Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
STRUCTURAL CALCS - 08-00437 - 1118 Coyote Willow Way - New SFR
Owl Structural Calculations For: Kartchner Homes Plan #: Carolina B Location: Lot #1, Block #3, Rexburg Id From: York Engineering Inc. 1 September 2008 08 004.37 1118 Coyote Willow Way-Scholes 2329 W. S ring Hollow Road Mor 'ta 8 0 (801) 876-3501 Design Criteri C 06- Roof Lo &e)'d o:P 40 ead Ldad Fl 15 LI1Vl1 \LL1b11 \V r Lo , >" ��Nr oad (PSF) 40 ead Load (PSF) 10 9737 e mic Zone: D 1 ind Speed: 90 mph 110 mph 3 second t Exposure C or q� o�° P P ( P �) P � � 100 mph (120 mph 3 second gust) Exposure B ' Material Properties & Assumptions S7RUCZURINA R APM SLY Concrete PSI (fc'): 2500 (found.), 2500 (slabs), 4000 (cusp. slabs) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & Stable granular based, 2000 PSF Bearing Capacity, Granular Based Backfill (KH=35 pcf, KP=225), Slope not to exceed 20%, Minimum setback from slopes of 25' Dimensional Lumber: Hem or 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. William York is the structural engineer only and does not assume the role of "Registered Design Professional" 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. Multiple use of these calculations is not permitted. 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,%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. Shear Wall Schedule type Sheathing Nail E_d_ge Field Anchor Bolts Typical 7/16" one side 8d 6O.C. 10 If O.C. i 2113211 O.C. SW-1 7/16" one side 8d 4t1 O.C. 10 itO.C. /2 3211 O.C. Staples may be used in place of 8d nails at'/z the spacing 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 H 1 or equiv. ties each end of each truss. 5. Foundation reinforcement as per plan. 6. Use 2: #4 bars continuous for all footings 2: # 4 bars each side of openings & 2 # 4 bars top & bottom extend 36" beyond opening 8. Use %2" x 10" J bolts 32" O.C. all foundation walls 9. If discrepancies are found, the more stringent specification shall be followed. 10. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 11. Contractor shall assure that all materials are used per manufactures recommendations. 12. Site engineering and liability shall be provided by the owner/builder as required. 13. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers. 14. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil 30" below finished grade and that building horizontal clearance from footings to ascending slopes be a minimum of 25 feet and that the intent of IRC section R403.1.7 is met. 15. The contractor shall conform with all building codes and practices as per the 2003 IRC. 16. Use balloon framing method when connecting floors in split level designs. 17. Nail all whear walls to floor joist using 2: 16d 16 O.C. Add additional floor joist as reqd. 18. Provide joist and rafter hangers as per manufacturers specifications. 19. Foundation steps shall not exceed 4 feet or %2 the horizontal distance between steps. Horz. rebar shall be 12" O.C. through step downs and extend 48" either side of step 20.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. 21. Use a minimum of 2-9 %2" LVLs for all headers carrying girder loads. 22. Allow foundation 14 days to cure prior to backfill 23. Use 1 1/8" wide timberstrand or equiv. for all rim joist 24. Provide solid blocking through structure down to footing for all load paths. 25. Builder shall follow all recommendations found in all applicable Geotechnical reports. 26. 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 Plan: Carolina B Date: 28 August 2008 Location: Lot #1, Block #3, Rexburg Id Footing Calculations back front left right interior Concrete Specs Density (pcf) 150 150 150 150 150 Strength (psi) 3000 3000 3000 3000 3000 Clear Cover Thickness (in) 3 3 3 3 3 Foundation Overall Height (ft) 7.83 7.83 7.83 7.83 0.08 Height (in) 94 94 94 94 1 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Thickness (in) 8 8 8 8 8 Weight (kips/Ift) 0.78 0.78 0.78 0.78 0.01 Footing Specs Width (ft) 2.00 2.00 1.67 1.67 2.00 Width (in) 24 24 20 20 24 Height (ft) 0.83 0.83 0.83 0.83 0.83 Height (in) 10 10 10 10 10 Weight (kips/ift) 0.25 0.25 0.21 0.21 0.25 Area per Ift 2.00 2.00 1.67 1.67 2.00 Soil Specs Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (kips/lft) 0.65 0.65 0.49 0.49 0.01 Building Loads Roof span 26 26 2 32 48 Roof (kipsllft) 0.85 0.85 0.07 1.04 1.56 Wall Height (ft) 10 10 16 18 12 Wall Load (kips/Ift) 0.20 0.20 0.32 0.36 0.18 Floor span 24 24 4 4 43 Floor Loads (kips/lft) 0.60 0.60 0.10 0.10 1.08 Total (kips.lft) 1.65 1.65 0.49 1.50 2.82 Calculations Total Weight on Soil (kips) 2.68 2.68 1.48 2.49 3.07 Soil Load (ksf) 1.34 1.34 0.89 1.50 1.54 Required Footing Width (in) 24 24 20 20 24 Required Footing Depth (in) 10 10 10 10 10 rn Plan: Carolina B Date: 28 August 2008 Location: Lot #1, Block #3, Rexburg Id RB-5 RB-6 FB-2 FB-4 FB-5 FB-8 FB-10 FB-13 Sawn Lumber RB-1 RB-2 RB-3 Load Parameters Floor Live Load(psf) 40 40 40 40 40 40 40 40 40 50 40 50 40 50 Floor Total Load(psf) 50 50 50 50 0 50 0 50 20 50 25 50 42 23 20 19 Floor 1 Span(ft) 0 0 0 0 0 0 0 0 500 625 1050 575 500 475 Total Floor Load(plf) 0 0 0 9 0 0 9 3 0 Wail Height (ft) Wall Weight (psf) 5 20 0 20 20 20 20 20 20 20 0 20 180 20 60 20 0 Wall Load(plf) 100 50 0 50 0 50 0 50 0 50 180 50 0 50 50 50 50 50 Roof LL (psf) Total Roof Load(psf) 65 65 65 65 65 65 65 0 65 0 65 16 65 48 65 0 Roof Span(ft) 2 65 10 325 10 325 7 228 32 1040 6 195 0 0 520 1560 0 Total Roof Load(plf) Beam Weight (plf) 5.6 5.6 5.6 8.3 5.6 5.6 4.4 4.4 5.6 860 8.3 1600 4.4 380 Live Load (pif) 50 171 250 331 250 331 175 236 800 1046 550 881 500 629 840 1054 1281 2128 479 Total Load (plf) Reactions & Moment 1 1 1 1 1 1 1 1 Duration Increase 1 8 1 6 1 3 12.S 5 3 3 4 3 3 3 Beam Span(ft) Reaction 1 (lb) 682 992 496 1474 2614 1321 944 2109 2109 1921 1921 3192 3192 719 719 Reaction 2 (lb) 682 992 1487 496 372 1474 4606 2614 3267 1321 991 944 708 2109 1441 2394 539 Max Moment FtLb 1364 682 992 496 1474 2614 1321 944 2109 1921 3192 719 Max Shear Lb Determine Beam Size Depth Estimate (in) 9.25 9.25 9.25 9.26 9.25 9.25 7.25 7.25 9.25 3 9.2S 4.5 7.25 3 Width Estimate (in) 3 1.10 3 1.10 3 1.10 4.5 1.20 3 1.10 3 1.10 3 1.20 3 1.20 1.10 1.20 1.20 CF = CF = AreaMomemt 27.75 27.75 27.75 41.63 27.75 27.75 21.75 21.75 95 27.75 198 41.63 297 21.75 95 of Inertia I = 198 3B3 198 417 198 104 297 861 198 916 198 278 95 323 963 404 448 246 Maximum Bend Stress = Allowable bend Stress 935 935 935 1020 935 935 1020 1020 1.06 935 Z31 1020 Z28 1020 4.14 Factor Safety = 2.44 2.24 8.96 1.18 180 1.02 165 3.36 165 3.16 180 180 165 180 180 ; Allowable Sheer Stress Max Shear Cap (lbs) = 165 3053 165 3053 165 3053 4995 3053 3053 2610 2610 3053 1.59 4995 1.56 2610 3.63 Factor Of Safety = 4.47 3.08 0.82 6.16 0.41 3.39 0.81 1.17 2.15 2.31 1.09 2.76 0.78 1.24 1.74 1.58 1.75 0.59 Bearing Required = 0.56 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 E(psi) Deflection LL (in) 0.02 0.03 0.00 0.25 0.04 0.00 0.01 0.04 360 0.01 360 0.01 360 0.01 360 l.Load Def. Limit U 360 0.27 360 0.20 360 0.10 360 0.42 360 0.17 360 0.10 360 0.10 0.13 0.10 0.10 0.10 Allowable Deflection (in) LL Deflection F/S 14.89 7.06 56.45 1.67 3.81 25.66 13.69 3.41 16.41 13.23 17.88 Deflection TL (in) 0.06 0.04 0.00 0.34 0.06 0.01 0.01 240 0.05 240 0.01 240 0.01 240 0.01 240 TLoad Def. Limit U 240 0.4 240 0.3 240 0.16 240 0.625 240 0.25 240 0.15 0.15 0.2 0.15 0.15 0.15 Allowable Deflection (in) TL Deflection F!S 6.55 8.01 64.05 1.86 4.37 24.04 16.20 4.08 16.S3 14.92 21.27 Selection 2:2x10 2:200 2:200 3:200 2:200 2:200 2:2x8 2:2x8 2:200 3:200 2:2x8 Plan: Carolina B Date: 28 August 2008 Location: Lot #1, Block #3, Rexburg Id LVL Beam 1713-3 FB-7 FB-11 FB-20 FB-21 FB-22 Load Parameters Floor LL (psf) 40 40 40 40 40 40 Total Floor Load(psf) 50 50 50 50 50 50 Floor Span (ft) 14 23 2 46 44 21 Total Floor Load (plf) 350 575 50 1150 1100 525 Wall Height (ft) 9 9 12 0 0 0 Wall Weight (psf) 20 20 20 20 20 20 Wall Load (plf) 180 180 240 0 0 0 Roof LL (psf) 50 50 50 50 50 50 Total Roof Load (psf) 65 65 65 65 65 65 Roof Span (ft) 8 10 2 0 0 0 Roof Load (plf) 260 325 65 0 0 0 Beam Weight (plf) 9.6 14 14 12 21 12 Live Load (plf) 480 710 90 920 880 420 Total Load (plf) 800 1094 369 1162 1121 537 Reactions & Moment Duration Increase 1 1 1 1 1 1 Beam Span(ft) 6 11 16 11 14 13 Reaction 1 (lb) 2399 6018 2954 6391 7849 3491 Reaction 2 (lb) 2399 6018 2954 6391 7849 3491 Max Moment FtLb 3598 16550 11815 17576 27472 11345 Max Shear Lb 2399 6018 2954 6391 7849 3491 Max Shear Stress (psi) 72 123 60 154 107 84 Determine Size Depth Estimate (in) 9.50 14.00 14.00 11.88 14.00 11.88 Width Estimate (in) 3.5 3.5 3.5 3.5 5.3 3.5 Cross Area (in^2) 33 49 49 42 74 42 Allowable Bending Stress = 2684 2546 2546 2604 2546 2604 Allowable Moment = 11775 24258 24258 17862 36387 17862 Momemt of Inertia 1= 250 800 800 489 1201 489 Factor Of Safety = 3.27 1.47 2.05 1.02 1.32 1.57 Allowable Sheer Stress (psi)= 285 285 285 285 285 285 Allowable Sheer Force (lb)= 6318 9310 9310 7900 13965 7900 Factor Of Safety = 2.63 1.55 3.15 1.24 1.78 2.26 Bearing Required = 0.91 2.29 1.13 2.43 1.99 1.33 E(psi) 1900000 1900000 1900000 1900000 1900000 1900000 Deflection LL (in) 0.03 0.15 0.09 0.33 0.33 0.29 LLoad Def. Limit U 360 360 360 360 360 360 Allowable Deflection (in) 0.20 0.37 0.53 0.37 0.47 0.43 LL Deflection F/S 6.79 2.38 6.11 1.12 1.40 1.49 Deflection TL (in) 0.05 0.24 0.36 0.41 0.42 0.37 TLoad Def. Limit U 240 240 240 240 240 240 Allowable Deflection (in) 0.30 .0.55 0.80 0.55 0.70 0.65 TL Deflection F/S 6.11 2.32 2.23 1.33 1.65 1.75 Selection 2: 9 Y2" 2: 14" 2: 14" 2: 11 7/8" 3: 14" 2: 11 7/8" Plan: Carolina B Date: 28 August 2008 Location: Lot 01, Block 93, Rexburg Id TJI Joist 110 Span (ft) 22•5 Depth 14 Load Parameters Floor Dead Load Floor Live Load Total Floor Load Simple Span Joist Duration Increase Joist Span(ft) Joist Spacing Joist Weight (pif) Joist Loading (plf) Max Reaction (ibs) Max Moment (FtLbllf) Max Shear Lb Determine Joist Size Depth Max Moment 100% (ft4bs) F. S. far moment = Max Shear 100% (lbs) _ F. S. for shear Bearing Required (in.)= Live Load (1J360) = Total Load (L240) _ El x 10116 (lb-in"2) Live Load Deflection (in) Total Load Deflection (in) Live load F of S Total Load F of S 10 40 50 1 22.5 12 2.8 53 594 3341 594 14" 3565 1.07 885 1.49 2.00 0.75 1.13 351 0.70 0.92 1.08 1.22 110 18 14 10 40 50 1 18 12 2.8 53 475 2138 475 14" 3565 1.67 885 1.86 2.00 0.60 0.90 351 0.29 0.39 2.04 2.32 110 18.5 11.88 10 40 50 1 18.5 12 2.5 53 486 2246 486 11 718" 3015 1.34 885 1.82 2.00 0.62 0.93 238 0.47 0.62 1.30 1.49 Selection 14" 110's c@ 12" o.c 14" 110's @ 12" o.c 11 718" 110's @ 12" o.c Plan: Carolina B Date: 28 August 2008 Location: Lot #1, Block #3, Rexburg Id Seismic Calculations Loading Summary ' Floor Dead Load (psf) 10 Seismic Zone E Floor live Load(psf) 40 Walls (ExtXpst) 0 Roof LL(psf) 50 Walls (IMxps1) 10 Roof DL(psf) 15 Roof Dead Load(psf) 15 Roof Slope 6 /12 Exterior combination Snow Load Reduction Seismic Parameters Slope 26.56 V=Cs'W/1.4 Snow 50.00 Fa= 1 Pitch over 20 R= 6.5 table 1617.6 Rs Ss= 1.772 Reduction Sms= 1.77 eq. 16-16 L.L- Reduction 50.00 Sds= 1.18 eq 16-18 Total Load 65.00 Cs= 0.218 per eq.1649 Adj. Factor 1.4 CS= 0.1556 Roof Length W(psf) Lbift Width W(lb) 61 25 1525 50 76250 roof wall 9990 Total Mass Tributary to Roof Levels = $6240 Shear (VXlbs) Roof Levels = 13421 Floor 2 Length W(psf) lb/ft Width W(lb) 61 10 610 50 0 wall height 9 19980 Total Mass Trlbutary to Floor 2= 19980 Shear (Vxlbs) Floor Levels = 3109 Floor 1 Length W(psf) Ib/ft Width W(lb) 61 10 610 50 14750 wall height 9 12210 Total Mass Tributary to Floor 1= 26960 Shear (V)(Ibs) Floor Levels = 4196 Floor 1 Lateral Force U Floor 'L Lateral Force 31 U9 Root Lateral Force 13421 Total SetSmIC Mass = 13318U Total Lateral Force = lubw Seismic Force Oistnbution Roof Sections "' H(x) W(x) kip W(x)H(x) % Force Total Sheer 1 Roof 24.0 86 200 91.20% 15.075177 Floor 1 1.0 U U U.ULM 1O.WU428 Floor'2 9.0 24.1 2UU 8.8U% 18.531.141tf Totals 16 1 Vlsum(WI-MI) = U.UUIL8 TO 81 Shear (lbs)70 1tsb3U t3asement :sneer wall Total Load (kips) F(total) Length 16.5 Shear Wall Load (plf) nght side 8.3 1U Not Applicable left side 8.3 1 U Not Applicable tront 3.3 1 U Not Applicable back 8.3 1 U Not Applicable rtoor 1 ,neer wall Total Load (kips) F(total) Length 16.5 Shear Wall Load (plo right side 8.3 3U Z(b lett side 8.3 3U 2/b from 8.3 28 z9b back 8.3 23 3bu rtoorL bneer wall Total Load (kips) F(total) Length 15.1 Shear Wall Load (plf) right side I.b 25 3U2 tan side I.b 28 269 trord f.5 21 3b9 back I.5 25 3U2 shear Wall Critical Lengtns Wail UL Floor UL Koot UL UL (pit) cnbcal I (tt) Front 200 600 845 1096 5 Back 200 600 845 1096 6 Right 360 100 1040 999 5 Left 320 100 65 323 15 Calculate Uplttt , Force Req'd to Prevent OT (lbs) Panel Length (ft) Front 2 3 4 3122 2027 931 6 8 -1260 -3451 Back 4277 3182 2086 -105 -2296 Right 2961 1962 963 -1035 -3033 Left 4313 3990 3667 3021 2375 Plan: Carolina B Date: 28 August 2008 Location: Lot #1, Block #3, Rexburg !d Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Wind Design Coef elents Pawind load'exp coerlw PaDesign Pressure Horizontal Wind toad (from table 1609.62.1(1) Wall Load (psfl' end zone (A) 16.1 Interior zone (C) 11.7 Roof Load (psf)= end zone (B) 2.6 interior zone (0) 2.7 Vertical Wind Load (from table 1609.6.2.1(1) Roof Load (psi) - and zone windward (E) -72 end zone leeward (F) -9.8 Interior zone windward (G) -5.2 Interior zone leeward (H) -52 Exposure Coe fieftnt (from table 1609.62.1(4) 1.29 tw=Importance Factor (from table 1604.5) 1.0 vend speed ■ 90 Roof Height 10.00 Exposure C Wall Height 19 Truss Span 40 Rod Slope ■ 6112 Root Angle (degfe 26.56 Sine = 0.4472 Minimum Pressure Pawind load•exp coWtw Adjusted hodwntal waft Interior 15.09 15.09 horizontal wall end zone 20.77 20.77 horizontal roof interior 3.48 10.00 horizontal roof end zone 3.35 10.00 vertical end zone windward -929 0.00 vertical end zone leeward -12.64 0.00 vertical Interior zone windward -6.71 0.00 vertical Interior zone leeward -6.71 0.00 .4'Hmean 9.6 Xbaso 5 End Zone Width (ft) 5 interior Zone Width (ft) 40 Gable Roof Load Width End 5 Interior 40 Area Hip Pool Load End 500 Interior 0 Wall Load Width End 5 Interior 40 Vertical Fame Width end zone windward 5 leeward 5 Interior zone windward 40 leeward 40 Floor 2 Diaphragm Shear Total Shear (lbs) 12303 Front wan Length 21 Back wail Length 25 Floor 1 Diaphragm Shea Total Shear(Ibs) 19605 Front Wan Length 28 Bads Wag Length 23 basement Diaphragm Shear Total Shear (lbs) 20417 Front Wall Length 10 Bade Wan Length 10 Critical Wall Length (ft)a Front Wan Dead Load (plf)= 1096 Front Wall Critical Length (ft)- 3 Bade Wan Dead Load (plf)= 1096 Bade Wall Critical Length (ft)= 4 Calculate Uplift, Force Req'd to Prevent OT (Ibs) Panel Length (tt) 2 3 Front 1116 624 Back 1573 1081 2nd storyEnd Zone Width (ft) 2nd Storylnterfor Zone Width (ft) Height Wind Load Fame (lbs) 2.4 20.77 249 3.80 15.09 3742 Sum a 3991.53 Wind Load Fora (lba) 10.00 5000 10.00 0 Total 5000 Height Wind Load Fora (lbM) 1.0 20.77 208 1.00 15.09 604 Sum a 811.41 length Wind Lad Fora pba) 28.00 FALSE 0 28.00 FALSE 0 28.00 FALSE 0 28.00 FALSE 0 Shear Wall Loads (Pit) 293 246 Shear Wall Loads (pIf) 350 426 Shear Watl Loads (plf) Not Applicable Not Applicable Total 24671 Total (ptf) 111 5 40 2nd Stor Foes (W 207.69 603.72 811AI 4 6 8 10 12 132 -853 -1837 -2822 -3806 588 .396 -1381 -2365 -3349 u Plan: Carolina B Date: 28 August 2008 Location: Lot fit, Block 03, Rexburg Id Wind Loading Calculations using Main Windforee-Resisting System (MWFRS) Transverse Direction Wind Design Coefficients PwMnd ioad'exp cOcWtw P=Design Pressure Horizontal Wind load (from table 1609.62.1(1) Wail Load (psf)= end mono (A) 16.1 interior zone (C) 11.7 Roof Load (psf)= and zone (B) 2.6 interior zone (D) 2.7 Vertical Wind Load (from table 1609.62.1(1) Roof Load (psf)= end zone windward (E) -7.2 end zone leeward (F) -9.8 interior zone windward (G) -52 Interior zone leeward (H) -52 Exposure Count (from table 1609.62.1(4) 129 lw=Importance Factor (from table 1604.5) 1.0 Wind Speed = 90 Roof Height 10 Ex mum C Wait Height 19 Truss Span 40 Roof slope s Roof Angle (deg)- 26.56 6112 Sine - 0.4472 Minimum Pressure Powind load'exp coeMlw Adjusted horizontal well Interior 15.09 15.09 horizontal wall end zone 20.77 20.77 horizontal roof Interior 3.48 10.00 horizontal roof end zone 3.35 10.00 vertical end zone windward -929 0.00 vertical end zone leeward -12.64 0.00 vertical Interior zone windward -6.71 0.00 veMcal Interior zone leeward -6.71 0.00 End Zone Width (ft) 5 2nd storyEnd Zone Width (ft) Interior Zone Width (ft) 51 2nd Storyintertor Zone Width (ft) Dews Roof Load Width 5 Freight 2A Wind Load Force (lbs) 20.77 249 End Interior 51 3.80 15.09 4772 Sum = 5020.714 Area Hip Root Load End 610 10.00 6100 10.00 0 Interior 0 Total 6100 Wall Load Width 5 Height 1.0 Wind Load Faro (Ul 20.7T 208 End interior 51 1.00 15.09 770 Sum = 977.433 Vertical Faroe Width 5 length 42.50 Wind Load Farce (be) FALSE 0 end zone windward leeward 5 42.50 FALSE 0 Interior zone windward 51 42.50 FALSE 0 leeward 51 42.50 FALSE 0 Floor 2 olaphmgm Shaw Total Shear (lbs) 14897 Left Wall Length 28 Right Wail Length 25 Floor t Disphragm Sh- Total Shear Ps) 23694 Lett Watt Length 30 Right Wall Length 30 busmsat DiaPhrilti'n Shear Total Shear (Ibs) 24671 Left Wall l.ertgth 10 Right Wall Length 10 Critical Wall Length (fl)s Left Wall Dead Load OW 323 Left Wall Critical Length (ft)= 16 ht Wan Dead 99 4 ength (ft)± Right Wan Critical L Calculate Uplift. Force Req'd to Prevent OT (Ibs) Panel Length (ft) 2 3 Front 2148 2038 Back 1472 1024 Shear WO Leads (pit) 266 298 Shear Wall Loads (pit) 395 395 Shear Wall Loads (0) NotAPplicable Not Applicable Total 20417 Total (Pit) 102 5 51 2nd Story 207.69 769.743 977.433 4 6 8 10 12 1928 1707 1486 1265 1044 576 -321 -1218 -2115 -3012 Plan: CaroRua B case: 25 August 20DO Steel I Bsam Lomaon : Lot 01. Blocs 03. R03UM M F" FB-12 FS-14 FB-15 F9-IS FB-10 FS-10 FB-17 U(krod.amBeam RS-{ MI FM WHOM Los" unvonw Loads Unfarm Floor Span (0) p I6 2 0 0 0 0 0 so 1250 30 750 un fam Floor Span (R) Total Unaam Fbar Load (pa) 11 275 2 50 Total Urdfam Floor Load (pin 0 376 50 0 0 0 ' 4 0 0 0 0 0 0 0 Wad iripbl (a) p 9 20 10 20 20 20 20 20 23 20 Wd Weld 04 20 0 30 100 was "let (Pd) m 0 too no 0 a0 0 0 0 0 Was Load (pa) p 2 Wall Load (A 10 U 10 20 a 7 T 0 0 Uoform Root Span (a) 0 as Undom1 RadSFr1(lt) 455 325 ow 200 227.5 227.5 0 0 Rootload (ply Total Urxbnn Roof Load (A PablLOeoa 325 2 2 is 3 1s 3 2 PointUea Leads 1 Dkrnoa aom Loa5242 5 4d 12100 1 Otatance Oaor Lett (a) 2 0 0 0 2400 t300 •00 t400 0 00 1 POWolrd Lod Pb)Y 1319 3M 1 Polyd flea LOW R( 0 0 0 000 450 200 s50 200 O 1 Para Daad (( IS 7 1 Pam Dad Load pb) 4 • Is 1s 3 Is 3 7 7 3A 3d - LOLadd 2 Olstanoa tnxn i0i0 0 2 Du anoe fmm Lan M � 2WO 0� 2M 32W 2000 1000 0 42W 2 Point Live LOW (tD) 17a7 0 2 PW9 LAM Load M 780 M2.2D 000 975 an 300 0 Isla 2 PoW Dead toad Ob) a Pam Bead Load (b) Par6dy Unt 17 0 Perdsly Unarm Leads 0 0 0 0 10 0 0 10 0 1 Uniform span (tl) an() 425 25 0 1 Unform Span (11) 0 0 0 2DO 0 0 320 0 1 Live Load (pa) 3p 0 1 Llrre Load OM0 O 0 0 0 9D O 0 1 Dow Load On 0 1 1 Ow Load (p0) ; 0 1 1 1711tanoa ottea ace (R) 5 0 t donnee of tart Bide (a) 6 a e a 0 a 0.6 0 1 Distance of Vd arch (a) n o I Distance at Vd skis (Ry e 23 0 t0 • 0 0 35 2 Span (tq 425 0 2 l nftr r S� (A) 0 0 17 425 57S 0 400 200 200 0 a75 On LO 2 Uwe LOW (pit) 307.6 0 2 Live Load (pa) 0 127.5 Ins 0 120 ao ao 0 2a25 2 Dead load (pa) t5 a 2 Dud LOW Off) a Is • 3 0 0 • 3d 2 0tstarrca of olds (a) =5 10 2 0letre. or lea we (a) • Isd 3 to 0 1s 3 to 7 T� rWddd*M 2 DUWM of A9M Oft faY T plead Load to 0 0 0 0 0 a oad Tapered bad lea (Dalbadp 0 0 Tapered blea (pi) p o 0 0 0 0 0 0 Tapered bd ti�a(pif) 0 0 0 Tapered bed (pa 0 S00 0 0 0 a 0 e a 0 Laa Dlstarroe (tt) pl a Lea Datance (10 e 0 • • • 5 • • a Rlyd Nuance (a) 0 30 Marm (R)• rawdootom • 0.04 1200 0.04 0.04 t0.09 15.00 D"Ol11"OldON) 45 e 9.a4 2a.42 U.46 Ruabons 5 Moment Rucoona 5 Moment 1 1 1 1 1 1 1 1 / Duaflan era7asa 2LS to Dnnton lnueas BumSpan(a) Lea Reaction (b) 6 1512.0 73d 93026 3 7274.5 4 601.5 O 46712 2 35412 0 24MA521A tU 04527 7373A 7 am. ) Lan Lea Reac n (e) RfpM ISMS 14025.1 135MO 5M.0 FtOtPAKOM(Ib) 3S40.0 11084B 783SA 39M.5 7aS42 0=2 130?AA 1097.4 3975.a M9.7 a219.7 21373A 2MA t•50.IA FLLO Max offwaF h 7pp072 575540 4s Ma Mornard Ftiy 3300A 40IS9.5 eA 10SOOa 1.5 1.5 &a 1.5 3A 5.7 3.5 Mom di Max � � � Lou 1&0 15170.E 13526.0 Max um plat from Left Max Sher Lb 4.0 3540.3 11084.0 7035.1 5631.5 0=2 3041.2 2321.4 a462.7 735.5 6030.7 141.3 MaxShurLb 2S6A 3220 Max Styr Sbao (PM) 105.5 1tD2 157.1 t09.4 144.9 91.5 04A Halo (in) 1326 9d2 Determine ataa 9d0 1440 959 9.60 11ds GAO 9s0 acts 11d• DermWea SUN 5ap9rtad moot (in) 13 4 48 • 14 30 Da9a+ EsOmsla (b) D"MEs nr (b) WIM 3s 7 52S 3s 3s 3.5 3325 3d 3325 a.25 02a7 625 02a7 �n Beams 7020 42AO Mou Ana (a+"2) 3325 1140SAO 98AO 405014.14 40M 1710020 3325 11405AD 41.68 17837.32 11400.00 11400.00 25IM73 20750.73 Lod S 47M 57.55 34.54 41.45 Lux Mornard t9plL • Mr And of - r0a l e 250A7 1000AT 37S.10 250AT 409.O3 250.07 250A7 Ida 733.55 125 Td3.55 1.37 Lod S'12 Factor Of391We 122 1d1 FacsrrOfSertys 339 1.23 170 a5 1d• 235.04 IA9 254,07 ta7 217.39 2dT 137.20 127.25 203.29 214.93 Allowable $1rus 20000.00 46SA0 2D000.00 201A0 Max Shur 100%s F : 160.73 lag UP 121 1.12 1.21 2A• 224 1.47 tAO 2.93 ta3 &W L&WHIMOrrls Ew 2WOOD00A0 2WOODOO.00 *«R� a 1A4 15.64 3.04 1a535 171 4690 2.93 3Sa3 3.13 00.11 1d8 toss 26.71 WAS DOA DafeclonLL(b) 0.40 0.75 MID 0.63 Load S B"MS 52A5 225.07 Ta97 S205 8233 62A5 2d7 62AS US 123AD 123 123.40 137 L300 LL Delpoon F of S 1d• 2d4 SFeciorofSa" 339 723 1, , . 11.89 1000000 1A9 1-1..1. 137 IOODWO t900000 1000000 1900000 1000000 DeflaWonTL(in) 0.50 0.7E 0.27 0.53 E(Pd) Deflection LL (b) 19'.I. 0.02 0.29 0.01 0A3 0.00 0.02 0.13 0.06 02D 0.25 025 0.09 0.23 LR16D TL D owthn F dS I33 11.04 LM LL Da5ecOon F of S 0.17 7d7 0.46 Id6 0.10 030 0.13 432 020 335 LO 3Ao 0.07 IA2 0.31 2AT 0.11 Selection 14 40 14 30 MBeWorrTL�) 0.03 OA2 OA2 0.15 0.04 020 OA5 0.30 0.02 020 Oa0 0.53 am �� FBaam �p TLOdedwFofS 0.25 ids OAS IAp 7.011 5.03 3n 9dI 4.02 IA• 2.10 $eMdM 20ur 4:Ir 3:9W 2:9Ilr 2:It7W ZgUr 2:0lir 3:11TA, 3:11TOT LVL LVL LVL LVL LA LVL LVL LVL LA