & Moment Duration Increase 1111111111111111 11Beam Span(ft) 16104566911.5 46246636 66Reaction 1 (lb) 1956 990 2156 2855 527 842 5499 1162 2211 512 116 561 842 842 1276 1397 1952 5264 Reaction 2 (lb) 1956 990 2156 2855 527 842 5499 1162 2211 512 116 561 842 842 1276 1397 1952 5264 Max Moment FtLb 7826 2476 2156 3569 790 1262 12373 3342 2211 767 58 561 1262 1262 957 2095 2927 7896 Max Shear Lb 1956 990 2156 2855 527 842 5499 1162 2211 512 116 561 842 842 1276 1397 1952 5264 Determine Beam Size Depth Estimate (in)11.88 9.25 9.25 9.50 9.25 9.25 11.88 9.50 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.25 9.50 Width Estimate (in)3.50 3.00 3.00 3.50 3.00 3.00 3.50 3.50 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.50 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 1.00 1.00 1.00 1.00 1.00 1.00Cf = 1.00 1.10 1.10 1.00 1.10 1.10 1.00 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00Area = 41.58 27.75 27.75 33.25 27.75 27.75 41.58 33.25 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 27.75 33.25 Momemt of Inertia I = 489 198 198 250 198 198 489 250 198 198 198 198 198 198 198 198 198 250 Maximum Bend Stress = 1141 694 605 814 222 354 1804 762 620 215 16 157 354 354 268 588 821 1800 Allowable bend Stress 2604 935 935 2684 935 935 2604 2684 935 935 935 935 935 935 935 935 935 2684 Allowable Moment 17862 3333 3333 11775 3333 3333 17862 11775 3333 3333 3333 3333 3333 3333 3333 3333 3333 11775 Factor Of Safety = 2.28 1.35 1.55 3.30 4.22 2.64 1.44 3.52 1.51 4.34 57.70 5.94 2.64 2.64 3.48 1.59 1.14 1.49 Allowable Sheer Stress 285 165 165 285 165 165 285 285 165 165 165 165 165 165 165 165 165 285Max Shear Cap (lbs) = 7900 3053 3053 6318 3053 3053 7900 6318 3053 3053 3053 3053 3053 3053 3053 3053 3053 6318Factor Of Safety = 4.04 3.08 1.42 2.21 5.80 3.63 1.44 5.44 1.38 5.97 26.42 5.44 3.63 3.63 2.39 2.19 1.56 1.20 Bearing Required = 0.75 0.82 1.77 1.09 0.43 0.69 2.09 0.44 1.82 0.42 0.10 0.46 0.69 0.69 1.05 1.15 1.61 2.01E (psi) 2000000 1300000 1300000 2000000 1300000 1300000 2000000 2000000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 2000000Deflection LL (in) 0.21 0.12 0.02 0.02 0.01 0.02 0.13 0.11 0.02 0.01 0.00 0.00 0.02 0.02 0.00 0.04 0.04 0.07LLoad Def. Limit L/ 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360Allowable Deflection (in) 0.53 0.33 0.13 0.17 0.20 0.20 0.30 0.38 0.13 0.20 0.07 0.13 0.20 0.20 0.10 0.20 0.20 0.20LL Deflection F/S 2.53 2.72 7.63 7.60 22.05 8.82 2.26 3.48 7.44 14.70 595.42 29.77 8.82 8.82 27.14 4.90 4.90 2.96 Deflection TL (in) 0.37 0.17 0.02 0.03 0.02 0.03 0.18 0.16 0.02 0.02 0.00 0.01 0.03 0.03 0.01 0.05 0.07 0.10 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240Allowable Deflection (in) 0.8 0.5 0.2 0.25 0.3 0.3 0.45 0.575 0.2 0.3 0.1 0.2 0.3 0.3 0.15 0.3 0.3 0.3TL Deflection F/S 2.17 2.89 8.28 7.78 15.07 9.43 2.44 3.62 8.08 15.52 618.35 31.84 9.43 9.43 24.89 5.68 4.07 2.93 LVL Sawn Sawn LVL Sawn Sawn LVL LVL Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn Sawn LVL Selection 2: 11 7/8" 2: 2 x 10 2: 2 x 10 2: 9 ½" 2: 2 x 10 2: 2 x 10 2: 11 7/8" 2: 9 ½" 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 9 ½" Plan:Ashland Date:2 December 2015 Location:SI307 UFB-4 UFB-6 UFB-7 UFB-8 UFB-9 UFB-10 UFB-11 UFB-12 UFB-13 MFB-1 Grade Sawn LVL LVL Sawn LVL LVL LVL Sawn Sawn LVL Load Parameters All Elev (w/o gird opt "D") Floor Live Load(psf) 40 40 40 40 40 40 40 40 40 40 Floor Total Load(psf) 50 50 50 50 50 50 50 50 50 50 Floor 1 Span(ft)2 21 38 39 10 2 13 39 10 26 Total Floor Load(plf) 50 525 950 975 250 50 325 975 250 650 Wall Height (ft)9900099090 Wall Weight (psf) 20 20 20 20 20 20 20 20 20 20 Wall Load(plf)180 180 0 0 0 180 180 0 180 0 Roof LL (psf) 40 40 40 40 40 40 40 40 40 40 Total Roof Load(psf) 55 55 55 55 55 55 55 55 55 55 Roof Span(ft)10 39 0 0 0 10 40 0 10 0 Total Roof Load(plf) 275 1073 0 0 0 275 1100 0 275 0 Beam Weight (plf) 5.6 9.6 9.6 5.6 6.9 14.2 21.5 5.6 5.6 7.4 Live Load (plf) 240 1200 760 780 200 240 1060 780 400 520 Total Load (plf) 511 1787 960 981 257 519 1627 981 711 657 Reactions & Moment Duration Increase 1111111111 Beam Span(ft) 4 6.5 7.5 3 5 16.5 12 5 5 6.5 Reaction 1 (lb) 1021 5808 3599 1471 642 4283 9759 2451 1776 2136 Reaction 2 (lb) 1021 5808 3599 1471 642 4283 9759 2451 1776 2136 Max Moment FtLb 1021 9438 6747 1103 803 17669 29277 3064 2220 3472 Max Shear Lb 1021 5808 3599 1471 642 4283 9759 2451 1776 2136 Determine Beam Size Depth Estimate (in)9.25 9.50 9.50 9.25 14.00 14.00 14.00 9.25 9.25 7.25 Width Estimate (in)3.00 3.50 3.50 3.00 1.70 3.50 5.30 3.00 3.00 3.50 Cv= 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf = 1.10 1.00 1.00 1.10 1.00 1.00 1.00 1.10 1.10 1.00 Area = 27.75 33.25 33.25 27.75 23.80 49.00 74.20 27.75 27.75 25.38 Momemt of Inertia I = 198 250 250 198 389 800 1212 198 198 111 Maximum Bend Stress = 286 2151 1538 309 173 1855 2029 860 623 1359 Allowable bend Stress 935 2684 2684 935 2546 2546 2546 935 935 2784 Allowable Moment 3333 11775 11775 3333 11783 24258 36734 3333 3333 7115 Factor Of Safety = 3.26 1.25 1.75 3.02 14.68 1.37 1.25 1.09 1.50 2.05 Allowable Sheer Stress 165 285 285 165 285 285 285 165 165 285 Max Shear Cap (lbs) = 3053 6318 6318 3053 4522 9310 14098 3053 3053 4821 Factor Of Safety = 2.99 1.09 1.76 2.08 7.04 2.17 1.44 1.25 1.72 2.26 Bearing Required = 0.84 2.21 1.37 1.21 0.50 1.63 2.46 2.02 1.46 0.81 E (psi) 1300000 2000000 2000000 1300000 2000000 2000000 2000000 1300000 1300000 2000000 Deflection LL (in) 0.01 0.10 0.11 0.01 0.00 0.25 0.20 0.04 0.02 0.09 LLoad Def. Limit L/ 360 360 360 360 360 360 360 360 360 360 Allowable Deflection (in) 0.13 0.22 0.25 0.10 0.17 0.55 0.40 0.17 0.17 0.22 LL Deflection F/S 24.81 2.25 2.31 18.09 46.07 2.20 1.96 3.91 7.62 2.31 Deflection TL (in) 0.01 0.14 0.14 0.01 0.00 0.54 0.31 0.05 0.04 0.12 TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240 240 Allowable Deflection (in) 0.2 0.325 0.375 0.15 0.25 0.825 0.6 0.25 0.25 0.325 TL Deflection F/S 17.49 2.26 2.75 21.59 53.80 1.53 1.92 4.66 6.44 2.74 Sawn LVL LVL Sawn LVL LVL LVL Sawn Sawn LVL Selection 2: 2 x 10 2: 9 ½" 2: 9 ½" 2: 2 x 10 1: 14" 2: 14" 3: 14" 2: 2 x 10 2: 2 x 10 2: 7 1/4" Plan:Ashland Date:2 December 2015 Location:SI307 MFB-2 MFB-4 Grade Sawn LVL Load Parameters Floor Live Load(psf) 40 40 Floor Total Load(psf) 50 50 Floor 1 Span(ft)20 20 Total Floor Load(plf) 500 500 Wall Height (ft) 0 0 Wall Weight (psf) 20 20 Wall Load(plf)00 Roof LL (psf) 40 40 Total Roof Load(psf) 55 55 Roof Span(ft)07 Total Roof Load(plf) 0 193 Beam Weight (plf) 4.4 6.0 Live Load (plf) 400 540 Total Load (plf) 504 699 Reactions & Moment Duration Increase 1 1 Beam Span(ft) 2.5 6 Reaction 1 (lb) 630 2096 Reaction 2 (lb) 630 2096 Max Moment FtLb 394 3143 Max Shear Lb 630 2096 Determine Beam Size Depth Estimate (in)7.25 11.88 Width Estimate (in)3.00 1.75 Cv= 1.00 1.00 Cf = 1.20 1.00 Area = 21.75 20.79 Momemt of Inertia I = 95 245 Maximum Bend Stress = 180 916 Allowable bend Stress 1020 2604 Allowable Moment 2234 8931 Factor Of Safety = 5.67 2.84 Allowable Sheer Stress 180 285 Max Shear Cap (lbs) = 2610 3950 Factor Of Safety = 4.14 1.88 Bearing Required = 0.52 1.60 E (psi) 1300000 2000000 Deflection LL (in) 0.00 0.03 LLoad Def. Limit L/ 360 360 Allowable Deflection (in) 0.08 0.20 LL Deflection F/S 29.36 6.21 Deflection TL (in) 0.00 0.04 TLoad Def. Limit L/ 240 240 Allowable Deflection (in) 0.125 0.3 TL Deflection F/S 34.92 7.20 Sawn LVL Selection 2: 2 x 8 1: 11 7/8" Plan:Ashland Date:2 December 2015 Location:SI307 TJI Joist 210 210 Span (ft)22 17 Depth 14 11.88 Load Parameters Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 Simple Span Joist Duration Increase 1 1 Joist Span(ft) 22 17 Joist Spacing 16 19.2 Joist Weight (plf) 3.1 2.8 Joist Loading (plf) 70 83 Max Reaction (lbs) 767 704 Max Moment (FtLb/lf) 4221 2991 Max Shear Lb 767 704 Determine Joist Size Depth 14" 11 7/8" Max Moment 100% (ft-lbs) = 4490 3795 F. S. for moment =1.06 1.27 Max Shear 100% (lbs) = 1945 1655 F. S. for shear =2.53 2.35 Bearing Required (in.)= 2.00 2.00 Live Load (L/360) = 0.73 0.57 Total Load (L/240) = 1.10 0.85 EI x 10^6 (lb-in^2) 462 315 Live Load Deflection (in) 0.66 0.42 Total Load Deflection (in) 0.86 0.55 Live Load F of S 1.12 1.34 Total Load F of S 1.28 1.55 Selection 14" 210's @ 16" o.c1 7/8" 210's @ 19.2" o.c Plan:Ashland Date:2 December 2015 Location:SI307 BCI JOISTS 6000 6000 Span (ft)22 17 Depth 16 11.88 Load Parameters Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 Simple Span Joist Duration Increase 1 1 Joist Span(ft) 22 17 Joist Spacing 16 19.2 Joist Weight (plf) 2.7 2.5 Joist Loading (plf) 69 83 Max Reaction (lbs) 763 701 Max Moment (FtLb/lf) 4197 2980 Max Shear Lb 763 701 Determine Joist Size Depth = 16" 11 7/8" Max Moment 100% (ft-lbs) = 4350 3670 F. S. for moment =1.04 1.23 Max Shear 100% (lbs) = 1175 1175 F. S. for shear =1.54 1.68 Live Load (L/360) = 0.73 0.57 Total Load (L/240) = 1.10 0.85 EI x 10^6 (lb-in^2) 445 305 K x 10^6 (lbs) 8 6 Live Load Deflection (in) 0.67 0.43 Total Load Deflection (in) 0.87 0.56 Live Load F of S 1.09 1.31 Total Load F of S 1.26 1.53 Selection 16" 6000 @ 16''1 7/8" 6000 @ 19.2'' Plan : Ashland Date : 8/31/2018 Location : SI307 Glue Lamb Beam Micro-Lam Beam RB-4 RB-7 RB-14 UFB-5 UFB-5 UFB-10 MFB-3 UFB-1 UFB-1 UFB-1 Uniform Loads Elev B, C, E Elev B, C, E Elev B, C, E Elev A,D Elev D w/gird Elev A, B, C, E Elev D w/o gird Elev D w/ gird Uniform Floor Span (ft)0 0 0 18 18 2 8 19 19 19Total Uniform Floor Load (plf) 0 0 0 450 450 50 200 475 475 475Wall Height (ft)0009990 000 Wall Weight (psf)20 20 20 20 20 20 20 20 20 20Wall Load (plf) 0 0 0 180 180 180 0 0 0 0 Uniform Roof Span (ft)0080040 4437 Total Uniform Roof Load (plf) 0 0 220 0 0 110 0 110 1182.5 192.5Point Loads 1 Distance from Left (ft)2201122 222 1 Point Live Load (lb)0 0 0 2394 2738 0 0 0 0 01 Point Dead Load (lb)00059868400 000 2 Distance from Left (ft)3.53.52.57737 712.5 12.52 Point Live Load (lb)3000 3200 509 3527 2489 8510 0 0 4750 3752 Point Dead Load (lb)1125 1200 191 1322 933 3191 0 0 1781 141 Partialy Uniform Loads1 Uniform Span (ft)00044013 222 1 Live Load (plf) 0 0 0 80 80 0 260 40 40 40 1 Dead Load (plf) 0 0 0 20 20 0 65 10 10 101 Distance of left side (ft)1107710 000 1 Distance of right side (ft)6 6 0 10 10 6 2.5 12.5 12.5 12.5 2 Uniform Span (ft)38.5 41 0 39 39 0 0 2 2 22 Live Load (plf) 770 820 0 780 780 0 0 40 40 40 2 Dead Load (plf) 288.75 307.5 0 292.5 292.5 0 0 175 175 1752 Distance of left side (ft)3.5007788 12.5 12.5 12.52 Distance of right side (ft)63.5 010101010 232323 Tapered LoadTapered load left (plf)22027500000 000Tapered load right (plf)35811000000 000 Left Distance (ft)0 3.5 0 3.5 6 6 6 0 6 6Right Distance (ft)3.5909888 888 Beam Weight (plf)9.64 12.06 9.64 18.26 18.26 21.52 12.06 31.96 44.25 31.96 Reactions & Moment Duration Increase 1111111 111 Beam Span(ft) 6 9 8 10 10 16.5 6.5 23 23 23Left Reaction (lb) 2992.1 6291.8 1399.8 7916.4 7875.3 12556.1 1345.4 8065.5 23522.1 9249.8 Right Reaction (lb) 4849.1 3221.7 1137.3 9924.7 8968.8 5110.0 845.4 9007.1 25031.6 10236.2Max Moment FtLb 8778.8 15021.6 2812.8 21528.0 18661.9 36036.0 1678.6 48727.4 157061.7 57034.2Max Mom dist from Left 3.5 3.5 3.0 7.0 6.9 3.0 2.5 12.1 12.5 12.3 Max Shear Lb 4849.1 6291.8 1399.8 9924.7 8968.8 12556.1 1345.4 9007.1 25031.6 10236.2Max Shear Stress (psi) 145.8 151.3 42.1 157.6 142.4 169.2 32.4 68.4 137.3 77.8 Determine SizeDepth Estimate (in)9.50 11.88 9.50 11.88 11.88 14.00 11.88 19.5 27 19.5 Width Estimate (in)3.5 3.5 3.5 5.3 5.3 5.3 3.5 6.75 6.75 6.75 Cross Area (in^2) 33.25 41.58 33.25 62.96 62.96 74.20 41.58 131.63 182.25 131.63Max Moment 100% = 11406.60 17837.82 11406.60 27011.56 27011.56 37512.22 17837.82 85556.25 164025 85556.25 Momemt of Inertia I = 250.07 489.03 250.07 740.53 740.53 1211.93 489.03 4170.87 11071.69 4170.87Factor Of Safety =1.30 1.19 4.06 1.25 1.45 1.04 10.63 1.76 1.04 1.50Max Shear 100% = 218.76 226.98 63.15 236.44 213.66 253.83 48.54 102.64 206.02 116.65 Factor Of Safety =1.30 1.26 4.51 1.21 1.33 1.12 5.87 2.58 1.29 2.27Bearing Required = 2.52 3.27 0.73 3.40 3.08 4.31 0.70 2.43 6.74 2.76Load S 40.52 69.33 12.98 99.36 86.13 166.32 7.75 243.64 785.31 285.17 Beam S 52.65 82.33 52.65 124.67 124.67 173.13 82.33 427.78 820.13 427.78S Factor of Safety 1.30 1.19 4.06 1.25 1.45 1.04 10.63 1.76 1.04 1.50 E (psi) 1900000 1900000 1900000 1900000 1900000 1900000 1900000 0.00 0.00 0.00 Deflection LL (in) 0.08 0.15 0.05 0.18 0.16 0.41 0.01 0.43 0.52 0.51L/360 0.20 0.30 0.27 0.33 0.33 0.55 0.22 0.77 0.77 0.77 LL Deflection F of S 2.56 1.98 5.49 1.85 2.07 1.34 20.01 1.78 1.47 1.52 Deflection TL (in) 0.10 0.20 0.07 0.27 0.24 0.71 0.01 0.64 0.74 0.74L/240 0.30 0.45 0.40 0.50 0.50 0.83 0.33 1.15 1.15 1.15 TL Deflection F of S 2.90 2.22 5.82 1.85 2.05 1.16 23.10 1.80 1.56 1.56 Selection 2: 9 1/2" 2: 11 7/8" 2: 9 1/2" 3: 11 7/8" 3: 11 7/8" 3: 14"2: 11 7/8"6 3/4" x 19.5" 6 3/4" x 27" 6 3/4" x 19.5" LVL LVL LVL LVL LVL LVL LVL GLB GLB GLB