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STRUCTURAL CALS - 17-00119 - 555 W Mikan Dr - Eden Apartments Bldg 12 - 37 Units & Club
York Engine ering Structural Design (801)876-3501 Structural Calculations Eden Apartments Clubhouse Building #1 Prepared For: Kartchner Commercial Builders Idaho 5/8/2017 5/8/2017 STRUCTURAL CALCULATIONS For: Kartchner Commercial Builders Plan #: Eden Apartments Clubhouse Location: Building #1 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 (pso: Floor Loads: Floor Live Load (pso: Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Posts and Timbers: Steel: 35 15 40 25 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) ASTM A615 Grade 60 Dry & stable granular based, 2500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better Doug Fir #1 or better ASTM Grade 50 Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of "Registered Design Professional in Responsible Charge" on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: 1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. Contractor shall assure that footings are properly drained, soil is dry, footings rest on undisturbed native soil, building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 7. The contractor shall conform to all building codes and practices as per the 2015 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. Stacking of two sill plates is permitted with 5/8" J -Bolts through both plates. Stacking more than 12. two plates is not permitted without special engineering. 13. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall 14. be used. 15. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 16. Block all horizontal edges 1 1/2" nominal or wider. 17. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than 1/2" from edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints and over rim joist between floors and nail to rim and wall plates at 6" O.C. Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 LOCATION FIB Exterior UR Exterior FIB Mid FIB Mid 1 bed /s Mia t e d W ru UR Corr'W' LIR Corr "B" LIR 2 Bed AIB UR 2 Bed BIB FS 2.21 FS: 1.81 FS: 1.63 FS: 3.67 FS: 1.48 FS: 1.46 FS: 1.46 FS: 1.69 FS: 1.56 SOIL SPECS Density c 125 125 125 125 125 125 125 125 125 Soil Pressure (pso 2500 2500 2500 2500 2500 2500 2500 2500 2500 Weight(kAft) 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 BUILDING LOADS Roof Span (ft) 30 13 57 0 67 4 4 4 4 Floor Span (ft) 8 34 8 6 8 58 58 46 52 Wall Height (ft) 30 30 30 30 30 30 30 30 30 Suspended Slabs an ft 0 0 0 0 0 0 0 0 0 Total Load (k/Ift) 1.61 2.03 2.29 0.86 2.54 2.59 2.59 2.20 2.39 FOOTING SPECS Footing Wdlh in 20 20 20 20 20 20 20 20 20 Footing Width (ft) 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 Footing Height (4) 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 FOUNDATION Height Above Grade (in) 8 8 8 8 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 8 8 8 8 Weight (kraft) 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 CONCRETESPECS Density(pco 150 150 150 150 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 1.89 2.31 2.56 1.14 2.81 2.86 2.86 2.47 2.67 Soil Load (ksf) 1.13 1.38 1.54 0.68 1.69 1.72 1.72 1.48 1.60 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 F-20 F-20 F-20 F-20 Footings Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 LOCATION LIR 1 Bed Int. LIR 1 Bed "C" Int LIR 2Bed "A" Int. Front LJR 2Bed "A" Int. Back LIR 2Bed "B" Int. Kitch LIR 2Bed "B" Int. Bed FS: 1.71 FS: 2.87 FS: 1.81 FS: 1.41 FS: 1.71 FS: 1.69 SOIL SPECS Density (p f) 125 125 125 125 125 125 Soil Pressure (pso 2500 2500 2500 2500 2500 2500 Weight (k/Ift) 0.04 0.04 0.04 0.04 0.04 0.04 BUILDING LOADS Roof Span (ft) 0 0 0 0 0 0 Floor Span (ft) 48 30 44 64 48 49 Wall Height (ft) 30 10 30 30 30 30 Suspended Slab Span ft 0 0 0 0 0 0 Total Load (k/Ift) 2.16 1.18 2.03 2.68 2.16 2.19 FOOTING SPECS Footing Width in 20 20 20 20 20 20 Footing Width (ft) 1.67 1.67 1.67 1.67 1.67 1.67 Footing Height (ft) 0.83 0.83 0.83 0.83 0.83 0.83 FOUNDATION Height Above Grade (in) 8 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.44 1.45 2.31 2.96 2.44 2.47 Soil Load (ksf) 1.46 0.87 1.38 1.77 1.46 1.48 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 F-20 Footings Ppm Eden Appdments CpbGwse 4 Rcpf Pitcln (e): 18A3 Total Roof Load (Pah: 50.00 Date: 3MM17 H,% %Fpnpe Total Shear (kip) Site Class: D F,: 1.45 Locdlon: Building at 6.5 Sy 0.441 SIa: 0.638 LOADING SUMMARY 0.425 Ca: 0.065 Redudancy Factor, in DIAPHRAGM LOADING ASD Load Combination Factor 0.70 Roof Live Load Unit) 35 1 1 Avg. Length (it)Avg. Width lgl Wall Height(it)Dead Wpb(paQ Snow WgLUwq Diaphragm Weight (16) Wall Weight (III) Total Weigh' Roof Dw,L03d(p 1): 15 Root 203.8] 65.1 — 15 7 291696 48,379 3¢0,075 Floor LNe Lead(pah: 40 Fbar2 203.87 65 9 g5 306,943 96.757 403.700 Floor Dead Law(psh: 25 Toor1 203.87 65 9 25 343,661 96.757 440,438 Eatenor wan Dead Load Seth'. 20 Interior wall Dead Load Seat) 10 Suspended Seat, Dead Load (pat 75 Suspended Slab Lhm Load (pen: 80 SNOW LOAD PARAMETERS I Roof Slopehvv12): 4 Rcpf Pitcln (e): 18A3 Total Roof Load (Pah: 50.00 SEISMIC LOAD PARAMETERS H,% %Fpnpe Total Shear (kip) Site Class: D F,: 1.45 R: 6.5 Sy 0.441 SIa: 0.638 Sea: 0.425 Ca: 0.065 Redudancy Factor, in 1.30 ASD Load Combination Factor 0.70 Factored C. 0.060 SHEAR DISTRIBUTION Base Sheer Fara p: 70,469 Floor 1 Lateral Force H: 26,209 Floc 2 Lateral Force In: 24,023 Roof Lateral Force lb: 20237 6 Seismic SEISMIC FORCE DISTRIBUTION He (ft) W. (kip) H,% %Fpnpe Total Shear (kip) Fa Ya If 40.83 340.07 13,886 48% 34.04 34.04 34.04 r2 18.00 403.70 10,900 36% 60.75 26.72 80.7E H 9.00 410,44 3,964 14% 70.47 9.72 70.47 Lg 0.00 1184.21 28,750 70,469 70.47 6 Seismic 13 Plan: Eden Apartments Clubhouse Dale: 3/6/2017 Lotai Building #1 Shear Shear Wall Allowable Loads (pID seismic(kips) Wnd(klpa) seismic wind total Ili forvback 2nd Floor 34.0 kips 38.5 9.6 SW -1 350 490 list Floor 26.7 Were 39.4 10.8 SW -2 450 630 Basement 9.7 kips 36.6 10.1 Sti 505 819 Location (L)Mach (L)I Bad (L)Carr W (ll a SWLrP Mae'A'Nld (L)3e'P'6'AA• IL1a B'AR'Mld IL129WR'al9at Carr 'B' (a)28XLeft Iaili-A'Mld (R)2R'A'a'FA' Front aide Front side Front side Front ade Frontalde Front side Front Side Front Front We Front Sid. Front aide Frani side Floor 2 2 2 2 2 2 2 2 2 2 2 2 Lines up wl nonen n none none none wne none o none mno none Width 5 25 9 11.5 10.5 21 10.5 11.59 11.5 10.5 21 Depth 30 68 70.5 58 58 58 58 58 65.5 58 50 58 Area(1 150 850 317.25 333.5 SINS No 304.5 333.5 294.75 333.5 304.5 609 Force (lb) 385 2102 814 856 782 1563 702 856 757 856 702 1563 Adj. Farce 389 2205 823 865 790 1580 790 865 765 865 790 1580 %all. 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Fir. Diaphragm 189 1070 399 420 383 767 383 420 371 420 383 767 Transpired Force: 0 411 0 411 0 0 0 382 0 382 0 0 .rtes from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 809 See 823 1277 790 1580 790 1247 765 1247 790 1580 Wind (to) 109 615 230 241 220 441 220 241 213 241 220 441 Adj. Force 110 622 232 244 223 445 223 244 216 244 223 445 %of total 1% WA 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Total W xi 110 738 232 360 223 AS 223 352 216 352 223 415 Shear Well 5 14 transferred 4.6 5.5 fhR 5.5 4.8 transferred 4.8 5.5 this Aapect Ra00 1 0.97 (L)1 Bad 'A' 1 0.84 2 -window 0.86 1 1428 ei4 li 1 1 2 -window PSW ad]. Ca 1 0.72 (L) 2a W Left 1 0.04 0.84 1 IRR 11 W Lee 1 O.N Sets Load (pit) 78 187 266 144 144 260 260 144 Wrld Loed (p8) 21.9 52.7 75.0 40.5 40.5 73.3 73.3 40.5 Shear Wall Si Si SW -1 SW -1 Si Si SW -1 SWA SW -1 SW - Uplift %Forte oa pler 100% 100% 100% 100% toll% 100% 100% 100% IN% 1WA 100% 100% Well Length Ob 5 25 mansfened 4.8 10.5 he 10.5 4.8 tandemed 4.8 10.5 Bon Wali Hi Oft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span m) 0 a 0 0 0 0 0 0 0 0 0 0 Roof Span Oft) 4 26 0 34 29 34 29 34 0 34 29 34 Wall Load (on 180 180 107 IN ISO 180 107 180 180 180 180 180 Total DL(pi 126 225 108 261 238.5 261 238.5 261 100 261 238.5 261 S.1ILUgMOce) 385 0 - 1767 0 - 0 1713 - 1713 0 - WlndUplifl(Ibs) 0 0 49 0 - 0 3333 - 0 - NIA NIA MST37 NIA NIA NIA MST37 MST37 NIA NIA Shear Plan: Eden Apartments Clubhouse Data 3/612017 Location: Building p1 Shear(2) Shear Wall Allowable Loads (pro Selsmla(klps) Wind (kips) Seismic wind total teNright Irontback 2nd Floor 34.0 kips 38.5 9.6 SW -0 350 490 lel Focr 26.7 Wigs 39.4 10.8 SW -2 450 630 Basement 9.7 kip, 36.6 10.1 SW3 505 819 Location (L)Mach (L)1 Bed 'A' (L)Corr 'A' (y 20'A'Left M20'A'Nld IL)2B'W&a` ' ILI211'04VNld (L)e6'A.a'alga Corr 'EV on 10 A!L.R pg2B'I.A Ps B'A'a'AA' Front Bide Front aide Front side Front side Front Bide Front side Front gide Front side Front ago Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Linea, cal second Boor second ploorno. secondM floor second floor second floor second or second floor none M second or s ecand floor second floor Width 5 25 9 11.5 10.5 21 10.5 11.5 9 11.5 10.5 21 Depth 30 68 70.5 58 58 58 58 58 65.5 58 58 58 Area hhft) .150. 850 317.25 333.5 304.5 609 304.5 333.5 294.75 333.5 304.5 609 Force(Ibl 302 1713 639 672 614 1227 614 672 594 672 614 1227 Mi. Force 305 1731 646 679 620 1240 620 679 600 679 620 1240 %of floor 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Fir. Diaphragm 148 840 0 330 Mi 602 301 330 0 330 301 602 I -o nsfered Farm 0 323 0 323 0 0 0 300 0 300 0 0 rces from Upper 389 2616 0 1277 790 1580 790 1247 0 1247 79D 1580 Total Seismic 715 4764 646 2323 1451 2901 1451 2271 600 2271 1451 2901 Wind (to) 123 695 280 273 249 498 249 273 241 273 249 498 Atli. Furca 124 703 262 276 252 504 252 276 244 276 252 503 %of total 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Total Wirt 234 1572 262 767 474 949 474 749 2" 749 474 949 Shear Wall 5 14 transferred 4.8 5.5 is, 5.5 4.8 transferred 4.8 5.5 Ra Aspect Ratio 1 0.97 (L)1 Bed 'A' 1 tied 2.indow(3) 0.86 1 ry12 B'AB'Right 1 0.84 2<ndaw(3) PBW Aehce 1 0.72 (L126'A'Ira 1 0.84 0.86 1 (m2BWLM 1 0.64 Sets Lead (pif) 143 342 '.. 484. 264 284 26d Wind Load (pro 46.7 112.3 159.8 86.3 86.3 156.1 156.1 86.3 Shear Wall SW1 SW -3 $W3 SW -2 SW -2 SW3 SW3 SW3 SW4 SW -2 Uplift % Force oft pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length(fll 5 25 transferted 4.8 10.5 ft 10.5 4.0 transferred 4.8 10.5 Bvi Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span on 2 2 2 2 2 2 2 2 2 2 2 2 Roof Span(fl) 4 26 0 M 29 M 29 34 0 34 29 34 Wail Load h,f) 380 380 380 380 380 380 380 380 380 380 380 380 Total DL (plo 261 360 243 396 373.5 396 3735 396 243 396 373.5 396 Sats.Uplift nag) 634 0 - 3406 0 - 0 3308 - 3308 0 Wind Uplift(Ib,) 0 0 - 487 0 0 455 - 455 0 C616X42" NIA MST48 NIA NIA MST48 MST48 NIA Shear(2) Plan: Eden Apartments Clubhouse Data: 3/6/2017 LcmOon: Building#1 Shear Wall Allowable Leads (pill sathmdc(kips) Wind (kips) seismic wind total kNright frcntleck 2nd Fluor 34.0 kips 38.5 9.6 SW -1 350 490 let Fluor 26.7 kips 39A 10.8 SW -2 450 630 Basement 9.7 kips 36.6 10.1 SW -3 595 819 Location (L)Mach (L)I Bad 'A' (L)Carr 'A' 61 s a'A'List (ut!B'A'N14 ILIAB'A'a'AR' pugll FA'Mid n12B'A-R'RI9N COM'S' IRl a a'I. (R)2B'A'Mld 1126'A'a'AA' Front side Front side Front side Front side Front side Front side Front side Front side Front to. Front slue Front side Front side Floor 0 0 0 0 0 0 0 0 0 0 0 O Lines up wl both floors both Doors none both floors beth flcers born floors both Moors both floors none both floors both fours both floors Width 5 25 9 11.5 10.5 21 10.5 11.5 9 11.5 10.5 21 Depth 30 68 70.5 58 Be 58 58 58 65.5 58 58 58 Area (salt) 150 850 317.25 333.5 304.5 609 304.5 333.5 294.75 333.5 304.5 609 Form (Ile) 110 623 232 244 223 "it 223 244 216 244 223 446 Adj. Force 110 623 232 244 223 446 223 244 216 244 223 446 %of near 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Fir. Diaphragm 53 302 113 119 108 217 108 119 105 119 108 217 Transfered Form: 0 117 0 117 0 0 0 109 0 ills 0 0 reed from Upper 715 4784 0 2323 1451 2901 1451 2271 0 2271 1451 2901 Total Seismic 825 5527 234 2686 1675 3350 1675 2625 217 2625 1675 3050 Wind Ubt) 114 645 241 253 231 462 231 253 224 253 231 462 Adj. Force 114 665 241 253 231 462 231 253 224 253 231 462 %of acted 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Total Writ 351 2376 241 Met 719 1439 719 1130 224 1130 719 1439 Shear Wall 5 14 hansferred 4.8 5.5 few 5.5 4.8 transferred 4.8 5.5 few Aspect Ratio 1 0.97 (L)1 Bed 'X 1 0.84 2-wmdew(5) 0.84 1 (L)2 El'A-a'plain 1 0.84 2 -window (5) PSW Atli. Ce 1 0.72 (L)Ie'A'Lah 1 0.84 0.84 1 IRIxe•A•Len 1 0.84 Sets Lead(p10 165 Room 305 305 NORM 5(] :.:,._ 305 Wind Lmtl(p10 709 169.7 240.0 130.6 130.8 235.4 235.4 130.8 Shear Wall SW -1 SW -3 SW -3 SW -2 SW -2 SW -2 SW -3 SW-] SW -2 SW -I Uplift %Force on prier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) 5 25 womfened 4.0 10.5 ft, 10.5 4.8 tmnsfened 4.8 105 ft Wall Height (ft) 8 8 8 8 8 8 8 8 s a 8 0 Flom Span (fl) 4 4 4 4 4 4 4 4 4 4 4 4 Roof Span (ft) 4 26 0 34 29 34 29 34 0 34 29 34 Wall Load led) 560 : ' Sep 660 660 560 560 560 560 560 560 550 560 Total DL(plf) 304 483 366 519 496.5 519 4965 519 366 519 496.5 519 Seis.Ueflft(Ibs) 360 0 - 3231 0 - 0 3130 - 3130 0 - WindUpliO(lbs) 0 0 - 681 0 - 0 638 - 638 O - LSTH08 .NIA HTT5 NIA NIA HTT5 NIA HTT5 NIA NIA 9 Shear(3) Plan: Eden Apartments Clubhouse Date: 316/2017 Location: Building pt Seismic Load (lb): 14,268 Wind Load (lb): 2.078 Seismic Strength (Ib/It): Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Bolt Stress(psi): P, (Pat) Stud FS: 3 5 m 2.5 v 5.5 Office FORCE TRANSFER WALL .133455 .222 711 All Units NHt unless specified 711 259216 1n 133 455 -222 1 ] 3.15 t.75 Seismic: 2253 Wnd: 736 13 ----------------v Dealt Load Res/stance Load Spam Location Wall Load 180 Uniform Floor 0 Uniform Roof 0 Uniform Point Load 0 0 l Seismic: 2253 Wind: ]36 10 f Ian Shear Wall: DBL SW -2— 3' Edge Nailing and 12' Field Nailing Tie -Down: STHD10/RJ Straps: CS16--Nails to Connect Bolts: 1/2' Bolts @ 32' O.C. Studs: 2x4 Studs 10 f Ian PYn'. ELen MaNnenb CbMouse Lcotim'. BUIMrq AI Belem[ 3aengN (LL51} 350 u 55 EJe Nalliy kn ac.) a F..d NeIII (In 0.<.) 1] Balemla FB 1.51 35 AinE FS 5,9B ASPECT FIATIO .Aft flu C rtlA�OC, MIS Rht ASI 111 99% CONNECTORSSeismic'. MISS— 0 Z. 0 Fu was MflI S n: (L) 3 B 8'RRBR) 3 B A'AA 'R IS AA & 3 B'B' 35tl Fli—From & Back 61wsWelk8MII 'EEeNellfrSe 1SFWMIPHIp ire-0'nm: CS11— SPap: 0818—NaiYb CmMG EI 1R'EI a 3Y O.C, $bE6: h15Ntle 2 -MM. F'PW seienne..'eh m.): Etlpe Neniig(lno.c.) Fwd.ell,oncfA s.iamm Fs Wnd IS ASPECTWTIO Len Npanneen: Can121Aepetl Palb NIpM Afµel Pena: $lue Is: Plan'. Hen PpaNnenls CLMouu L.- Euibilppl ],5 28 e.-VKq HFbw W.0 1 374 In 374 M�IIs: C518X]x 0516—Na16b GnnW Hle mne: seY ®Jz o.c. slava: mswea . 2-W MOW FTN (7) SM1ur WAIL SWx—J' Edpe Nall�lp aM IS Fkp Neillnp M�IIs: C518X]x 0516—Na16b GnnW Hle mne: seY ®Jz o.c. slava: mswea . 2-W MOW FTN (7) n 13 2 WirMow FTW (2) Pen: U. 1p..la CwEh.. Dale: Lm[an'. 35201] 6aialnen 2 B'B'&'SR Sul Floor LOAD PARANEMRS 3,057 2-W NDOW FORCE TRANSFER WALL SekMCLaatl(0): VM01 MY 630 1 1 ]d i19 2 219 -0 SHEAR WALL SELECTPH SW -1 ME S m 65 14S All UnIIS N.YI a1Ies550erNietl ids All V111, lb'h.masa 5pe.Ild S4ear Wal CaOan: SOIame 04e1p16 (kiTY EC9eN E, Rh.,C) L RMd .ON On oo,) 12 SIe'i4 151b S1010 FS LBO t5 Sale tNnB f4 7.95 ]d ,:.3.0•< 319 .- • 4.mak ,S 21B y ASPECT FAM 5 5.2 6 L.RA.taetl Relin' 80M . Cen4al AsµMReM 1C4% ..... __._ 313 ____._..... _. ._.... RpF1A5Px2Rella: iW% 1 OavtlbatlR k CONNECTORS InluMm CS16"2 NM NHtleB StlsMc'. WnL: 0 0 Loa6 Rea<Ilon Laa¢a0m WaA LoaB fe0 Vnifmn Fkw 0 UnMpm R.F 0 U= 595mk: Wry: 0 O FacbTnru(n WaYLmWn'. TeL6xn: T:.D—BeH.I. FS H.I. Te -Dawn NN Medal 0810 `V.. 0 0 Wntlpu 54aP: Wl=S4aPCmrectw'. Nae II 1R St.p FS W Oemeferpnl: Bao 33 3S0 SlearWeB rwN , SWt— 4• FA9a Nailing all IYFied Naiflq CS16%32 Bnll Capxly OFF SOIL FS 4.B9 2N S39 3W(u: Balls: SWds CS18—Nail bCmnetl I2•PoAe®32'OC, .SWtle SIW Sze'. Tenakn QOM: 54ess(psl} 110 Ps ( 9 SNdFS B.3.S] 13 2 WirMow FTW (2) Seier�ec BBerpIA �MN�: Edp IN Field WIN (n O.t.) W.dl F. lNntl FS ASPECT RAM Left NPetl Ratio: CamnINpMRaYO: R ,d N. Rab: S... Pbn'. Eden ApaNMnl9 CIrMwN Date '. ARC017 ,—a..: BUIWligpl (L) 2 B' A' A'AQ SRI 2 B'A'&'AR'I B' AA' A 2 B'B' 2ad Floor Front A Back 2-RANOOW FORCE TI ATER WALL 14 2.WM.WFTW(3) 31 355 0 Sake lCn .1. 00 POP lead C 14 2.WM.WFTW(3) Sake lCn .1. 00 14 2.WM.WFTW(3) Flao U. ap'l Cli.. Oala'. 95/A I] LamtiJ .BulMlappl WWLeeB(AI: 1.al 1 El SHFAR WRLLSELECTM DEL awe apo f shear Wan WLM C"N"c'N". pM): EEpe all V ... Field Nail irp nno.wl 12 02 lb Selamlc FS 1.33 NW FS 6.61 �5 ASFECTMTIO Laft LMNFm Ra. :,. nln Celap-, W '% W% RRego: M1l e4o'. GpA9�cl 98% CONNECTORS Inillar Seia.a 1,16' WlN 0 Fo—T—ler Wal LaaWn: 2 B'BA' 6'A'Slack SANNOOW FORCE TRANSFER WALL S1ear Wel: OBL SWE—T E6ge Neliy eM tY FkN Nalfuq iie�Wan'. El Siva, YSTCRS—Nai6w Cmnm Fail IQ•QON@33'O.C. SN69: Ma SIWa 02 lb m :,. S1ear Wel: OBL SWE—T E6ge Neliy eM tY FkN Nalfuq iie�Wan'. El Siva, YSTCRS—Nai6w Cmnm Fail IQ•QON@33'O.C. SN69: Ma SIWa 2-WIMOW ll (8) sNvxo3trmBInIMIF EA,. Wi, Qn a F) Fkla Na ON lin o. e.) smmbvs Wna FS ASPECTRATM LeRMs Pato: RRRt Rep.ReFRallo: NpM FaFe-I. ao'. PTINl Ell F9: Fbn: Eaen ro.lmenl¢ cmme.:e ona 69R n Lcnam: BUINnp pt 2 B'B'8'BR•2nd Fbor b NOOW FORCE TRANSFER WALL snea�wal: sw.z—s•Eege Neair�.m,r Fbw x.�lE Pe1M.n'. C916X.V SEeFa: 0918—Naik bCmnecl I/e•COXH®3r O.C. s SIWa Md Saq. qll "I 13, 401 WAR unlL— snea�wal: sw.z—s•Eege Neair�.m,r Fbw x.�lE Pe1M.n'. C916X.V SEeFa: 0918—Naik bCmnecl I/e•COXH®3r O.C. s SIWa Md Saq. 16 2-WW.FTW(4) Pan. Eaee AwnmemecNmeose wle' 9txn Lw'aticn: Buigiy%1 PARAMETERS Sei'.5n"Il On.): 359 u 33 Ed, NeBirq lin nn.) S FIeIE NBMNOn o q) 13 Uleml<FS 1.10 ..cl FB I.. 35 ASPECT M tePAepeu Petio: 95% 37 Unlrel Aspe[Ifletia'. 1. NgM1I Wpecl Nelle: 98% CONNECTORS InOnl. Belzmle .v11 WnO. 0 Fa TnnmMrWeII LWWn: F11PN) SIee FS: (y3B•A'6•AA'I(R�3B'A'fl'AA'tl 8'A{C 83 B'9'tel FlmrFronL6 Becht i-Wlnd. FTW (3) ll� 37 37 I�O i-Wlnd. 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SIWa: ha3M¢ 2-WndOW FTW (5) Plan: Eden Aparmi Cubit Deme: ft.i Location: 6u8dirp 9l LEFT AND RIGHT Wind Loading Calculations using Main WlndforceResisting System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category It Table 1.5-1 Wind speed 115 Flgure 2fi.iI AAarC Ex sure Cat C Sec0on 26.) LH upper floor 0.50 1B mein flow 0.50 Roof Height 9.67 Mean roof Height 40.8 Truss Span 58 Factitious 4112 Roof Mgla (deg) 18.40 Sine = 0.3156 Lower Truss Span 58 Lower roof Slope 4112 Lower roof Angle(it,) 18AO Sine =0.3156 Lead combination factor 0.6 (ASCE)-102.4.11 Upper floor,, 30.4 Table 9.6-1 Upper fmar, pa 30.0 Table 27.6.1 Main for, pa 30.0 Main floor, pe 29.5 Basement floor, or 29.5 Basement lbw, P. 20.3 Upper Floor (pall Ratifies posifmning Net Pressure 18.1 wni 11.2 Left 9.9 LeewaN 6.9 Right 9.9 Main Floor (pat) Net Pressure 17.8 width 11.0 Left 9] Leeward 6.8 Right 9.7 Basement Floor (Pat) Net Pressure 17.3 WMwaN 10.6 Left 9.6 Leeward 6] Right 9.e Roof (psi) Zone 1 Zana 2 Exposure Adj. Factor 1.000 Load Case 1 -15.5 .12.5 Lead Cass2 5.4 SS Lower Roof (Pat) Load Case 1 -13.7 -11.0 Load Case 5.4 4i.0 Roof Load Roof Height Length Area led) HorbontatForce(Ibs) 9.67 219.00 1725.0 18699 Lower Roof Load Low Roof Height Upper Lai Lower length Low Roofted ift; Arrofti) Horizamel Fares (tbs) 9] 219 219 0 00 0.0 freight) height) (height) Wall Load Basement 9 tat Door 10 2nd floor 10 h' fares (les) h' in.Obs) he force (lbs) N4ndward 1971 20923.0 2190 24120.3 2190 24486.9 LeewaN 1971 13265.9 2190 1495,1.6 2190 15189.3 2nd Floor Diaphragm Shear Twat Shear(18s) 38537 Right Wall Length 0 Left Wall Latgth 0 rat Floor Diaphragm Shear TOW( $hear(IbS) ))918 Right Well Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (Its) 114555 Right Wall Length 0 Left Wall Length 0 Bess Wind Sheer 131649 Hurricane Ties Factors of Safety Uplift (lbs) Ht H2.5 Roof (For Wen) 288.6 LW 2.08 LOW hoof hear Wss) - - - Lateral (lbs) H1 H2.5 Roof (Far Wes) 1.4 558.62 290]2 Low hoof (It Ws.) 0.0 - 20 Wind (Left and Right Loading) PWrt Eden berlmeme Clubhouse Date: 3IM017 Loestion: Sti,11 gni FRONT AND BAC Wind Leading Calculations using Main WindforceResisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category 11 Tabe 1.5-1 Windspeed 115 Faure 26&1 AA or Ex aura Category C Secton 26] LB upper floor 2.00 1-9 ..In Mor 2.00 Roof Heaht 9.67 Mean mof Height 41.8 Truss Span 58 Roof Slope 4112 Roof Angle idea) 10.40 She =0.3158 Lower Tru as Span 58 Lower roof Slope 4112 Lower roof Angle (deg) 10.40 Sine=0.3158 Load combination factor 0.6 (ASCE 7-102.4.11 Upper floe. ph 26.3 Table 27.6.1 Upper floe, ph 25.0 Table 27.6.1 Mal. 0ocr, pe 25.0 Main Bacr, Pe 25.3 Basement floor, p. 25.3 Basement Boor, o. 24.3 Upper Floor ("Q Relative positioning Net Pressure 15.6 Wlydward 11.4 Lou 10.1 Leeward 4.3 Right 10.1 Main Floor (psq Not Pressure 15.4 W4riel 11.2 Leu 9.8 LeewaN 42 Right 9.9 Basement Fluor(psQ Net Pressure 14.9 Windward 10.0 Left 9.7 Leeward 4.1 Right 9.7 Roof (pan Zenet Zone Exposure Mi. Factor 1.000 Lead Case 1 -15.6 -12.5 Load Case 2 5.4 d5 Lower Roof (pint Load Casal -13.7 -11.0 Load Case2 5.4 -5.0 Roof Load Roof Height Length Area (fl') Hodao.tal Force(lb.) 9.62 70.00 378,6666667 4123 Lower Roof Load Lower Nei Height Upper Length Lower length Low Roof Lengthgft) Area (it) Homental Farce glos) 9.7 70 70 0 0. 0.0 (height) (height) ftni9hit Wall Load Basement 9 let floor 10 2nd floor 10 B' in. (ch) u° force lobs) 0 force (Ilea) Wrd.M 630 6796.0 700 2017.0 700 2965.1 Leeward 630 25065 700 2928) 700 2983.6 2nd Floor Diaphragm Shear Total Shear Qbs) 9597 Front Wall Length 0 Back wall Length 0 1st Floor Dlaph®gm Shear Total Sheer Qbs) 20,144 Front We Length 0 Back We Length 0 Basement Dlaph.gm Shear Total Shear g e) 305M Front Wall Length 0 Back Well Length 0 Base Wind Shear 35200 Hurricane Ties Factors of Safety Uplift (ling Ht H2.5 poor (Per Was) 292.4 see 2.05 Low roof Iter bass) - - - Lateral Qbs) H1 H25 Rctf(itereuss) 50.9 13.33 9.96 Low roof goer Wes) 0.0 - - 21 Windt (Front and Bad Loading) Plan: Eden A mmmme Clud4ouse Date: 3/612017 SIMPLE SPAN JOIST 1 BED 'A' 1 BED'S' 1 BED 'C' 2 BED 'A (1) 2 BED 'A (2) JOIST SPECIFICATION Truss Joists Truss Joists Truss Joists Truss Joists Truss Joists Joist Type: .TJI Tit Tit Tit Tit Joist Series: 210 210 210 210 210 Joist Dept (8): 11be 11.88 11.88 11.88 11.88 Joist Span (fl): 13 12.5 16 12 16.5 Joist Spacing(in): 19.2 19.2 19.2 19.2 16 LOAD PARAMETERS 3795 370 3795 3795 3795 Floor Dead Load 25 25 25 25 25 Floor Live Load 40 40 40 40 40 Total Floor Load 65 65 65 65 65 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 1 Joist Weight (pit) 2.8 2.8 2.8 2.8 2.8 Joist Loading(p8) iW 107 107 107 89 Max Reaction (Ib) 694 668 854 641 736 Max Moment (fl -Ib) 2256 2086 3418 1922 3045 JOIST DETERMINATION Max Moment 100% (ft -lb) 3795 370 3795 3795 3795 Moment FS 1.68 1.82 1.11 1.97 1.25 Max Sheer 100% (to) 1655 1655 1655 1655 1655 Shear FS 2.38 2.48 4.94 258 2.24 Beading Required (in) 2.00 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 360 Live Load Deflection (in) 0.15 0.13 0.34 0.12 0.31 Allowable Live Load Deflection (in) 0.43 0.42 0.53 0.40 0.55 LL D ifledlon FS 2.80 3.11 1.59 3A6 1.75 Total Load Deflection Limit 240 240 240 240 2Ao Total Load Deflection (in) Cie) 0 26 0.22 0.56 0.19 0.53 Allowable Total Load (in) 0.65 0.63 0.80 0.60 0.83 TL Deflection FS 2.52 2.79 1.43 3.11 1.58 1314' Allowable Reaction (Ib) 1005 1005 1005 1005 1005 3112- Allowable Reaction Lb) 1460 1460 1460 1460 1460 22 Joists Plan: Eden Apartments Clubhouse Oak 3/62017 JOIST SPECIFICATION unman,to 2 BED 'B'(1) Truss Joists t1 tib6 2BED 'B'(2) Truss Joists Atoraant'.i08 2 BED'A'CLUBH0USE Truss Joists T�Caamr un'.16 2 BED -C CLUBHOUSE Truss Joists Joist Type: Tit Til TJI Tit Joist Series: 210 210 210 560 Joist Depth (fl): 11.68 11.88 1188 HAS Joist Span (ft). 17.5 13 1615 23 Joist Spacing (in): 16 191 19.2 12 LOAD PARAMETERS Floor Dead Load 25 25 25 25 Floor Live Load 40 40 40 40 Total Floor Load 65 65 65 65 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 Joist Weight (pit) 2.8 2.8 2.8 4 Joist Loading (pit) 89 107 107 69 Max Reaction (lb) 783 694 868 794 Max Moment(ft-lb)3425 2256 3525 4563 JOIST DETERMINATION Mex Moment 100% (11-11b) 3795 3795 3795 9500 Moment FS 1.11 1.68 1.08 2.08 Max Shear 100%(Ib) 1655 1655 1655 2050 Shear FS 2.11 2.38 Cat 2.58 Bearing Required (in) 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 Live Load Deflection (in) 0.39 0.15 0.36 0.44 Allowable Live Load Deflegeon (in) 0.58 0.43 0.54 0.77 I.L. Deflection F8 1.48 2.80 1.52 1.73 Total Load Deflection Limit 240 240 240 240 Total two Deflection(in) 0.66 0.26 0.60 0.77 Allowable Tafel Load Deflection (in) 0.88 0.65 0.81 1.15 TIL Oeflectlon FS 1.32 2.52 1.36 1.50 1 3/4' Allowable Reaction (Ib) 1005 1005 1005 1265 3112' Allowable Reaction (Ib) 1460 1460 1460 1725 23 Joists (2) Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 FB -11 FB -11 FB -12 FB -13 FBA 5 FBA 6 FBA 7 FB -18 Beam Page GLB 5 1/8" x 18" Steel W1Ox26 LVL (1) 117/8" LVL (2) 117/8" Sawn (2) 2X8's LVL (2) 11 1/4" LVL (2) 117/8" LVL (2) 117/8" DF #2 2.0E 2600 Fb DF #2 DF #2 DF #2 2.0E 2600 Fb 2.0E 2600 Fb DF #2 DF #2 2.0E 2600 Fb Beam Page RB -it LVL (2) 9 1/2" 2.0E 2600 Fb RB -12 Sawn (2) 2X8's DF #2 RB -13 LVL (2) 9 1/2" 2.0E 2600 Fb 24F -V4 FB -1 Gr 50 FB -2 2.0E 2600 Fb FB -2 2.0E 2600 Fb DF #2 2.0E 2600 Fb 2.0E 2600 Fb 2.0E 2600 Fb Beam Page 1 RB -1 Sawn (3) 2X10's RB -2 LVL (2) 7 1/4" RB -3 Sawn (3) 2X10's RB -4 Sawn (2) 2X10's RB -5 Sawn (2) 2X6's RB -6 LVL (2) 7 1/4" RB -7 LVL (2) 7 1/4" RB -8 Sawn (2) M's RB -9 Sawn (3) 2X10's RB -10 LVL (2) 9 1/2" FB -11 FB -11 FB -12 FB -13 FBA 5 FBA 6 FBA 7 FB -18 Beam Page GLB 5 1/8" x 18" Steel W1Ox26 LVL (1) 117/8" LVL (2) 117/8" Sawn (2) 2X8's LVL (2) 11 1/4" LVL (2) 117/8" LVL (2) 117/8" DF #2 2.0E 2600 Fb DF #2 DF #2 DF #2 2.0E 2600 Fb 2.0E 2600 Fb DF #2 DF #2 2.0E 2600 Fb Beam Page RB -it LVL (2) 9 1/2" 2.0E 2600 Fb RB -12 Sawn (2) 2X8's DF #2 RB -13 LVL (2) 9 1/2" 2.0E 2600 Fb 24F -V4 FB -1 Gr 50 FB -2 2.0E 2600 Fb FB -2 2.0E 2600 Fb DF #2 2.0E 2600 Fb 2.0E 2600 Fb 2.0E 2600 Fb FB -2 FB -2 FB -2 FB -2 FB -2 FB -2 FB -2 Beam Page5 9 LVL (2) 11 1/4" 2.0E 2600 Fb 0 LVL (2) 11 1/4" 2.0E 2600 Fb 1 LVL (2) 11 1/4" 2.0E 2600 Fb 2 LVL (1) 11 7/8" 2.0E 2600 Fb 3 Sawn (2) 2X6's DF #2 4 Sawn (2) 2X12' DF #2 5 LVL (3) 117/8" 2.0E 2600 Fb 6 Sawn (3) 2X10' DF #2 7 Sawn (2) M's DF #2 8 Sawn (2) 2X10' DF #2 Beam Page FB -49 Sawn (2) 2X10' DF #2 FB -50 LVL (2) 117/8" 2.0E 2600 Fb FB -52 LVL (4) 18" 2.0E 2600 Fb FB -53 LVL (4) 18" 2.0E 2600 Fb FB -54 LVL (4) 18" 2.0E 2600 Fb FB -55 LVL (2) 117/8" 2.0E 2600 Fb FB -56 LVL (4) 14" 2.0E 2600 Fb FB -57 Steel W18x76 Gr50 FB -59 LVL (2) 9 1/2" 2AE 2600 Fb Beam Page FBA Sawn (2) 2X10' DF #2 FB -2 Sawn (2) 2X6's DF #2 FB -3 Sawn (2) 2X10' DF #2 FB -4 Sawn (2) 2X8's DF #2 FB -5 Sawn (2) 2X10' DF #2 FB -6 Sawn (2) 2X10' DF #2 FB -7 Sawn (3) 2X10' DF #2 FB -8 LVL (2) 117/8" 2.0E 2600 Fb FB -9 LVL (2) 117/8' 2.0E 2600 Fb FB -10 Sawn (2) 2X6's DF #2 Beam Page FB -29 LVL (3) 9 1/2" 2.0E 2600 Fb FB -30 Sawn (2) 2X6's DF #2 FB -31 LVL (2) 9 1/2" 2.0E 2600 Fb FB -32 LVL (2) 7 1/4" 2.OE 2600 Fb FB -33 Sawn (2) 2X10' DF #2 FB -34 Sawn (2) 2X10' DF #2 FB -35 Sawn (3) 2X10' DF #2 FB -36 Sawn (3) 2X10' DF #2 FB -37 LVL (3) 9 1/2" 2.0E 2600 Fb FB -38 Sawn (2) 2X8's DF #2 Beam Page MFB-'Sawn (2) 2X10' DF #2 MFB Sawn (2) 2X10' DF #2 MFB-: LVL (2) 16" 2.0E 2600 Fb MFB, LVL (3) 14" 2.0E 2600 Fb MFB ! LVL (3) 16" 2.0E 2600 Fb MFB-1 LVL (3) 14" 2.0E 2600 Fb MFB Sawn (3) 2X10' DF #2 24 Schedule Beam Pagel FB -39 LVL (3) 117/8' 2.0E 2600 Fb FB -40 LVL (3) 18" 2.0E 2600 Fb FB -41 LVL (2) 9 1/2" 2.0E 2600 Fb FB -42 Sawn (2) 2X8's DF #2 FB -43 Sawn (2) 2X6's DF #2 FB -44 Sawn (3) 2X10's DF #2 FB -45 LVL (2) 9 1/2" 2.0E 2600 Fb FB -46 LVL (2) 9 1/2" 2.0E 2600 Fb FB -47 LVL (3) 117/8" 2.0E 2600 Fb FB -48 GLB 5 1/8" x 21" 24F -V4 FB -48 Steel W1 2x26 Gr 50 FB -2 FB -2 FB -2 FB -2 FB -2 FB -2 FB -2 Beam Page5 9 LVL (2) 11 1/4" 2.0E 2600 Fb 0 LVL (2) 11 1/4" 2.0E 2600 Fb 1 LVL (2) 11 1/4" 2.0E 2600 Fb 2 LVL (1) 11 7/8" 2.0E 2600 Fb 3 Sawn (2) 2X6's DF #2 4 Sawn (2) 2X12' DF #2 5 LVL (3) 117/8" 2.0E 2600 Fb 6 Sawn (3) 2X10' DF #2 7 Sawn (2) M's DF #2 8 Sawn (2) 2X10' DF #2 Beam Page FB -49 Sawn (2) 2X10' DF #2 FB -50 LVL (2) 117/8" 2.0E 2600 Fb FB -52 LVL (4) 18" 2.0E 2600 Fb FB -53 LVL (4) 18" 2.0E 2600 Fb FB -54 LVL (4) 18" 2.0E 2600 Fb FB -55 LVL (2) 117/8" 2.0E 2600 Fb FB -56 LVL (4) 14" 2.0E 2600 Fb FB -57 Steel W18x76 Gr50 FB -59 LVL (2) 9 1/2" 2AE 2600 Fb Beam Page FBA Sawn (2) 2X10' DF #2 FB -2 Sawn (2) 2X6's DF #2 FB -3 Sawn (2) 2X10' DF #2 FB -4 Sawn (2) 2X8's DF #2 FB -5 Sawn (2) 2X10' DF #2 FB -6 Sawn (2) 2X10' DF #2 FB -7 Sawn (3) 2X10' DF #2 FB -8 LVL (2) 117/8" 2.0E 2600 Fb FB -9 LVL (2) 117/8' 2.0E 2600 Fb FB -10 Sawn (2) 2X6's DF #2 Beam Page FB -29 LVL (3) 9 1/2" 2.0E 2600 Fb FB -30 Sawn (2) 2X6's DF #2 FB -31 LVL (2) 9 1/2" 2.0E 2600 Fb FB -32 LVL (2) 7 1/4" 2.OE 2600 Fb FB -33 Sawn (2) 2X10' DF #2 FB -34 Sawn (2) 2X10' DF #2 FB -35 Sawn (3) 2X10' DF #2 FB -36 Sawn (3) 2X10' DF #2 FB -37 LVL (3) 9 1/2" 2.0E 2600 Fb FB -38 Sawn (2) 2X8's DF #2 Beam Page MFB-'Sawn (2) 2X10' DF #2 MFB Sawn (2) 2X10' DF #2 MFB-: LVL (2) 16" 2.0E 2600 Fb MFB, LVL (3) 14" 2.0E 2600 Fb MFB ! LVL (3) 16" 2.0E 2600 Fb MFB-1 LVL (3) 14" 2.0E 2600 Fb MFB Sawn (3) 2X10' DF #2 24 Schedule PlanEEen A,aNNWauwxw A Dna: art]mn Lawk": In"i at Sawn (3)2XIO0 LVL(2)7W Sawn (3) Law. Sawn (2) Tells. Sawn 12)2%6'. LYL (2)7114' IML (2)71fl' S.wr12121181 Sawn 13)0%10'2 LVL(2)916' a_ an 1.31 Alamfnl'. I MonimL I e Moment i 51•6m' 4. 19 Manan 115 Y-11 1.13 Ma'nanl. 15 V. 1, 1 , A!`nunl'. 156 Neme .4 R03 .4 NBA RBS RBd P.-7RBd R84 RB -10 G. Sawn LVL Sawn Sawn Sawn LVL LYL $awn $awn LYL LOADING PARAMETERS Fbtt LNe.(paf) 10 40 40 40 40 40 40 40 40 40 Fkxx Total Laid! 1pe/1 65 65 65 CS 65 ES 63 65 65 65 R.1 LNe L. spat 35 a5 a5 a5 35 35 35 35 35 35 Rml Total Lm6Span 50 50 SO 50 50 50 50 50 So SO Was 1. Nd UP.) 20 20 N 20 20 20 20 20 20 20 BEANSPECIFICATIONS Bee. Span 1A1 5 S 6 5 3 ] 6 S 15.5 S Be.. W.U.,(00 633 ].36 633 5.55 515 7.38 136 4.05 S]3 864 BEAN SION. Seem.;dn Ont 0.25 735 9.25 Sas S35 735 7.25 ]3S 915 0,5 Beam WMMYegM1I As 3.5 4.5 3 5 3.5 3.5 3 4.5 3.5 UNIFORM LOADING FWSpen Oft) 0 0 0 0 0 0 0 0 0 0 R,xas'n Old 10 5 N 23 4 36 44 13 8 20 Wall Height (it) C 5 3 5 10 0 0 0 0 0 Total VniSpm Fkw Load Sit) 0 0 0 0 0 0 0 0 0 0 Taal Lim Fl- LmJ(pal 0 0 0 0 0 0 0 0 0 0 Trial Unilam Rml Load Opo 2M1 125 A. 725 1W 90) 1100 325' 225 725 Taal Lim Road Load(pXl 175 8IS 595 MIS 70 Pao ]]0 227.5 15].5 5073 Taal Ualttm Well Load 1ps) o IN ea IN 200 0 0 0 0 0 PARTIALLY UNIFORM LOADING Ponl Uni one LwE 1 Foal 1 SpenMelil lfll 0 21 0 0 0 0 0 0 0 0 1Stan Pa. Oft) 0 a 0 0 0 a 0 0 0 0 1 End .1. 0 23 0 0 0 a 0 0 0 0 1 Towl, Parries, U.lam LOGON) 0 525 0 0 0 a 0 0 0 0 Newsy Ul Load 2 25pANHa9At(R) 0 0 0 0 0 0 0 0 0 0 2Stan Pane(0) 0 0 0 0 0 0 a 0 0 0 2End Polnt Oft) 0 0 0 a 0 0 a 0 0 0 2 Tcaa PaMBM Unid.m Lwl San 0 0 0 a 0 0 a 0 0 0 2 Total L" Persally UnOwm Lwtl 0 0 0 a 0 0 a 0 0 0 PadlalN UnK. Lwda 3SpaNHehM ln) o a 0 0 a 0 a o 0 0 SSIan Pa. Oft) 0 0 0 0 a 0 0 0 0 0 3End Paid Oft) 0 0 0 0 a 0 0 0 0 0 3 Total PwJiaM Untlm. Load lap 0 0 0 0 0 0 0 0 0 0 3 TmaI LM Funny Untla. LaN 0 0 0 0 0 0 0 0 0 0 POINT LOADS Prim L.1 Rml RW ILnmtlm(n) 4S 23 0 0 0 0 0 0 0 0 ITOMI Loaf(b) 3528 2Wa 0 0 0 0 0 0 0 0 Pam'Loedz 2Lwatlan(IT 0 0 01 0 0 0 0 0 0 2Total Load(b) 0 0 0 0 0 0 0 0 a 0 Fall'Lmd3 3L SnnOn) 0 0 0 0 0 0 1 0 0 0 3Total Land ("1 o a 0 0 0 o C 0 0 0 TAPERED LOADS T.,. Load SMNrp Pant(R) 0 0 0 0 0 0 0 0 0 0 Tapered LOW EWIN Pam (it) 0 0 0 0 0 0 0 0 0 0 Lmdelslan(pn 0 a 00 0 a a o 0 0 T:=LaadnEM 0 0 a o 0 0 0 0 0 0 REACTIONS& MOMENT W xtlon 1'.a. 1 1 1 1 1 1 I 1 1 1 4s ReeNon ill 080 3133 2155 3018 455 3176 M22 986 1575 MCI ftil Retail OO) 3921 21832]55 3078 455 3178 =2 986 15]5 3306 m Max Mtem(bX) 193d m70 4132 2595 N1 5558 4983 1482 5315 7430 Max S11wr OR) 3921 3133 2155 M76 455 3176 W22 988 1575 3308 C, 1.W 1.W 1.W IDG I.W 1.W LW tm 1.W 1.W G 1.20 t.m 130 1.10 1A0 Iad Lm 120 1.20 1.m Annewill41 AS 25.38 4163 2].]5 15.]5 2538 25.38 21]5 918] 1335 Mcmenl of InNa I On) 291 111 297 1 S 36 111 111 95 297 250 Matlmum..., SIRa2(BA) 381 2378 ]]3 726 297 2175 1 O 8]] We 1605 Agl.1, S1. SbA) I m 2184 1m0 993 I28F1 2784 2784 1m0 1090 2684 Allowable Mcmenl(Itr8) 5]]5 ]115 5]]5 3529 leo] ]115 ]115 2355 5]]5 11]]5 MOMENTFS 2.99 1.1] 1A0 116 4A4 116 1.43 1.60 I.m 1,58 AAowa8b5near New(pY) tm 285 180 1m Im 285 265 1m IN 265 Metimum SM1ear Cepaury OR) 4955 ectal 4935 3330 16N 4821 4821 2610 4985 6318 SHEARPS 1.31 Im 1.N 1.E0 4.16 1.52 tA5 2,64 3.17 1A1 Bea.q RAID. 2.10 131 1.51 1.fl 0.37 121 11] 0.81 088 1.R6 Electric MMul Sell 1,Sm.m 2,m0ma 1.N0,ma 1.SOLON 1.Bm.m] 2m3.m0 2,M NO 1.�.m0 1,6mIN 2.0'tl,m0 Lire Land DeAttWI Ont 001 0.10 0.W 0.02 0.000.15 0.10 0.04R25 0.15 Lire Load USBectial Limil 3m 3m 360 NO 380 Sm NO 3m 3. Sm All Live Lwd Nft,an(m) 0,17 010 0,M 0.17 0.10 023 ON 020 015 0.30 LOSE LOAD DEFLECTION FS 13.52 2.W SA2 >as U.f2 1.51 1.98 2.55 140 196 IDbI Load DaAedbn On) 002 GAS Om 004 0.01 012 0.15 Om 037 0.22 Taal Load DefleNon L"'240 240 NO 240 240 240 240 240 24d 240 Allowable TwillLwE Oohdm Ont 025 030 0.30 015 0.15 0.35 O.Ba o.30 088 0.46TOTAL LOAD DEFLECTION FS 14.00 1.83 5.]T eat 15% 1.57 2.041 4.71 L62 2A5 SELECTION 'w" LVL Sawn Sawn Sawn LVL LK Se Sun un LV (3)2x1.6 (2)7114• 13)2XIOs (2)2XIOa (2)2x61 (U71m. (2)711V (2)2(0§ C)2xWa 0)a 16' 25 Bevis Plan: Erten Apartments Clubhouse Date: eren017 LoaSom Building p1 Name Grade LOADING PARAMETERS Floor LFre Load (pi Floor Total Load man Roof Live Load (pelf Roof Total Load(psf) Wall Load (pe) BEAM SPECIFICATIONS Beam Span (ft) Basin Weight (on BEAM SUING Beam Depth Or) Beam wdtMVelght UNIFORM LOADING Raaf Span (ft) Total Lire Floor Load mIU Total Uniform Roof Load (pi Total Live Roof Load (pIU Total Unitenn Wall Load(PIU PARTIALLY UNIFORM LOADING Partially Uniform Load 1 I SpaM1eigllt (ft) 1 Stan Point (ft) 1 End Point dh 1 Totally Partially Uniform Load mIU PaNatly Uniform Load 2 2 SpaNHelghl (A) 2 Start Point Oft) 2 End Paint OT 2 Total Pad ally Uneam Load mIU 2 Total Live Partially Utriform Load (p Partially Uniform Load 3 3 SpaNHeight Od 3 Start Prim (ft) 3 EM Point Oft) 3 Total Partially Unilomr Load (pIU 3 Total Lire Fatally Uniform Load (p POINT LOADS Paint Load 1 Location (ft) 1 Total Load (to) Point Load 2 2 Localian(4) 2 Total Load (Ib) Point Load 3 Lars6a (ft) 3 Total LadUb) TAPERED LOADS Tapered Load SWdirg Point Oft) Tapered Load Ending Point(b) Tapered Load at Sled mIU Duration Increase Left Reallon (Ib) Right Readson(lb) Max Moment(11,11) Max Shear (Ib) C, G Area (ins) Moment of Inertia I (in') Madman Sending Strea db -ft) Allawabte Sending SUeas(lb-ft) Allaeade Moment (Ib -ft) MOMENTFS AtloeaNe Sheer Stress (pelf Mmdmum Shear Cereal, (Ib) SHEAR FS Bearing Required Ele is Modulue(pai) Live Lad Deflection (in) live, Lad Denetlion Limit Allowable Lina Lad DaOea n gn) LIVE LOAD DEFLECTION FS Total Load Deflection (in) Total Lad Deflection Limit Allowable Total Lad Detention (in) TOTAL LOAD DEFLECTION FS SELECTION LVL(2)9112- Seem (2)2X8's LVL(2)9112 Moma.r 1 11127 Pe_ RB -11 RB -12 RB -13 LVL $awn LVL 40 40 40 65 65 65 35 35 35 50 SO 50 20 20 20 9 7 6 9.64 4.35 9.64 9.5 2.25 9.5 35 3 3.5 0 0 0 36 12 10 0 0 0 0 0 0 0 0 0 800 300 250 630 210 175 0 0 0 - - Roof 0 0 34 0 0 0 0 0 4 0 0 850 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 Roof 0 0 4 0 0 6106 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 4093 1065 Mai 4093 1065 5883 8210 1864 11377 4093 1065 5903 1.00 1.00 1.00 1.00 1.20 1.00 33.25 21.75 33.25 250 95 250 2099 851 2593 2694 1080 2684 11775 2365 11775 1.20 1.27 1.03 285 180 285 6318 2610 6318 1.54 2.45 1.06 1.56 0.88 2.28 2,000,000 1.6co,o0o 2,000,000 0.19 0.08 0.09 360 360 350 0.30 0.23 0.20 1.60 3.10 2.13 0.27 0.11 0.13 240 240 240 0.45 0.35 0.30 1.66 311 2.22 LVL Sevm LVL (2)9 la. (2) 2)(8's (2)9112' 26 Beams (2) Esen ApeNrems GuMwse 18XO1] 27 BE (3) 5'i-4. 2 151 1 13 11-11 ,53 Al..nt IPn Mjm'. 148 "e 11 IM.,,".1 d -a $It III Name FEW F03 FEW FBd FBA FBd FBS] FBd FBA FBA. G.A. Sawn SAwn a.- Sawn a- Sawn Sam LK LK Sam LOADING PARAMETERS Fbw Live L-A fl l 40 40 40 40 40 40 10 40 40 40 FYV TOW L. SAN 55 65 65 65 55 35 AS SS 65 65 Royal' Lyre Lma(wfl 35 35 35 ]5 35 JS ]5 15 35 35 R-1 Tamil -o onsR 50 N 50 50 50 50 50 SO 50 w Was Ii Opi 20 20 20 20 NI 20 20 20 20 20 BEAM SPECIFICATIONS Beam Swn(IB 6 3 T 16 5 6 13.5 45 11 3 Beam We'AM(01 5.55 3.15 555 435 5.55 555 I'm 12.M 12w 3.15 BE"SMING Ri Dep. an) 9.25 5.25 9.25 735 9.25 935 8.25 11.88 11.83 US Beam.c.,01 3 3 3 3 3 3 I.5 3.5 J.5 3 UNIFORMLAAOING FNV Sgn(A) d 4 6 5 12 11 5 24 24 33 Rwrs'.(A) 0 0 0 0 0 0 0 0 0 0 Wal He ht A 9 9 8 0 9 9 0 0 0 0 To.Uniloml FkIX LieA t Ons, 130 195 1525 5525 552.5 1'025 760 780 10725 Tons LiveFMLwd PIT W W IMI 103 740 340 100 460 950 Sfi0 Trial Unilmm Ras set! AM 0 0 0 0 0 . 0 0 0 p T.:Lys,Ros Lwtl('10 0 0 0 C 0 0 C 0 0 0 TanilUnllaml Was L"A(A 180 ISO 160 0 180 160 0 O 0 0 PARTIALLY UNIFORM LOAOWG III Unit-Lwat 15wMklpAt(ftl 0 0 0 0 0 O 0 0 0 0 15MN Pdd(ft) 0 C 0 0 0 0 0 0 0 0 1EM PA. (it) 0 0 0 0 0 0 0 0 0 0 1 Tolesy Partially Unllwm Lae](pit 0 0 0 0 0 0 0 0 0 0 " ly Arai Lada _ 2SpaMINOM(it) 0 0 0 0 0 0 0 0 0 0 2Sam POM(R) 0 0 0 0 0 0 0 0 0 0 2 a Pdn1(R) 0 0 0 0 0 0 0 0 0 C 2 Trial Paris Is Unnwm Laai(A 0 0 0 0 C 0 0 0 0 0 2 TOO] Lee Umlarm Lae] 0 0 0 0 0 0 0 0 0 0 Per581ry Unsmm lw63 35pmh1elOM(it) 0 0 0 0 0 0 0 0 0 0 35ten PNn1(R) 0 C 0 0 0 0 0 0 0 0 ,End Fire ON) 0 O 0 0 0 0 0 0 0 0 3 TOW Family Unlam Load(plfl 0 O 0 0 0 0 0 0 0 0 3 To1N 1 -he PeNeM UnBam L. 0 0 0 0 0 0 0 0 0 0 POINT LOA05 Point Lw I _ I LmSOn(s) 0 0 0 0 0 0 0 0 0 0 I Tma LOW ab) 0 0 0 0 0 0 0 0 0 0 Point L. 2LOra5m(R) 0 0 0 0 0 0 0 0 0 0 2T.1 LOM (Ib) 0 a 0 0 C 0 . 0 0 D Point LaM J 3Lw0a'1(it) 0 0 0 0 0 0 0 0 0 0 3T.Al LM Nal o a 0 o a o 0 0 0 0 TAPERED LOADS FaW.Lava SleNn9 Punt oft) 0 0 0 0 1 0 0 0 0 0 TepaaA LAN min, Part Oft) C 0 0 0 0 C 0 0 0 C Taw. Lwa Al S.ALION 1 0 0 0 a . 0 0 0 0 Ta Load m End 1p C 0 0 o a 0 0 0 0 0 REACTIONS 6 MOMENT Wrztlan lmeaee 1 1 1 1 1 1 1 1 1 1 Left Ri Ob) 947 470 1]]2 6& TO 2214 1153 3762 Also 1613 RgM1IRwrAon Oct 947 470 1]32 am 1X5 2214 115, 3752 43M 1613 Ma�Mcmenlab0j Id2p 352 2,71 2p86 2396 3321 3991 fl9N it%O 1210 Ma�Sheer(M) 947 470 1332 SN 1&5 2214 TIS, 3762 Also 1613 4, IW 1.60 160 160 I.N 1.60 1.60 I.W 1.60 160 G L10 LA0 110 130 .$a 1.10 LM 1AJ 160 Ldo AO Arnie o") 27.75 15.75 P.75 21.75 27.75 27,75 41.63 4ISB 4150 1 Moment s 111 fli 195 SB 1. 95 196 195 N7 AN 489 N Madmum mmAin954aes(144) 398 307 654 952 G7 9]2 72a 1302 1746 1054 ,awabla SeMirp Sbefa AIA) NO 12W Not 1060 1150 ON 1050 2609 2604 1260 Nlawable.-.Al 3529 1447 PON 2,65 M29 NPI 5775 17882 17552 1417 MOMENTFS 2A9 4.11 1.51 1.13 1,53 1.M 1.N 2,0 1As 1]0 AflSO", 51rev(pei) 180 IN 1. IN 180 IN 100 285 285 ISO M.A.dmum SM1ear Gpetiry(b) Jll0 law 37,0 2610 3370 3]30 4995 7900 7&O^ law SHEARFS 3.52 4.02 SW 3.13 1.9. 160 A]3 2,10 1.81 1.17 Beedrg Reydrea 0]9 039 1.10 OB9 1.52 1.82 063 1.43 L60 133 .A. Mo]as¢(pn) 1,6WAro 1.eNt 1,%O.MO 1.600 NO 1,EO3960 1.e00,Gq^ I.(KNOW 2ww 2.009.060 16000.tl lhre Laed De ea, C) 001 O.W 0.02 0.15 COU 003 0.18 CAN 0.16 0U2 Uve Lam, ttAxWn umft 300 350 360 NO No AN 350 No a90 760 AdweSk LA Loa] D III(in) 0.20 0.10 023 03] 0.17 O.N 0.45 032 037 0,10 LIVE LOAD DEFLECTIONFS 2837 3931 11.29 23l 10.93 Bd2 2.93 349 2.25 4.76 TOMILmd Oeflepun (n) 0.03 0.01 0.07 0]5 0.0] 00i 027 0.15 0.27 0.03 Tald Laad Defledbn Limit 240 340 240 240 240 240 240 240 M0 240 Mowebe TOMI LM OD.Mca-An) 0.30 0.15 On 0.50 0.25 030 ON0. 0.55 0.15 TOTAL LOAD DEFLECTION IS 10,22 15D8 5.34 2.0 TOO 437 2.49 3.17 2.04 478 SELECTION Sam a- Sewn Saxe Sane a. Seem LVL LK Sawn (2)2XlC% (2)2%6e (2)2X108 (2)M'. (2) Islas (2).mmy (3)Zi (2)117.- (2)117Po' (2)2X81 27 BE (3) Plam Eden A,whor nls Clubhouse Date: 3B2017 28 Beams (4) AlomntC 121 TL Deflecom L307 SC=an 3,5,1 Sheac 259 Shear:Ife S':ear: 1J7 Sh-4.16 Moms,: tA9 Name FBd1 FB.11 FB.12 FB -13 FB -05 FB -06 FB.17 FB -1S Grade OUB Steel LVL LVL Sawn LVL LVL LVL LOADING PARAMETERS Floor Live Load (psq 40 40 40 40 40 100 40 40 Floor Total Load(psf) a 65 65 65 65 150 85 65 Roof Live Load Open 35 35 35 35 35 35 35 35 Root Total Load (psq 50 W 50 50 50 50 50 50 Wall Load (gsfl 20 20 20 20 20 20 20 W BEAM SPECIFICATIONS Beam Spun (it) 1915 10.5 4 7 3 9 3.5 10.5 Beam WeigM(pin 22.42 26.00 5.85 1206 4.35 11.42 12.06 12.00 BEAM SIZING Beam Depth (in) 18 10 11.88 11.83 7.25 '11.25 list; 11.88 Beam WidUrWaighl 5.13 26 1.7 3.5 3 15 3.5 3.5 UNIFORM LOADING Floor SpangU 29 29 - 165 21 16 2 33 26 ROcf Span(8) 0 0 0 0 0 0 0 0 Wall Height(fl) 0 0 0 9 20 0 0 0 Total Umferm Floor Load (pill) 9425 9425 536.25 602.5 520 150 1072.5 845 Total Live Floor Load (pg 500 580 330 420 320 100 660 520 Total Uniform Pool Load (p10 0 0 0 0 0 0 0 0 Total LFre Roof Load (plf) 0 0 0 0 0 0 0 0 Total Unit. Well Lord (d) 0 0 0 180 400 0 0 0 PARTIALLY UNIFORM LOADING Partially Unitmm Load l - - - - - Floor - Floor 1 SpanlHeight(S) 0 0 0 0 0 15 0 5 1 SIarip inl(fl) 0 0 0 0 0 0 0 8.5 1 End Point Oft) 0 0 0 0 0 4 0 10.5 1 Totlly Partially Uniform Load Ops) 0 0 0 0 0 1125 0 162.5 Partially Uniform Load 2 - -- - 2 Sp n Height (ft) 0 0 0 0 0 0 0 0 2Stan Point (ft) 0 0 0 0 0 0 0 0 2End Point (m 0 0 0 0 0 0 0 0 2 Total Pa2slly Uniform Load (on 0 0 0 0 0 0 0 0 2 Total Lire PaNally Uniform Load ( 0 0 0 0 0 0 0 0 Partially Uniform Load ] - 3SpaMfeight(0) 0 0 0 0 0 0 0 0 3Stan Point Oft) 0 0 0 0 0 0 0 0 3End Pont Oft) 0 0 0 0 0 0 0 0 3 Total Pu liy Unit. Load (p10 0 0 0 0 0 0 0 0 3 Total Lire Partially Uniform Load( 0 0 0 0 0 0 0 0 POINTLOADS Point Load 1 - - ILocation(fl) 0 0 0 0 0 0 0 0 1 Total Lowl (Ib) 0 0 0 0 0 0 0 0 Paint Load - - - - - - - - 2Location Oft) 0 0 O 0 0 0 0 0 2 Total Loatl (Ib) 0 0 0 0 0 0 0 0 Point Load - - - 3Location (fl) 0 0 0 0 0 0 0 0 3 Total Load (Ib) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Stating Paint Oft) 0 0 0 0 0 0 0 0 Tapered Load Ending Point Oft) 0 0 0 0 3 0 0 0 Tapered Load al Shin (on) 0 0 0 0 675 0 0 0 Trained Load at End(pIN 0 0 0 0 675 0 0 0 REACTIONS 8 MOMENT Duration Increase 1 1 1 1 1 1 1 1 Leg Reaction (0) 9408 W43 1084 3061 2399 4226 1898 4531 Right Reaction (Ib) 9400 9,143 1084 3061 2399 1726 1098 4781 Max Moment(Ib-f1) 45863 46033 1084 5357 1799 6943 1659 11974 Max Shear Ob) 9408 9943 1084 3061 2399 4226 1898 4794 C, 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 C, 1.00 1.00 1.0 1.00 1.20 1.00 1.00 1.00 Area (ins) 92.34 - 20.20 41.58 21.75 39.38 41.50 41.50 Moment of India l( in) 2493 144 238 489 95 415 489 489 Maximum Bending Stress( th-hl 1987 19150 325 781 822 1128 242 1745 Allowable Bending Stress Ob -S) 2400 130117 2604 2604 law 2623 2604 2604 AllaweUe Moment tib -6) 55404 70094 8676 17662 2365 16137 17882 17862 MOMENTFS 1.21 1.70 8.00 3.33 1.31 2.32 10.76 1.49 Allowable Shear Serves (,.1) 265 - 205 285 led 285 285 285 Maximum Shear Cal (to) 16313 75000 3837 7900 2610 7481 7900 7900 SHEAR FS 1.73 7.94 3.54 2.58 1.09 1.77 4.16 1.65 Bearing Required 2.02 - 0.85 1.17 197 1.61 0.72 1.83 Elastic Modulus Qwi) 1,000000 29.00,000 2,003,000 2,000,000 1'Sexi' 00 2,000,000 2,000,000 2,000,000 Live Load Collection (in) 0.42 0.46 0.00 0.02 0.01 0.07 0.00 0.15 U. Load Dessau. Limit 380 alis 360 me 300 360 360 380 Allowable Live Load Deflection On) 0.65 0.65 0.13 0.23 0.10 0.30 0.12 0.35 LIVE LOAD DEFLECTION FS 1.53 1.42 32.99 9.96 101 4.06 60.76 2.35 Total Load Deflection (in) 0.71 0.76 0.01 0.05 0.02 0.11 0.00 025 Total Load Deflection Limit 240 240 240 240 240 240 240 240 Allowable TOW Load Collection On) 0.98 0.90 0.20 Gm 0.15 0.45 0.10 0.53 TOTAL LOAD DEFLECTION FB 1.38 118 30.13 7.17 7.77 3.99 48.32 2.13 SELECTION GLB Steel LVi LVL Sawn LVL LVL LVL 5118'x Is- W10x26 (1)11718- (2)11718' (2)2X8x (2)11114' (211179' (2)11718' 28 Beams (4) PWA: Eean Apa.,tl GUMauu Dale: M017 Loralbn'BuiNleOiNl NI PASS PASS, LVL (2) 11112' LVL LVL l2) tt tld"LVL LVL (2) 111/2' LVL LVL(1)II 7W Sam(2)2X6', Sam (2) WVS LVL P) 11 rA' Sam (])2%IVa Sam(2)2%6V Sam (2)2%10'F R Nil,,,.1 23 -• .- t o Y.'.^an 11 'M1eae. 11,21 lv-,-t:.l WJ1.111 ac 11-nl.I Shear. t3] Mv-.eri;Ill Name FB-09 FB30 FB61 FB-22 Fed] F&H FB-25 FS46 FS-VG. LVL LVL LVL LVL Sawn Sawn LVL 88x1 Sewn Sam Sewn LOADING PARAMETERS LOAD FNN Iha LLoactOGan 1.1. 100 IW a.AS 40 ' 127 allAS <a 1 1 65 65 , . 150 65 65 65 65 640 5 fi5 Rm1 LNe Lwtl(W1) Poll 1. Leme,f) 35 s 31 35 s JS JS Js S5 35 35 35 J5 Roof T.1 Ldad(�11 50 50 50 SO 50 50 SJ 20 5a ,5a P(ADECIF 40 20 20 2p 20 20 20 20 2a 20 BEAR SPECIFICATIONS BEARnS IFIOATIONS eea 1Ii 9 7,5 d ] ),5 13 5 ] 3 Beam e3hl(ofl) (ptl 1122 20 1142 6R6 515 BJS 1809 8]3 2.35 555 BRIM BEAM SILXG Beam gpAl lln) 1125 1.25 13.5 11.7 515 113 1.25 )]5 3]3 Beam MNMW9M J.5 s]s J.5 V ] J 5R5 4.5 6.5 > J UNIFORMFS LOADING WS 5 d 9 11 0 0 4 R San CS RW Sgn(p) 0 0 0 H 4 C 0 0 0 0 0 0 0 W.11 M fl p 0 0 20 0 p 0 8 0 9 Uni Total (mnFlw Lme(pMj 95 200 675 <2. 0 615 0 130 Toial LMF 250 300 950 260 0 250 0 Bd0 .0 1780 84 200 Total RocA LoAd( 0 0 0 Y/5 tL0 0 0 0 0 0 0 Tda1 LNe Rwl Lead 6A(pHl LW 0 0 0 1925 70 0 0 0 0 0 Laal1) Taal UAtlntm Wel Loatl(ptll a 0 o aLU o p o 18a o 150 PARTIALLY UNIFORM LOADING PetIS LIM 1 F23 IS. (R) 0 0 o 0 0 aJ 0 0 0 P..,M(nl IEnd vam(5) 0 0 0 0 0 0 0 a 0 0 0 IEne 0 0 0 0 0 e 0 0 0 I, PALM ITOlellnjf mIxaYmlo'm Lmelpm p 0 0 0 0 0 0 mns 0 0 0 Pet Uy aml(a) F14 SICa 9h1 (flI 2Stall 0 0 0 0 0 0 0 0 0 Pd 2E. 1(N) 0 a 0 0 0 0 a S 0 0 0 Pd 2EMPdntle) a a 0 0 0 a 13 0 0 0 2rottal C) a a 0 0 0 0 255 0 0 0 ICI-PNYnnwm-i Lo zrolNLNe PanlaOy umlwm Leetl 0 o a 0 0 0 0 2.- 0 a 0 Pa Loae5 3 Slaunlldm 3SSlP 0 0 0 0 0 0 0 0 0 0 3EMn 1D) 0 0 0 0 0 D 0 0 0 a 3E Pamlfll a;lt D)) 0 0 0 0 0 p a 0 a 3 ro41 PeNeMUntt eLptl) 0 0 0 0 a D a 0 o a 0 Unff JTOLOAD PeNBlty Onttwm LME 0 0 0 0 a 0 0 0 0 a POINT LOADS Polnl Loot i4 Fill, F15 1T.1- 0 I ) 0 0 0 0 33 a 0 liobl Lmtl(b) ( 0 7302 4672 0 0 0 0 4595 0 0 Point 3 2-all 0 0 0 0 0 0 0 0 0 0 LW (b) MmT.RIol Lmtl(b) o a o 0 0 o a o 0 D Ptim Laaa 3 3T.1 IAI 0 a 0 0 0 0 a 0 0 0 JEREI LLO (11) 0 a 0 0 0 0 0 0 0 0 TAPERED [DADS L P=t (ft) TeperM Load 0 a 0 0 0 0 0 0 0 0 Odinsiaftg I.W.maaLoad Pant (ft) o a o 0 0 0 0 0 0 0 at Sail rapu[d L. al f) 0 0 0 0 0 0 0 0 0 I.W. Lone at End( C p D o o p p 0 o p o O REACTIONS I MOMENT 1 I 1 1 1 1 1 1 1 1 USR...Ob) Len Resa0O2a01 2602 6965 2207 155 2552 4595 2112 2052 2414 2SClois 4U83672 $935 2207 155 2551 dsl4 5016 2341 MAaa ,,ow-b) Max McmenlObfll 19032 1902 DCBE 2101 116 555] 1&1 W17 3412 Mex BM1eat(b) 2SC2 MW3 2201 155 2557 2561 6695 6495 2016 2054 2410 C. I.W I'M 1M IN IN 1G0 1.27 I.W I.W I.W 1.27 1,27 G L.3 127 Lp0 102 tA0 110 1.7 L10 39.38 50.06 395 12. 15.x5 3.7 13 62.31 2EE 21.15 MOmam M Malta Monmlo 1615 615 236 SE` 956 RW 297 196 Manmum Ba Mfi, Sam m'Sa 1531 08 E62 01 101 91M 187 1619 1. 103 GB S0eee (IM) Sail) M.. 2823 A23 62 NAN 1260 1273 679 IIG&SCED 1060 1360 800 M..n9 MOMENT Mwnenl lltrfl) 16131 42 2621M 1816) 1613 2716 1777 6P3 8819] SAS 2384 1529 MOMENT FS 1.59 117 2.66 2.91 12.7 1.10 1.59M 1,41 1.11 NbNTlwa waSl S.. 1pu) 295 295 285 685 160 127 295 1&1 180 100 Gpatlry(WI 11222 1291 6567 1891 4'as 11&50 2810 1130 SH5ARFSM1eat FS ).87 2.47 2,03 1.16 1,58 1.82 114 117 1.39 Bem, tID 169 2'. R87 113 CA3 0.13 065 230 Us 1.89 1.98 ElamoluktM Elea 1¢ MoeeNa(pall 2.BM.W1 2,027,300 2.Wa.0.tl 2.[00,[00 1.BDO 00.0 1.6a].0.V 2,0[4,427 1,E0.0.27J 1.0.01 1.UO2 Lill Laad DeAeotbn 0.10 0.13 0.05 001 000 0.06 0.22 0.02 0.01 0.02 Li Lmd Llmil 660 360 JBa 3M 694 364 367 39a 399 AN I-DeflecianW. (n1 LIVELO .4. 076 030 025 0,13 0.10 0.10 0.17 DD FLECIKIN FS LIVE LOADOEFLECTpH FS 1.60 2.39 099 2209 4.RS 400 1.82 1.83 6.17 8.93 TOUT Lmd DAAxlbn 041 0.19 0.46 4.01 0.00 Od 206 DIM O7.74 N U Llmll 274 240 240 320 20 270 24a 240 Sa. 200 N4 NO 240 d Load Al-.TOTEILAD LmdDTIONISn) 4.13 245 0.36 0..7 4.36 0.85 0.25 4.15 025 227 TOTAL LOAD DEFLECTION IS 1,55 2]e 4A 1660 2511 4]6 1.86 6.59 5,01 6,77 SELECTION LVL LVL Ll Lk $2. Spm Elm (2)11 I(6'LN. (2)111/7'LK 12111 t/4'LVL 11 (1)1170' (2))X6b )2Xl (2)2X1Ya 11 11111 Tib' (9)3%10's (2)2X81 )2XI (2)2%IVe 29 Be9mS(5) Pkn: Eden AyaNrenla Clubhouse Ins. IM017 Lwum: 8uIN1 at LVL(3)9W a.-l2)2xe1 LVL (2)9IW LVy2) 711C Sawn (2) Sewn(2)2Xw's Sawn (3)2XIO2 Sawn (3) Visas LVL(3)9IS' Sawn(2)2%B'. Mnnre.T.131 Ir -n1:31 LD.1^cion L3%n nl 1 t A': �.I.1^e 41 'r '7 `� LCaney.Y-.L%t4 sL 1 _5 Name Paris F840 FB.31 FB42 iBdJ F1314 FB-" FB.15 Fad) FIRM Grade LVL Sawn LVL LVL Sawn Saxe Sawn Sawn LVL Sawn LOADING PARAMETERS FIrcr LFre LaW(pep 40 w 40 40 40 w 40 40 40 40 FNw Tend Loed OwD 65 an AS 65 65 85 CS 85 65 35 RmI LNa Laea(pD 35 3n 35 35 35 35 35 35 35 35 Rwl Total Lwd Oaf) ED AS 50 EO 50 50 5n 5p SO 5p MeLoad ONTO 20 M 35 20 NI 20 20 20 2p 20 SEAM SPECIPICATNSIS Seem Sawn (1) 10 4 18 ] 2 12 10 ] 13 4 Seam Wa4he(NO IIA6 3.15 8.64 ]0e 5.55 555 033 8,33 1146 435 BEAN SILNO Seem Dr, bon) B.5 5.25 9.5 RS 9]5 9.25 8.25 935 9.5 725 BeammmAr tIgbl 523 3 3.5 as 3 3 4.3 4.5 5.25 3 UNIFORIALOADING . pan (a) p 0 0 0 0 a 0. 0 0 0' Rawl Sgan (it) 36 4 4 36 4 4 17. 23 S6 36 Wes Height (it) S 6 3 ) 4 4 0 4 '2 2.' Tagil uniform. Lowf M 0 0 0 0 0 0 0 0 o a T,d I.-Flwr Land epi) D 0 0 0 0 0 0 0 0 0 TUnl Unman, Rwl Lwd Wl1 9W 100 ISO 9[O ICJ Ias 425 525 903 563 Td0 We RM Land 1W) 630 70 20 630 70 To 292.5 w2.5 ASO 530 Tend Unifgm Wel Leaf Sni IED 120 105 two SO W 0 80 40 40 PARTIALLY UNIFORM LOADING Paha%Unilwm Lead 1 - - -- - - - - -- 18gnMeghl(fl) I strainkinkht(ft) a 0 0 0 0 0 0 0 0 0 ISlan Folnl(n) 0 0 0 0 0 a 0 0 a 0 1 E Pant N) 0 0 0 0 0 a 0 0 0 0 4 Totally Paing L'nilwm Lwa(pn D 0 0 0 0 a 0 0 0 0 PaNaly Unifmn Lwa 2 _ 2SawrullegM(a) 0 0 0 0 0 0 0 0 0 0 2Sbd Pdnl(4) a 0 0 0 0 0 0 0 0 0 2End Page (1) 0 0 0 0 0 0 0 0 0 0 2 ToW Preen, Unnam Lead (NO 0 0 0 0 0 0 0 0 0 0 2 Town Lha Pertally Worn Lwd 4 0 0 0 0 0 0 0 0 0 0 Partial, JAmn Load J _ 39awnalelgtn(a) 0 0 0 0 0 0 0 o a 0 3SIan Peen (h) 0 G 0 0 0 0 0 0 0 0 3 E Point(it) 0 0 0 0 0 p p 0 0 0 3 Tend ParNM UnD. lwa San 0 0 0 0 0 p p 0 0 0 3 TmI Lire Remly UnJwm Lead 4 0 0 0 0 0 a 0 0 0 0 POINTLOA09 Pant Load ILmdm(A) 0 0 0 0 0 0 0 0 0 0 1TowI Laws Sag 0 a 0 0 0 0 0 0 0 0 PanRwtl2 2Laa5onaft) 0 a 0 0 0 0 a 0 0 0 2Trial LOM 11b) 0 a 0 0 0 0 a 0 0 D Pant Lead 3Loween aft) 0 a 0 0 0 0 a 0 0 p 3Thiel Lana (16) 0 a 0 0 0 0 a 0 0 p TAPERED LOADS TaMW Lead 5UNn9 Pon, (ft) 0 0 0 a 0 0 0 0 0 0 Tatem Leaa Ga irg Paint (ft) 0 0 0 a 0 0 0 0 a 0 Tamed Lead at Stan (an 0 0 0 0 0 a 0 0 a 0 Ta WLeadal EM 0 0 0 0 0 0 0 0 0 G REACTIONS S MOMENT oonlion lrlwex 1 1 1 1 1 1 1 1 1 1 Leff Rwdkn (b) 5322 446 1212 3EEfi 849 1113 2182 2322 5222 1089 RpM.. pb) 922 446 1212 3PEfi &9 1113 2182 23601 5222 less Mex Mamenl QM) lull 448 6369 8115 1138 3340 5412 4063 121M 1.81 Mm3hear NO 922 HB 1212 3PEfi 649 1113 2182 2322 6222 1889 G, LOS 1.00 1W 163 163 1M 1.63 I.W 1.63 163 C, LW IAC 103 1,63 110 1.10 120 IN 1.63 120 Area Or) 49.9 15,75 33$5 4'38 22.25 2223 41.63 41A3 4R9 2175 Abmern a lnem I(in) 325 36 250 111 163 188 292 292 325 95 MBNmum SeMrp a. NrA) g04 380 1566 2511 319 WC 1013 780 3811 632 Mnwebie SaMinp Strew IRA) 2W 1280 2634 27. W S80 INS 10.80 2W tOW Aaawebb Norman 0bp) 12682 1442 11225 2115 399 3528 5225 Sins 1292 2355 MOMENT FS 1.32 324 Ipt 1.11 3.11 L" 1.02 1A2 1.03 123 AMxnble Shear Sees (63) 285 163 285 2Bn 180 180 IGO IW 225 1W MaNmum Sheer Ca9eary 115) 8926 18% Cars 4821 3330 3330 4995 4995 9428 2610 SHEAR Fa 128 423 3.63 US L13 2.99 131 2.13 185 1.38 Beem, RpWm 1.% 0.32 am 1.d0 OW 092 1.19 L22 1A5 1.55 Eleatic MWeNs Oni) 2000.000 1,eWAro 2,630.[00 2.000.00r) 1KO." 1.fiWAW 1.600.003 1.6OL. 2.OW.0O0 1.500000 Lire Load Desertion Gr) 0.19 001 021 0.15 Oot 010 0.14 0.05 0.40 0.02 Lfre LandD Ocn U.1 360 363 .0 363 363 363 363 SW 310 363 AlowabM Live Loaf DeOe[eon lin) 0.33 DO 0.9 023 0.23 0.40 013 023 OAO 0.13 LINE LOAD DEFLECTION FS 1A5 1593 3.56 1.51 1984 3.84 2.34 5.03 1A1 3.55 Toed LaM Desertion (in) On D. O.Pq 028 003 028 0.21 O.M SAID 0.01 T..1 Lasa memen U.4 240 240 NO 240 240 240 240 240 20 240 Movable TOW Lead oa0Miw 115) O.W 020 O.W 035 O35 OW 0 N 035 O.W OPo TOTAL LOAD DEFLECTION FB 1.54 1192 125 LN 10.94 2.17 2A1 4.59 1.00 3,55 SELECTION LVL Sawn LVL LK Sawn $a- Sawn Sewn -W a. (3)9IC- G02Xas (2)91601 (2)21N' (2)2X10'¢ (2)2XIVS (3)2Xttla (3)2X10. (3)9W (2)2X8'. 30 B... (6) Tate 3Po201] 31 S..a(T) ieI iA'+FBJ110 More L leg ^F&N 05 been' -3 IA�1. a cnNE41 fFB48r _0 R .. 20 Nam I" F8GO.im FBJx F.wJ F0J6 I.. Grek LK LaL LN Matta Sawn Sewn LVL LN LK GLE steel LOAOINOP METEN FW LNa Lore aO a ea d0 40 da d0 40 e0 a0 da fIw TOW 1. wall 05 155 65 05 05 55 as BS ES 85 05 RwJ LM. an 36 35 35 35 35 JS 35 35 35 35 S5 RxITW1 LaNd aptat 50 50 50 50 50 50 50 50 50 Sa 50 WMI Late all p p 20 p p p p p p p at, BLL. SPECIFICATIONS Beem55an IN t2 22 10p 5 d 6 0.5 ] 13 13 Rum WegM1l On E. 37,41 SN 1.35 3.15 B33 9.% 0.& 1a DO p,18 2fiW BBW B Cap. an) 11.E8 IS 0.5 ]25 5x6 0.35 0.5 9.5 21 12 ..fuVa. NtG Bum 5x5 525 ]5 ! ] IS 3.5 3.5 all 535 S.II l6 PM LALEDIN uxTFO,E Fax SPen IN st(a) 0 0 a 4 5 f0a8 z1 za Rml Spanln) 1s 3I x] 1 a 13 fz 12 a 0 WeIIHti M n 0 2 2 g 0 p M 41 0 0 Tgel UlNdm FW' LOe61yn 0 0 0 13p 1835 335 16x.5 1]0 1195 ]00 ]8p TWI Live Flw Ln•A 00 0 0 a W 1. hV 100 80 eao 180 T.I.I.-.1-mllPn Ilxs ns 875 ED 0 325 a 30] .'q{1 a 0 ,.: LM Rw3L-(AE ]6 wa azs Na gala 0 zl0 210 0 0 .1 U. wu LwdOn 40 40 4. 0 1W 0 10x daJ o 0 PARTELLr UM DE. mLOwO 'eatenUnum.I FWr BTOO,l Fk FW Iswanlegnl IN II a 0 a 0 a 0 la p p I.. P..(1) 0 0 0 0 0 0 0 C 4 8 8 IEM Pa., (a) 0 01 0 0 0 2 0 ] 12 13 1 TOW, PMOD, LIN- Leat On 0 0 0 0 0 0 183.5 0 xW ]e]S ]d]5 Patia, wamm L.2 Rroi Rml Racer zBPe WN.iBm IN o 0 a 0 0 0 13 0 a u u 38W Pwt'(4) 0 0 0 0 0 0 0 0 0 6 8 2Ene PaM(1) 10 0 0 0 0 2 0 0 11 Ix 2 ToW PwaelO Un, LOM @n o a a 0 0 0 326 a a 1103 IIW 2 T.1 L. Pe may Unnxm Leda 0 0 o a 0 a 0 n75 0 o no 1. alum, U,. L.,13 WMI Wal Wall 35p..Pa(N 0 0 a 0 0 0 i0 0 0 p p 38W Paeavq 0 0 a 0 0 0 0 0 0 9 a JE. Pat, (A) 10 a 0 0 0 3 0 0 12 12 6Toa Pe.0, One- Lwe(yn 0 O a 0 0 0 ICO 0 0 M3 eW STAALW"mity U.1 -Lw] 0 0 0 a 0 0 0 0 0 0 0 POINT LOADS Pohl L.I F. Rmt .1 Rwl RM ILatat-lnl 10 0 0 O s 0 4 ITWI 1-taxian 0 0 0 0 O 1509 sJW 0 690] n35 sTa6 Ptim Lme2 w1 Nx 2Lxef-1 o o a a a o 0 o a 6 0 2 toa lmepN 0 0 0 0 o a 0 0 513a s]b PrvnllnM3 slmtimlN 0 0 0 0 0 0 0 0 0 SERE Laee ON 0 0 0 0 0 0 0 0 0 0 0 TAPERwlOR08 Tyxr.e Lmes EPO'11, C C 0 0 0 0 0 0 0 0 0 e Ena19Pm1(n TperW Lwd,, a C a o a a o o a o 0 T;P.Lead s4111N0 a 0 a 0 0 a 0 o a 0 a T lM taii Ena (p' 0 0 0 0 O 0 0 0 0 0 0 REACTIONS&MOMEW Ou, i It-. 11 1 1 1 1 1 Len Ruelm l0) 6859 9308 3B9! 1586 ]31 0139 8283 JVW 1.71 IW31 im$ Po9M ReeON aJ59 93E0 3Po1 1590 331 H9] 3141 ].IH 11)se 1028] 1029s ....= Snl 31K]8 FG969 8388 1992 ]J1 SSe) 0180 ]532 3eEa 51sT X. Mev Sbmrllbl 0959 9368 3901 15% ]]1 1197 6x80 3v% 117. IBR] 1820. G IW IW 1W IW 1W 1W 1C0 I.W IW IW tAJ G Im I.AD 1N I.R 1AD f]0 tm Im IW Im tAJ Aya ltil a237 9090 .3a 31.]5 15.]5 9103 93]5 as .2a 823] Momma NlmOialryr) 1. xs5z 2. 95 Y R] 2. 2. 1. 3979 2W mum.,, me..ILMI ONE, x15] 2276 WS 2. 1W5 1. 1]28 x.Lt Tu 19311 weNaB a,D Stem L -O 2se4 14s1 3E& 1080 12W 1080 268e 38G xEW NW 1. N.b[eM1 11 fl ]) pies 581. 11]]6 2. 144] STS 11]]5 11]]6 26.3 7.11 9311. iP. 1.3x 511 1.18 L19 4d1 1.3 1 N 1.66 I.Ix I.R 1M NhnOb a. Sams 0.1 as 305 RS IND189 IED 288 p5 x85 MS MavlmunlSMarGatlry ONl 11850 1]955 8310 x610 IBp 4. .18 0319 1185a 19]02 HA]0 .NEAR FB 1.73 1. 1.M 1.61 6.]0 1.11 120 1.T 1.01 1.04 e81 B.arlry"a. 1.74 315 I.es 03] 2A] 201 I36 2. S.ae ElamIk "'0"Oso a MO 2.0.. 2.00a. 1... 1'... 1RW.0]0 $m0.m] N],LW x007 2....1s L,OO i9,Otl(M LNe Lane"'Mbt On) E. OS] 018 0.01 OOl O.a3 000 am Olz Ole LNe. Deew"'LLNI .M0 390 380 ',150 BM Bao 3E0 350 300 Bp 3gx ..kaV Lme D. ON 040 013 0.15 0 .1] 0.13 O p 0.17 028 023 040 Od0 LINE LOAOOE'..T.NFS 1.11 ISO 1.M 1.2 11] En, 4.53 Alt 2.85 Las Sas T,,., Lub OBnemsr 0n) 037 089 DAD Op 0M am 0]0 0.14 0.19 OR Tem 100 0e1. Limit .0 240 .0 ]W PoO 2a0 R0 &0 578 510 EaEate .TMel Lege "'W"(nl 0m I,. 0. 025 am 0.. 038 OA3 035 0.25 0x5 TOTAL LOAD OEFLECTRIN FS 1.63 135 1.a1 430 13.01 ].BJ 3.N 210 x.59 131109 6ELECTPON LVL LK LYl Savor Saxn Sawn LVL LN LN GLB sae, 11 Nr (3118' (2). IRr 131a. 1212. (312%10¢ In 91T (z). t? (3)111R' S19'v p' .12.E 31 S..a(T) PMn: Eden ApeNnenb Clublwuee One: 3/ 17 Location: BUM, p1 OPTIONS IN STRUCALC PASS Bawn(2)2%1Pa LVL(2)117W LVLl4)1V LVL(Q13" LVL(4)10' LVL(2)1178' LVL(41N' Steel 801806 LVL(2)91I2' SF, 127 Shur, 1,13 Meczmi 154 &v=xr202 Glc -M!1.22ear3nd `F845 4lamere. 1.11 TL Genoa.-LS92 S -.r 3C: Name FB49 FB30 FB42 FB43 Ffl 9 FB86 F111137 F039 Ganda Sawn LVL LVL LVL LVL LVL LVL Steel LVL LOADING PARAMETERS Floor Live Load(pU 40 40 100 ISO 40 b 40 40 40 FWw Tolell.nex a0 65 W 180 150 - 65 88 65 65 65 Rmf Live Lead (paU 35 35 35 35 35 35 35 35 35 Roof Tual LouUaD W EO W 50 50 Be 50 W SO Wall Load (pan 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Seam Stan(a) 3 8 12 10.5 15 5 10 28.5 4.5 Beamwal9bl(dn 555 12W 36.51 3654 38.54 1105 2842 T&CO 9.64 BEAMS12lxG Beam CepN9n) 9.25 11.88 18 1e 18 11,08 14 18 Set Beam eAd VNeight 3 3.5 7 7 7 3.5 T 76 35 UNIFORM LOADING Flow Spen(ft) 35 35 18 18 32 16 4 13 5 RMTBpan(01 8 0 4 4 4 4 0 0 0 Wall Height 20 20 20 20 20 20 0 0 0 Total lMMorm Floor Lead (pill 1137.5 113]5 1350 13W 1040 520 130 4225 1625 Total Live Flux Load (FT) TW ]00 ATO 900 640 320 Be 280 100 Total Onto. Roof Lou 011) See 0 100 103 103 IGO 0 O a Total INe But Load Wo 140 a 70 70 70 10 0 0 0 Total UnRam Wall Load (off) 400 480 40 400 403 400 0 0 0 PARTALLY UNIFORM LOADING PaNelly Uniform Load l - - - - Flour Floor -- ISPIA-elgM(ft) 0 0 0 0 0 0 10 32 0 1 Stan Pant (ft) 0 0 0 0 0 0 7.5 0 0 1 End Point (S) 0 0 0 0 0 0 16 11.5 0 1 Totally Partially Uniform Lou 08) 0 0 0 0 0 0 325 1010 0 Partially Uniform Load 2 - - But Well .... 2SpanM1kght(fl) 0 0 0 0 0 0 S4 9 0 2 Som Point (ft) 0 0 0 0 0 0 7.5 0 0 2 End Point (ft) 0 0 0 0 0 0 18 It's 0 2 Total Permit, Uniform Load (pill 0 0 0 0 0 0 850 180 0 2 Total LFre Pamaly Uniform Lead( 0 0 0 0 0 0 595 0 0 Partially Uniform Loatl 3 - - - - _ Well Floor .- 3S,V,1MTgh1(0) 0 0 0 0 0 0 20 19 0 35tu Palnl(M1) 0 0 0 0 0 0 7.5 0 0 3 End P0in1(111 0 0 0 0 0 0 16 235 0 3 Total Penally Uniform Lou (oil) 0 0 0 0 0 0 480 617.5 0 3 Tota Live Penalty Un9olm Lou it 0 0 0 0 0 0 0 380 0 POINT LOADS Point Load - - Roof Fkty Foar Floor Roof 4L-um(111 0 0 7 5.5 0 0 7.5 11S 3 1 Total Load (to) 0 0 3308 3898 0 0 2680 1888 less Poll Load - Roof Floor 2 L-11. (M) 0 0 8 0 0 0 0 15 a 2 Total Load (to) 0 0 33118 0 0 0 0 8393 0 Point Lou3 - - - Floor _- 3Lum.let 0 0 0 0 0 0 0 235 0 3 Tud Load (to) 0 0 0 0 0 0 0 6194 0 TAPERED LOADS Tapered Lou Stuart, Point led 0 0 0 0 0 0 0 0 0 Tapered Load End[, Point 10) 0 0 0 0 15 0 0 0 0 Tapered Load at Start 010 0 0 0 0 675 0 0 0 0 Tapered Load at End(p10 0 0 0 0 675 0 0 0 0 REACTIONS&MOMENT Gunman unee 1 1 1 1 1 1 1 1 1 Left Ramnon(Ib) 2615 6973 13798 11661 16887 2580 6194 33028 1017 Right Reaction 0b) 2615 6973 15452 11840 1688) 2580 12309 26200 1646 Max Momenl(Ibft) 1961 15689 W370 35,182 63325 3225 43827 233284 2225 Max Sbear(Ih) 2615 6973 15452 11840 16887 2580 12308 33026 1648 C, 1.80 100 1.80 1.03 1.00 1.00 I'm I'm 100 Cr 1.10 1.00 1m 1.00 1.00 1m 1m 1.00 1.00 Amain) 27.75 4158 128.00 128.03 12&W 41.58 80.00 - 3325 Moment of lneNe I Tat) 196 489 3402 3402 3102 4B9 1601 1330 250 Maximum Bending BMae(bfl) See 2287 1599 1128 2010 470 2380 16913 580 Allowable Belling Cases To -ft) See 2804 2461 2461 2461 2W4 2546 679167 2684 Allowable Moment(Ib-0) 3529 17862 AWB 77580 77506 17082 48517 401 11775 MOMENT FS 1.80 1.14 1.54 2.18 1.22 5.54 1.11 1.74 5.29 Allowable 5b ear Flux (,.1) 180 285 285 285 285 285 285 - 295 Maximum Sb ear C.I(to) 3330 7900 23940 23940 23910 7903 18820 2362W 6318 SHEARFS 1.27 1.13 1.35 2.02 1.42 3.06 1.51 7.15 3.84 Deering Require] 1.15 266 194 2.26 322 0.98 2.34 - 0.63 Eleven Modulus Do) 1.60CM 2.0[1 2,003,000 2030,000 2.003,000 Soot 2,001 29,000.003 2,000800 Live Load OeO¢eon(in) 0.00 0.11 0.11 005 023 0.01 D32 0,50 0.01 Live Load OefleNon Limit 380 380 380 380 380 See 360 360 380 A.M. Live Load Oeseflu(in) 0.10 0.30 0.40 035 OW 0.17 OW 0.95 0.15 LIVE LOAD DEFLECTION FS 20,47 2.81 3.77 B.A1 2.80 29.43 1.69 1.89 15.99 Total Lou Oefluson(in) 001 D.24 0.19 0.10 0.38 0.01 080 087 001 Total Lou OnMdbn Limit 240 240 240 240 240 240 240 240 240 Aa -able Total Load DeMclion(in) 0.15 OAS 080 0.53 075 0.25 OW 1.43 0.23 TOTAL LOAD DEFLECTION FS Kee 1.91 3.22 5.28 1.97 1&88 1.34 1.64 16.13 SELECTION Sewn LVL LVL LVL I.M. LVL LVL Steel LVL (2)2%1Ps (2)11718' (4)18' (4)IV (4)18• (2)11718' (1 W10x76 (2)9IS' 32 Beams (8) Plan: Eden Apartments Clubhouse Date: 3MO17 33 Beams (9) Sne1, , Shah[ lla Snear 1.16 F.lomen[ 1,119 v'. I.a Momenl'. 1.36 Mch l: 1.63 Name MER 1 MFB-2 MFBB MFB< MFB-5 MFS -6 MFBJ Grade Sawn Sawn LVL LVL LVL LVL Sawn LOADING PARAMETERS Floor Llye Load (pan 100 100 100 100 100 Iall 100 Floor Total Lord (pan 125 125 125 125 125 125 125 Roof Live Load (pan 35 35 35 35 35 35 35 Roof Total Load Used) 50 SO 50 Be 50 50 50 Wall Load(pan 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft) 3 3 12 12.5 12 13.5 5 Ream Weight(pin 6.55 655 16.24 21.32 24.35 21.32 8.33 BEAM SUING Beam Depth (In) 9.25 9.25 16 14 16 14 9.25 Seam WidlhN7eight 3 3 3.5 5.25 5.25 5.25 4.5 UNIFORM LOADING Floor Span (ft) 29 15 22 27 15.5 18.5 18 Roof Span in 0 13 0 0 0 0 0 Wall Height(ft) 0 30 0 0 0 0 0 Total Uniform Floor Load (pit) 18125 937.5 1375 1687.5 968.75 1156.25 1125 Tafel Live Floor Load (In 1450 750 1100 1350 775 925 900 Total Uniform Roof Load (pin 0 325 0 0 0 0 0 Total Uee Roof load (pit) o 227.5 0 0 0 0 0 Total Uniform Wall Load (pin 0 600 0 0 0 0 0 PARTIALLY UNIFORM LOADING Padially Uniform Load 1 - - Floor - 1 SpanMelght in 0 0 5 0 0 0 0 1 Start Point (ft) 0 0 9 0 0 0 0 1 End Point en 0 0 12 0 0 0 0 1 Totally Partially Uniform Load (pill 0 0 312.5 0 0 0 0 Padially Uniform Load 2 - - - 2SpanMeght(R) 0 0 0 0 0 0 0 2Stad Point in 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 2 Total Partially Uniform Load (pit) 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load IF 0 0 0 0 0 0 0 Partially Uniform Load 3 - - - - 3Spieseli(f) 0 0 0 0 0 0 0 3Start Point (ft) 0 0 0 0 0 0 0 3 End Paint (ft) 0 0 0 0 0 0 0 3 Total Partially Uniform Load (pit) 0 0 0 0 0 0 0 3 Total Live PaNally Unit.. Load( 0 0 0 0 0 0 0 POINT LOADS Point Load Roof - - 1 Locatim(ft) 0 0 0 0 1.5 0 0 1 Total Load (Ib) 0 0 0 0 9266 0 0 Point Load 2 2 Lorafon (ft) 0 0 0 0 0 0 0 2 Total Load (Ib) 0 0 0 0 0 0 0 Point Load 3 - 3 Location in 0 0 0 0 0 0 0 3 Total Load (Ib) 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load SUmrg Point(ft) 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 3 0 0 0 0 0 Tapered Load at Start(pit) 0 325 0 0 0 0 0 Tapered Load at End (pit) 0 325 0 0 0 0 0 REACTIONS S MOMENT Duration I.e. 1 1 1 1 1 1 1 Left Reaction (11b) 2727 32W 0465 10680 14087 7949 2833 Right Reaction (to) 2727 32W 9168 lease 7117 7949 2833 Max Mortar as 2045 2467 25750 33373 25037 26825 3542 Max Shear(lb) 2727 32W 9168 10680 14067 7949 2833 C, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 G 1.10 1.10 1.00 1.00 1.00 1.00 1.20 Area pi 27.75 27.75 56.00 73.50 84.00 73.50 41.63 Moment of Inedia I (In) 198 198 1195 1201 1792 1201 297 Madmen Bantling Burns(Ib-ft) 574 692 2069 2335 1341 1877 662 Allowable GaMlne Sir eaa(lb-ft) No 990 2500 2546 25W 2546 1000 Alowable Moment Bh-f) 3529 3529 31114 38387 46671 36387 5775 MOMENT FS 1.73 1.43 1.21 1.09 1.86 1 1.63 Anowebla Shear Strwa(psi) 180 180 205 285 285 285 180 Midmum Shear Capacity( Ib) 3330 3330 10640 13965 lease 13965 4995 SHEAR IS 1.22 Cal 1.16 1.31 1.13 1.76 1.76 Bearing Re6Utred 2.24 2.71 3.49 2.71 3.57 2.02 1.55 Elastic Modulus (psi) 1,600,000 1,600.000 21000,000 2000.000 2.000,000 2,000,000 1,600.000 Live Load Defection (in) 0.01 0.01 0.22 0.31 0.14 0.29 0.03 Live Load Deflection Limit we 360 360 360 380 360 we Allawabte Live Load Deflection (in) 0.10 0.10 0.40 0.42 0.40 0.45 0.17 LIVE LOAD DEFLECTION FS 11.86 14.27 1.79 1.34 2.78 1.55 6.19 Total Load Denactlan (In) 0.01 0.01 0.28 0.39 0.19 0.37 0.03 Total Load Denec4on Limit 240 240 240 240 240 240 240 Allowable Total Lead Deflecticl(in) 0.15 0.15 0.60 0.63 0.80 0.68 0.25 TOTAL LOAD DEFLECTION IS 14.19 11.76 2.12 1.56 3.15 1.82 7.38 SELECTION Sewn Sewn LVL LVL LVL LVL Sawn (2)2X10'3 (2)2X10'5 (2)16' (3)14' fairs' (3)14' (3)21 33 Beams (9) Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 MATERIAL PROPERTIES: F� E Em, Lex/dx Ley/dy FACTORS: Cd Cf Ke Fc' Foe Cp 1,350 (4) 2x4 (2) 2x4 (2) 2x6 6x6 POST (4) 20 1,600,000 FS: 1,47 FS. 1.23 FS: 4.01 FS'. 5.41 FS: 1.03 Location: Back Hip Front Hip RB -Heft RB -12 FB -ii COLUMN DIMENSIONS: Party wall Party wall 0.00 0.00 left COLUMN DIMENSIONS: 9 9 9 9 9 Total Column Length (ft): 9 9 9 20 9 X-Unbraced Length (ft): 9 9 9 20 9 Y-Unbraced Length ft: 0 0 0 20 0 MATERIAL SPECS: Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Material: Doug Fir V2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth -x (in): 3.5 3.5 5.5 5.5 3.5 Width-y(in): 1.5 1.5 1.5 5.5 1.5 # Members 4 2 2 1 4 Area in : 21.00 10.50 16.50 30.25 21.00 Azial Load: 6,584 ,3,954 3,821 1,065 9,443 MATERIAL PROPERTIES: F� 1,350 1,350 1,350 700 1,350 E 1,600,000 1,600,000 1,600,000 1,300,000 1,600,000 Em;" 580,000 580,000 580,000 470,000 580,000 Lex/dx 30.86 30.86 19.64 43.64 30.86 Ley/dy 0.00 0.00 0.00 43.64 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.15 1.1 1.1 1.15 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 770 1,553 Fc, 501 501 1,236 203 501 Cp 0.30 0.30 0.62 0.25 0.30 Pc 462 462 928 190 462 Allowable Load 9,694 4,847 15.306 5,759 9,694 MATERIAL PROPERTIES: F� E Em, Lex/dx Ley/dy FACTORS: Cd Cf Ke Fc' Foe Cp 1,350 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 1,600,000 FS: 3.21 FS: 3.11 FS: 3.75 FS: 2.96 FS: 5.61 Location: RB-I/FB-1 RB-1I/FB-4 RB-3/FB3 R"IFB-3 RB-9/FB-7 COLUMN DIMENSIONS: 19.64 0.00 0.00 0.00 0.00 Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unbraced Length ft: 0 0 0 0 0 MATERIAL SPECS: 1,485 1,485 1,236 1,236 1,236 Material: Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 5.5 5.5 5.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 1.5 # Members 2 2 2 2 2 Area in' : 16.50 16.50 16.50 16.50 16.50 Axial Load:1 4,768 4,928 4,087 4,508 2,728 MATERIAL PROPERTIES: F� E Em, Lex/dx Ley/dy FACTORS: Cd Cf Ke Fc' Foe Cp 1,350 1,350 1,350 1,350 1,350 1,600,000 1,600,000 1,600,000 1,300,000 1,600,000 580,000 580,000 580,000 470,000 580,000 19.64 19.64 19.64 19.64 19.64 0.00 0.00 0.00 0.00 0.00 1 1 1 1 1 1.1 1.1 1.1 1.1 1.1 1 1 1 1 1 1,485 1,485 1,485 1,485 1,485 1,236 1,236 1,236 1,002 1,236 0.62 0.62 0.62 0.54 0.62 34 Posts Bearing wall Capacities (PLF) 8'wall 9' Wall 10' Wall 2x4 @ 24" o.c. 1450 1200 1000 2x4 @ 19.2" o.c. 1860 1516 1250 2x4 @ 16" o.c. 2175 1800 1500 2x4 @ 12" o.c. 2900 2400 2000 2x6 @ 24" o.c. 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 2x6 @ 16'o.c. 6500 5700 5000 2x6 @ 12" ox. 8600 7600 6600 34 Posts Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 2nd Floor 35 Posts (2) (2) 2x4 (2) 2x4 (2) 2x6 ERROR (2) 2x4 FS 2.68 FS: 1.29 FS: 1.11 FS: 3.62 FS: 2.03 FS: 1.01 Location FB -8 _- FB -9 --- FB -16 left FB -17 _. FB -18 .-- COLUMN DIMENSIONS: 9 X-Unbraced Length (B): 9 9 9 Total Column Length (ft): 9 9 9 20 9 X-Unbraced Length (ft): 9 9 9 20 9 Y-Unbraced Length it: 0 0 0 20 0 MATERIAL SPECS: 5.5 # Members 1 2 1 Material: Doug Fir#2 Doug Fir 42 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth -x (in): 3.5 3.5 5.5 3.5 3.5 Width-y(in): 1.5 1.5 1.5 5.5 1.5 # Members 22 E.,„ 2 2 2 Area (in): 10.50 10.50 16.50 38.50 10.50 Axial Load: 3,762 4,356 .4,226 1Aga 4,794 MATERIAL PROPERTIES: 1 1 1 Cf 1.1 F. 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 Em;,, 580,000 580,000 580,000 580,000 580,000 Lex/dx 30.86 30.86 19.64 68.57 30.86 Ley/dy 0.00 0.00 0.00 21.82 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.15 1.1 1.15 1.15 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,553 Foe 501 501 1,236 101 501 Cp 0.30 0.30 0.62 0.06 0.30 Pc 462 462 928 100 462 Allowable Load 4,847 4,847 15,306 3,851 4,847 35 Posts (2) (1) 2x6 (2) 2x6 6x6 POST 8' Wall 9' Wall FS: 3,19 FS 2.68 FS: 2.4 Location: FB -15 RB-1/FB-1'2 RB-12/FB-21 COLUMN DIMENSIONS: 2175 1800 1500 2x4 @ 12" o.c. Total Column Length (ft): 9 9 9 X-Unbraced Length (B): 9 9 9 Y-Unbraced Length it : 0 0 9 MATERIAL SPECS: 6600 Material: Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 5.5 5.5 Width-y(in): 1.5 1.5 5.5 # Members 1 2 1 Area ins : 8.25 16.50 30.25 Axial Load: 1 2,399 5,714 8,000 MATERIAL PROPERTIES: F� 1,350 1,350 700 E 1,600,000 1,600,000 1,600,000 E.,„ 580,000 580,000 580,000 Lex/dx 19.64 19.64 19.64 Ley/dy 0.00 0.00 19.64 FACTORS: Cd 1 1 1 Cf 1.1 1.1 1.1 Ke 1 1 1 Fc' 1,485 1,485 770 Foe 1,236 1,236 1,236 Cp 0.62 0.62 0.83 Pc 92'928 636 Allowable Load 7,653 15,306 19,226 35 Posts (2) Bearing wall Capacities (PLF) 8' Wall 9' Wall 10' Wall 20 @ 24" o.c. 1450 1200 1000 2x4 @ 19.2" o.c. 1860 1516 1250 2x4 @ 16" o.c. 2175 1800 1500 2x4 @ 12" o.c. 2900 2400 2000 2x6 @ 24" o.c. 4300 3800 3300 2x6 @ 192" o.c. 5400 4700 4100 2x6 @ 16' o.c. 6500 5700 5000 2x6 @ 12" o.c. 8600 7600 6600 35 Posts (2) Plan'. Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 1st Floor 36 Posts (3) (4) 2x4 (4) 2x4 (2) 2x8 ERROR (4) 2x4 2x4 @ 24" o.c. FS'. 1,29 FS: 1,11 FS: 1.58 FS: 1.01 FS: 1.01 Location: FB -W2 FB -9'2 FB-181eftIFB-20 FB -17.2 FB -18'2 COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 Total Column Length (ft): 9 9 9 20 9 X-Unbraced Length (ft): 9 9 9 20 9 Y-Unbraced Length R: 0 0 0 20 0 MATERIAL SPECS: Material: Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth-x(in): 3.5 3.5 5.5 3.5 3.5 Width-y(in): 1.5 1.5 1.5 5.5 1.5 # Members 4 4 2 2 4 Area in' : 21.00 21.00 16.50 38.50 21.00 Axial Load: 7,525 8,713 9,710 3,796 9,587 MATERIAL PROPERTIES: F. 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 E.M 580,000 580,000 580,000 580,000 580,000 Lex/dx 30.86 30.86 19.64 68.57 30.86 Ley/dy 0.00 0.00 0.00 21.82 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.15 1.1 1.15 1.15 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,553 Fee 501 501 1,236 101 501 Cp 0.30 0.30 0.62 0.06 0.30 F'c 462 462 928 100 462 Allowable Load 9,694 9,694 15,306 3,851 9,694 (1) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 FS: 1.6 FS: 1.21 FS: 2.82 FS: 2.62 FS: 3.94 Location: FB -15'2 RB-111FBd'2/FB-21 RB.3/FB-3K RB-6/FB-3'2 RB-9/FB-7'2 COLUMN DIMENSIONS: Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unbmced Length ft: 0 0 0 0 0 MATERIAL SPECS: Material: Doug Fir W2 Doug Fir#2 Doug Fir 42 Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 5.5 5.5 5.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 1.5 # Members 1 2 2 2 2 Area in' : 8.25 16.50 16.50 16.50 16.50 Axial Load: 4,798 12,697 5,419 5,840 3,881 MATERIAL PROPERTIES: F� 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 Em," 580,000 580,000 580,000 580,000 580,000 Lex/dx 19.64 19.64 19.64 19.64 19.64 Ley/dy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.1 1.1 1.1 1.1 1.1 Ke 1 1 1 1 1 Fc' 1,485 1,485 1,485 1,485 1,485 Fee 1,236 1,236 1,236 1,236 1,236 Cie 0.62 0.62 0.62 0.62 0.62 1`0 i 928 928 928 928 928 Allowable Load 7,653 15,306 15,306 15,306 15,306 36 Posts (3) Bearing wall Capacities (PLF) 8' Wall 9' Wall 10' Wall 2x4 @ 24" o.c. 1450 1200 1000 2x4 @ 19.2"a.c. 1860 1516 1250 2x4 @ 16" o.c. 2175 1800 1500 2x4 @ 12" o.c. 2900 2400 2000 2x6 @ 24" o.c. 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 2x6 @ 16'o.c. 6500 5700 5000 2x6 @ 12" ox. 8600 7600 6600 36 Posts (3) Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 37 Posts (4) (4)2x4 (3)2x6 (5)2x4 (4)2x6 (5)2x6 2x4 @ 24" O.C. FS: 1.16 FS 1,96 FS: 1.23 FS: 1.38 FS: 1.23 Location: FB-17/FB-25 FB -38139 FB -51 LEFT MID FB -51 RIGHT MID FB -52/53 COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 Total Column Length (ft): 9 10 9 9 9 X-Unbraced Length (ft): 9 10 9 9 9 Y-Unbraced Length ft: 0 0 0 0 0 MATERIAL SPECS: Material: Doug Fir 42 Doug Fir 42 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth.x(in): 3.5 5.5 3.5 5.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 1.5 # Members !L3 5 4 5 Area in' : 21.00 24.75 26.25 33.00 41.25 Axial Load: 1 8,393 8,747 9,861 19,403 27,116 MATERIAL PROPERTIES: F� 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,300,000 1,600,000 1,300,000 1,300,000 Ema 580,000 470,000 580,000 470,000 470,000 Lex/dx 30.86 21.82 30.86 19.64 19.64 Leyldy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.1 1.15 1.1 1.1 Ke 1 1 1 1 1 Fc` 1,553 1,485 1,553 1,485 1,485 Foe 501 812 501 1,002 1,002 Cp 0.30 0.47 0.30 0.54 0.54 F'c 462 691 462 809 809 Allowable Load 9,694 17,107 12,118 26,684 33,355 37 Posts (4) (4) 2x8 (4) 2x6 3 112" x 7" Parallam 6x6 POST (2) 2x6 2x4 @ 24" O.C. FS: 1.63 PS: 158 FS: 3.32 FS: 8.31 FS: 3.44 Location: FB -50/53 FB -54 RIGHT FB -56 RIGHT FB -35 •- COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unbraced Length ft: 0 0 0 0 0 MATERIAL SPECS: Material: Doug Fir#2 Doug Fir#2 Parallam Doug Fir B2 Doug Fir#2 Depth -x (in): 5.5 5.5 7 5.5 5.5 Width-y(in): 1.5 1.5 3.5 5.5 1.5 # Members 44 1 1 2 Area (in'): 33.00 33.00 24.50 30.25 16.50 Axial Load: 18,813 16,887 12,308 2,167 3,881 MATERIAL PROPERTIES: F� 1,350 1,350 2,500 700 1,350 E 1,600,000 1,300,000 1,600,000 1,300,000 1,300,000 Em. 580,000 470,000 580,000 470,000 470,000 Lex/dx 19.64 19.64 15.43 19.64 19.64 Ley/dy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.1 1.1 1 1.1 1.1 Ke 1 1 1 1 1 Fc' 1,485 1,485 2,500 770 1,485 Foe 1,236 1,002 2,003 1,002 1,002 CP 0.62 0.54 0.67 0.77 0.54 F'c "28809 1,668 596 809 Allowable Load 30,613 26,684 40,872 18,014 13,342 37 Posts (4) Bearing wall Capacities (PLF) 8' Wall 9' Wall 10' Wall 2x4 @ 24" O.C. 1450 1200 1000 2x4 @ 19.2" o.c. 1860 1516 1250 2x4 @ 16" o.c. 2175 1800 1500 2x4 @ 12" o.c. 2900 2400 2000 2x6 @ 24" o.c. 4300 3800 3300 2x6 @ 19.2" o.c. 5400 4700 4100 2x6 @ 16' o.c. 6500 5700 5000 2x6 @ 12" o.c. 8600 7600 6600 37 Posts (4) Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 HSS4X4X3116 HSS3X3X1/4 PS: 1.08 FS: 1.12 Location: FB -57 LEFT FB -57 RIGHT --- FB -58 COLUMN DIMENSIONS: X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 9 9 MATERIAL SPECS: Column Shape HSS3x HSS4x Member HSS3X3X1/4 HSS4X4X3/16 r, (in.) 1.11 1.55 ry (in.) 1.11 1.55 A (in') 2.44 2.58 Axial Load: 33,026 45,681 MATERIAL PROPERTIES: Fy (ksi) 46 46 E (ksi) 29,000 29,000 KL/r„ 97.30 69.68 KL/ry 97.30 69.68 FACTORS: K 1 1 F. (ksi) 30.23 58.95 F,, (ksi) 24.33 33.18 Allowable Load 35,552 51,266 Plan: Eden Apartments ClubhousE Dale: 3/6/2017 Location: Building #1 FS-, ;,79 FS. 26'1 FS. 2.35 FS: 1.25 FS'. 2,14 INPUT Location: FB -9 FB -17 FB -18 RB-121FS-21 GIRDERS Calloul S-30 S-24 S-36 S-24 S-36 Load Ib) 8,713 3,796 9,587 8,000 10,538 SPECS Soil Bearing Pressure (pso 2500 2500 2500 2500 2500 Footing N4dthlDiameter(in) 30 24 36 24 36 Footing Length/Diameter(in 30 24 36 24 36 Footing Depth (in) 10 10 10 10 10 CALCULATIONS Area Required (ft) 3A9 1.52 3.83 3.20 4.22 Area Provided (ft) 6.25 4.00 9.00 4.00 9.00 SELECTION Sao S-24 Sa6 S-24 Safi 30" Square by 10" Deep 24" Square by 10" Deep 36" Square by 10" Deep 24" Square by 10" Deep 36" Square by 10" Deep Concrete Footing with (3) Concrete Footing with (3) Concrete Footing with (4) Concrete Footing with (3) Concrete Fooling with (4) #4 Bars Each Way #4 Bars Each Way #4 Bars Each Way #4 Bars Each Way #4 Ban: Each Way 40 Spot Footings SPECS Plan: Eden Apartments Clubhouse Soil Bearing Pressure(pan Date: 3/612017 2500 2500 2500 2500 Footing Wdlh/Diameter(in) Location: Building #1 36 42 36 36 Footing Length/Diameter(in FS: 1.58 36 FS:111 FS'I FS'.133 INPUT 10 10 10 10 10 CALCULATIONS Location: FB -51 MID LEFT/MFB- FB -51 MID RIGHT FB -52153 FB -50/53 FB -54 RIGHT Callcut 10.85 S30 5-36 842 5-36 5-36 Load (11h) 9.00 9,861 19,403 27,116 18.813 16,887 S-36 S36 30" Square by 10" Deep 36" Square by 10" Deep 42" Square by 10" Deep 36" Square by 10" Deep SPECS Soil Bearing Pressure(pan 2500 2500 2500 2500 2500 Footing Wdlh/Diameter(in) 30 36 42 36 36 Footing Length/Diameter(in 30 36 42 36 36 Footing Depth (in) 10 10 10 10 10 CALCULATIONS Area Required (fl) 3.94 7.76 10.85 7.53 6.75 Area Provided (ft?) 6.25 9.00 12.25 9.00 9.00 SELECTION Sag S36 $42 S-36 S36 30" Square by 10" Deep 36" Square by 10" Deep 42" Square by 10" Deep 36" Square by 10" Deep 36" Square by 10" Deep Concrete Footing with (3) Concrete Footing with (4) Concrete Footing with (5) Concrete Footing with (4) Concrete Footing with (4) 41 Spot Footings (2) Plan: Eden Apaftents Clubhouse Date: 316/2017 Location: Building #1 FS: 1.27 FS. 1,21 FS. 1 37 FS: 1.09 FS 1,16 Calloul Load (lb) 5-30 12,308 348 33,026 S-60 45,681 5-24 9,168 SJO 10,681 SPECS Soil Bearing Pressure (par) 2500 2500 2500 2500 2500 Footing WidthlDiameter(in) 30 48 60 24 30 Footing Lenglh/Diameler(in 30 48 60 24 30 Footing Depth tin) 10 12 12 10 10 CALCULATIONS Area Required (h') 4.92 13.21 18.27 3.67 4.27 Area Provided (f?) 6.25 16.00 25.00 4.00 6.25 30" Square by 10" Deep 48" Square by 12" Deep 60" Square by 12" Deep 24" Square by 10" Deep 30" Square by 10" Deep Concrete Footing with (3) Concrete Footing with (6) Concrete Footing with (7) Concrete Footing with (3) Concrete Footing with (3) #4 Bars Each Way #4 Bars Each Way #4 Bars Each Way #4 Bars Each Way #4 Baro Each Way 42 Spot Footings (3) Plan: Eden Apartments Clubhouse Date: 3/6/2017 Location: Building #1 FS: 1.11 FS: 1.61 Callout SPECS Soil Bearing Pressure (pat) Footing Width/Diameter (in; Footing Length/Diameter (ii Footing Depth (in) CALCULATIONS Area Required (ft?) Area Provided (fe) 5-30 16" Sonotube 2500 2500 30 16 30 16 10 30 5.63 0.87 6.25 1.40 30" Square by 10" Deep Concrete Footing with (3) 43 Spot Footings (4) Plan: Eden Apartments Date: 3/6/2017 Location: Clubhouse Shear Only LOCATION Back Front Left Right Interior FS: 1.05 FS: 1.05 FS:2 FS: 2.33 FS: 1.12 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure sf) 1500 1500 1500 1500 1500 Weight (k/lft) 0.04 0.04 0.04 0.04 0.04 BUILDING LOADS Roof Span (ft) 30 30 17 10 0 Floor Span (ft) 17 17 4 4 28 Wall Height (ft) 15 15 15 15 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 2.11 2.11 0.98 0.80 1.95 FOOTING SPECS Footing Width in 20 20 20 20 20 Footing Width (ft) 1.67 1.67 1.67 1.67 1.67 Footing Height (ft) 0.83 0.83 0.83 0.83 0.83 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) 2.39 2.39 1.25 1.08 2.23 Soil Load (ksf) 1.43 1.43 0.75 0.65 1.34 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 Footings Plan: Eden Apamrlents Dale: 3102017 Lmauon: Clubhouse Shear ony Roof Live Load "" 35 Roof OeadLoad(pa': 15 Floor Live Load (pe0: 100 Floor Dead Lona (psi): 25 E.nor Wan Dead Load (pa0: 20 Interbr wall Dead Load (psf): 10 Suspended Slab Dead Lead Da ]5 Roof Slope(VI 2): Raaf Pitci(5): Site Class: F,: R: Ss: Sus: See: Cs: Redundanry Factor, p: ASO Load Combination Fapor Baas Shear Force b: Floor l Lateral Force He Floor 2 Lateral Forty In Roof Laleml Force N: Roof 1 59.52 50.88 — 15 7 00,824 22,080 80,]09 Floor2 59.52 51 0 25 0 221080 0 Floor 59.52 51 10 25 0 24J88 2a 1. Seismic SEISMIC FORCE DISTRIBUTION H. (ft) W.(Idp) K,w, %Force Total Shear(kip) F. Vs Reef Floor Floors 13.33 0.00 1.00 08.70 0.00 0.00 1,103 10014 5.28 0 0% 5.28 0 0% 5.28 528 0.00 0.00 538 528 5]8 TOTALS 0.00 88.70 1,103 5, ] 9.28 Seismic Plan: Eden Apartments Date: 3/6/2017 Location: Clubhouse Shear Only Shear Wall Allowable Loads (pit) Seismic(klps) Wind (kips) seismic wind total left/right front/back 2nd Floor 0.0 kips 0.0 0.0 SW -1 350 490 1st Floor 5.3 kips 5.6 4.7 SW -2 450 630 Basement 0.0 kips 6.2 5.1 SW -3 585 819 METALSTUDS Location Sew/Foyer Sew/Work Club Workout Serving Club ClubMork Workout Foyer Bath A A Frontside 'ronUBackmt Backside Backside Left side Left side -eft/Right mc Right side Rightside .eft/Righ(mi( Frontside Frontside Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ none none none none none none none none none none none none Width 46 46 28 35 17 28 36 36 12 6 0 0 Depth 12 12 31 36 39 28 34 34 46 22 0 0 Area(sgft) 528 1430 434 630 331.5 392 1037 612 540 fib 0 0 Force (lb) 920 2493 756 1098 578 683 1808 1067 941 115 0 0 Adj. Force 922 2498 758 1100 587 695 1838 1085 957 117 0 0 %of floor 17% 47% 14% 21% 11% 13% 35% 21% 18% 2% 0% 0% Fir. Diaphragm 0 0 0 0 0 0 0 0 0 0 0 0 Tmnsfered Force: 0 0 0 0 0 0 0 957 0 0 0 0 'orces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 922 2498 758 1100 587 2258 1838 2042 957 117 0 0 Wind (to) 822 2226 676 981 618 731 1934 1141 1007 123 0 0 Adj. Force 824 2231 677 983 628 743 1966 1160 1024 125 0 0 %of total 17% 47% 14% 21% 11% 13% 35% 21% 18% 2% 0% 0% Total Wind 824 2231 677 983 628 743 1966 2184 1024 125 0 0 Shear Wall to 11.67 3.8 8.5 11.25 14.3 30.5 FTW transferred to 10 10 Aspect Ratio leasing/office 1 0.86 1 0.97 1 1 workout right right wrrEr'R 1 1 PSW Adj. Co 42 unit 1 1 1 1 1 1 Leftwall 1 1 Sets Load (plf) clubhouse 214 199 129 52 158 60 42 unit 0 0 Wind Load (plf) calcs 191,2 178.2 115.6 55.9 52.0 64.5 clubhouse 0.0 0.0 Shear Wall SW -1 SIVA SWA SWA GYP SIVA SIN -1 calcs SW -1 SW -1 Uplift %Farce on pier 100% 100% 100% 100% 33% 100% 100% 100% 100% 100% 100% 100% Wall Length (ft) to 11.67 3.8 8.5 3,75 14.3 30.5 FTW transferred to 10 10 Wall Height (ft) 10 11.5 12 11.5 10 14 10 11.5 10 10 10 10 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span(ft) 30 30 28 30 25 4 10 4 10 10 30 30 Wall Load(plf) 200 230 240 230 200 280 200 230 200 200 200 200 Total DL(plf) 255 273 270 273 232.5 166 165 166 165 165 255 255 Seis.Uplift (lbs) 868 1881 329 86 881 0 - - - 0 0 Wind Uplift(Ibs) - 605 1625 169 123 0 0 - 0 0 LSTHO$RJ STHDIORJ LSTH08RJ N/A STHD10 NIA N/A 3 Shear Plan: Eden Apartments Date: 311 Location: Clubhouse Shear Only Seismic Load (lb): 12,042 Wind Load (m): 2.184 Seismic Strength (Ible): Edge Nailing (in o.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Bolt Stress(psi): F. (psi) Stud FS: 5 Seismic: Wind: WORKOUT RIGHT FORCE TRANSFER WALL -59 390 153 186 All Units l blit Unless specified 186 1014 in -59 290 153 8 1 1 7 3 it 0 0 Dead Load Resistance Load $ an Location Well Load 230 Uniform Floor 0 Uniform Roof 4 Uniform Point Load 0 0 Seismic: Wind: !1 WITa7 Shear Wall: SW -1--4' Edge Nailing and 12' Field! Nailing Te -Down: LSTHDM Straps: CS16--Nails to Connect Bolts: ill' Bolts @ 32' O.C. Studs: 2x4 Studs !1 WITa7 Plan: Eden npanmenu Data 3MM17 Location: aabbaoae shearonty LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Reslsting System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine ine MWFRS Loads Enclosed Simple Dlaphram Buildings Risk CategoryII Tube 1.5-1 Wind speed 115 Figura 26.5-1 AE oro Exposure, Category C Seri 26.7 US upper Boor 0.05 US mein Maar 0.05 Roof Height 4.67 Mean roar Height 13.3 Truss Span 56 Roof Slope 2112 Roof Ande(dag) 9.46 St. =0.1644 Lower Truss Span 56 Lower roof Slope 2112 Lower roof Angle(day) 91 Sine=0.1644 Load combination Motor 0.6 (ASCE 7-102.4.1) Upper Pan. Ph 27.6 Table 27.6-1 Upper floor, pe 27.6 Table 275-1 Main Boor, Ph 27.6 Main Boor, Po 27.6 Basement floor. Ph 27.6 Basement War, Po 27.6 Upper Floor (pan Relative positioning Net Pressure 16.6 Wndward 10.3 Left 8.9 Leeward 6.3 Right 6.9 Main Floor (pan Net Pressure 16.6 Windward 10.3 Left 8.9 Leonard 6.3 Right 8.9 Basement Floor(psfl Net Pressure 16.6 Wndward 10.3 Left 8.9 Leeward 6.3 Right 8.9 Roof (P.0 Zone 2ane2 Exposure Mi. Factor 1.No Load Casal 0.0 0.0 Load Case2 0.0 0.0 Lower Roof (par) Load Casal 0.0 0.0 Load Case 0.0 (1.0 Roof Load Roof Height Length Nea(it,) Horizontal Force dus) 4.67 6200 289.3 0 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Langth(fl7 ked (ft) Horizontal Force Qbs) 0.0 62 62 0 0.0. 0.0 Insight) (height) (height) Wall Load Basement 1 tat floor 11 Ind Door 0 flr force(Ibs) fla to. lbs) fl' to.(11mi WMward fit 636.6 682 702.2 0 0.0 Leeward 62 390.2 682 4291.7 0 0.0 2nd Floor Diaphragm Shear Total Shear(lbs) 0 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shsar(bs) 5847 Right Wall Length 0 Left Well Length 0 Basement Diaphragm Shear Total Shear (Ibs) 11807 Right Wall Length 0 Left Well Length 0 Base Wind Shear 12321 Hurricane Ties Factors of Safety Uplift Chan H1 H2.5 Roof per thai -5060 .1.16 -1.19 Law roof per Wsa) - - - Lateral jib.) H1 H2.5 Roof ga, Wss) OA 1101VI01 BOIVNI Low raof(am trues) 0.0 - - 5 Wind (Left and Right Loading) Plan: Eden Apuunenu Zme1 Zones Exposure Date: 3MM17 0.0 0.0 0 Lo ssu m.. ache„ se area, Dnly 0.0 FRONT AND BAC Wind Loading Calculations using Main Windforce42eslsting System (MWFRS) (height) Transverse Direction (height) Lead Case 0.0 Table 27.5-1 Steps to Determine Ml Loads Enclosed Simple Diaphram Buildings Basement Risk Category II Table l5 -i 0.0 2nd floor Wind speed 115 Rgpre36.5-1 AE or h2 force Obs) Exposure Category C Sects, 26.7 Mea l,2) Horloortal Force (the) LB upper floor 1.17 53.00 447.3333333. 0 LB ..in Redo, 1.17 0 0.0 Leeward Roof Height 4.67 309.7 583 3406.8 Mean roof Height 4.3 0.0 2nd Floor Diaphragm Shear Truss Span 56 Roof Slope 2112 a Raaf Mgle hi l 9.46 Side =0.1694 Lower Trus. Span 56 a Lpererfaof Slope 2112 Back Wdll Length Lederer roof Angle 9degl 9.46 Sine=0.1094 Load combination factor 0.6 (ASCE 7-102A.1) lel Floor Diaphragm Shear Upper Mor, p„ 27.0 Table 27.6.1 Upper floor, ped 27.0 Table 27.6-1 4714 Main poor, Ph 27.0 Main led, Pe 27.0 9 Basement floor, Pn 27.0 Beck Wall Length Basement Moor, Pa 27.0 Upper Floor (pso Relative positioning Net Pressure 16.2 Visual 10.3 Leh 0.5 Leewak 5.8 Rem 0.5 Main Floor (Pat) Net Pressure 16.2 Wndeek 10.3 Leh 8.5 Leewak 5.8 Rem 0.5 Basement Floor (psil 0 Net Pressure 16.2 Wndwek 10.3 Left 0.5 10286 Leewak 5.8 Right 0.5 Roof(pso Zme1 Zones Exposure Load Case 0.0 0.0 0 Lead Case 0.0 0.0 Lower Rpof(,at) (height) (height) Lead Case 0.0 0.0 Basement Load Case 0.0 0.0 2nd floor Roof Load h2 force Obs) Roof Helghl Length Mea l,2) Horloortal Force (the) 4.67 53.00 447.3333333. 0 Lower Roof Load 0 0.0 Leeward Laurer Roof Height Upper Length Lower teeth Low Roof Length(tt) Mea (ft) Horironlal Force (lee) 0.0 53 53 0 0 0.0 (height) (height) (height) Wall Load Basement 1 tat floor 11 2nd floor 0 h2 force Obs) ft? force (fibs) ft' forte (fibs) Wndwak 53 547.5 583 6022.0 0 0.0 Leeward 53 309.7 583 3406.8 0 0.0 2nd Floor Diaphragm Shear Total Shear (Ibs) a Front Wall Length a Back Wdll Length 0 lel Floor Diaphragm Shear Total Shear (Ileal 4714 From Wall Length 9 Beck Wall Length 0 Basement Diaphragm Shear Total Shear(lb5) 9857 Front Wall Length 0 Back Wall Length 0 Base Well Shear 10286 Hurricane Ties Facture of Safety UptiR (the) Ht H2.5 Roogcer Vasa) -504.0 .1.16 -1.19 Low her(Per weal Lateral (fibs) Hf H2.5 Roof(eer Wss) 0.0 aDIVIaI a10111101 Low raof(per truss) 0.0 - - 6 Wind (Front and Baa Loading) Plan: Eden Apartments Date: 3/6/2017 Location: Clubhouse Shear Only Schedule Project: Clubhouse Location: FB -51 Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] (3)1.75 IN x 11.876 IN x 24.6 FT(6+8.6+10) 1.9E Microllam -!Level Trus Joist Section Adequate By: 12.4% ��qy page s i1lYork Engineering / York Engineering .4883 Old Highway rd or -;Morgan, Utah 84050 StruCalc Version 10.0.0.9 5/8/2017 12:46:53 PM CAUTIONS • Laminations are to be fullv connected to provide uniform transfer of loads to all members DEFLECTIONS Lgg Center 13W LOADING DIAGRAM Area (Shear): 55.45 in2 62.34 Int Moment of Inertia (deflection): 249.83 Ino Live Load 0.02 IN U4282 0.04 IN U2852 0.09 IN U1343 -17732 ft -Ib 26399 ft -Ib Shear: 10536 lb 118451b Ono Dead Load 0.00 in -0.01 in 0.08 in 2528 Ib 1264 Ib Dead Load 1580 Ib 790 Ib Location Total Load 0.02 IN U3393 0.04 IN U2705 0.17 IN Lf704 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A 0 Q Q Live Load 2479 Ib 6429 Ib 9347 Ib 3538 Ib Dead Load 1217 Ib 3432 Ib 10056 Ib 3751 Ib 2 Total Load 3696 Ib 9861 Ib 19403 Ib 7289 It, 2 Bearing Length 0.94 in 2.50 in 4.93 in 1.85 in BEAM DATA LJe J Center E= Span Length 6 It 8.5 N 10 ft.w = Unbraced Length -Top 0 ft 0 ft 0 ft an------T____s.an ------_---torr- --p Unbraced Length -Bottom 6 ft 8.5 ft 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 DS Center Sieh! MATERIAL PROPERTIES oad 0 pit 0 pit 820 pit 1.9E Microllam - iLevel Trus Joist Load =Self 0 plf 0 plf 913 pit Base Values Adjusted ight 19 plf 19 plf 19 pit Bending Stress: Fb = 2600 psi FU = 2667 psi Load 19 plf 19 plf 1752 pit Cd=1.00 CI=0.00 CF -1.00 Shear Stress: Fv - 285 psi Fv - 285 psi Cd=1.00 Modulus of Elasticity: E - 1900 ksl E'- 1900 ksi Comp. l to Grain: Fc -1= 750 psi Fc -1'= 760 psi Controlling Moment: -17732 ft -Ib Over left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 10536 lb Al left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: 132" Section Modulus: 82.88 in3 123.39 in3 Area (Shear): 55.45 in2 62.34 Int Moment of Inertia (deflection): 249.83 Ino 732.62 In4 Moment: -17732 ft -Ib 26399 ft -Ib Shear: 10536 lb 118451b POINT LOADS Load Number - LEFT QM SPAN TWO Live Load 1264 Ib 2528 Ib Dead Load 790 Ib 1580 Ib Location 0.5 ft 3 ft CENTER SPAN 4 ft Load Number Ono TWO Live Load 2528 Ib 1264 Ib Dead Load 1580 Ib 790 Ib Location 1 ft 4 ft IRAPEZOIDAL LOADS - CENTER SPAN Load Number QL Left Live Load 820 plf Left Dead Load 913 pit Right Live Load 820 pit Right Dead Load 913 pit Load Start 4 ft Load End 8.5 R Load Length 4.5 ft Project: Clubhouse Location: FB -57 OPTION 1 Multi -Loaded Mufti -Span Beam (2015 International Building Code(AISC 14th Ed ASD)] A992.50 W21x62 x 28.5 FT Section Adequate By: 54.9% Controlling Factor: Moment DEFLECTIONS Cents Live Load 0.50 IN L/687 Dead Load 0.36 In Total Load 0.86 IN L/399 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LI240 REACTIONS A @ Live Load 18640 Ib 15205 Ib Dead Load 14200 Ib 10816 Ib Total Load 32840 Ib 28021 Ib Bearing Length 1.12 in 1.12 In BEAM DAT Center Span Length 28.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 28.5 ft W21 x82 - A992-50 Properties: ]2ec'd Provided Moment of Inertia (deflection): Yield Stress: Fy= 50 ksi Modulus of Elasticity: E - 29000 ksi Depth: d - 21 In Web Thickness: tw= 0.41n Flange Width: bf = 8.24 in Flange Thickness: if - 0.62 in Distance to Web Toe of Fillet: k - 1.12 In Moment of Inertia About X -X Axis: Ix = 1330 In4 Section Modulus About X -X Axis: SX = 127 In3 Plastic Section Modulus About X -X Axis: ZX = 144 in3 Design Properties per AISC 14th Edition Steel Manual: Location 11.5 it Flange Buckling Ratio: FBR - 6.7 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 46.9 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 It Limiting Unbraced Length - for lateral -torsional buckling: Lp = 6.25 ft Nominal Flexural Strength w/ safety factor. Mn - 359281 ft -Ib Controlling Equation: F2-1 Web height to thickness ratio: httw = 46.9 Limiting height to thickness ratio for eqn. G2-2: httw-limit = 53.95 Cv Factor: Cv, = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn - 168000 Ib Controlling Moment: 231997 ft -Ib 14.82 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 32841 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: ]2ec'd Provided Moment of Inertia (deflection): 800.54 In4 1330 in4 Moment: 231997 ft -Ib 359281 ft -Ib Shear: 32841 lb 168000 he S page --•s-arIN, York Engineering York Engineering 4883 Old Highway rd or Morgan, Utah 84050 StruCalc Version 10.0.0.9 5/812017 12:46:53 PM UNIFORM LOADS Center SPAN Load Number Uniform Live Load 260 pif 640 pif Uniform Dead Load 163 pif 238 pif Beam Self Weight 62 pif Right Dead Load Total Uniform Load 485 pif 0 it POINT LOADS - CENTER Load End SPAN 23.5 ft Load Number One 11.5 ft TWO Three Live Load 1168 Ib 5165 Ib 3812 Ib Dead Load 730 Ib 3228 Ib 2383 Ib Location 11.5 it 15 It 23.5 ft TRAPEZOIDAL LOADS -CENTER SPAN Load Number One IWQ Left Live Load 640 pif 380 pif Left Dead Load 580 pif 238 pif Right Live Load 640 pif 380 pif Right Dead Load 580 pif 238 pif Load Start 0 it 0 It Load End 11.5 ft 23.5 ft Load Length 11.5 ft 23.5 It Project: Clubhouse Location: FB -57 OPTION 2 Multi -Loaded Multi -Span Beam (2015 International Building Code(AISC 14th Ed ASD)] A992-50 W 18x76 x 28.5 FT Section Adequate By: 65.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.50 IN U687 Dead Load 0.37 in Total Load 0.86 IN U396 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 13 Live Load 18640 Ib 15205 Ib Dead Load 14400 Ib 11016 Ib Total Load 33040 Ib 26221 Ib Bearing Length 1.08 In 1.08 in BEAM DATA Conte Span Length 28.5 it Unbraced Length -Top 0 k Unbraced Length -Bottom 28.5 it F1i 4a-..i*794Ai1_4.1L", ff-MCIPTINIM Properties: Recd Provided Yield Stress: Fy = 50 ksl Modulus of Elasticity: E = 29000 ksi Depth: d = 18.2 In Web Thickness: tw= 0.43 in Flange Width: bf= 11 In Flange Thickness: if = 0.68 In Distance to Web Toe of Fillet: k = 1.08 In Moment of Inertia About X -X Axis: Ix = 1330 in4 Section Modulus About X -X Axis: Sx = 146 In3 Plastic Section Modulus About X -X Axis: ZX = 163 In3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 8.09 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 37.74 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 1t Limiting Unbraced Length - for lateral -torsional buckling: Lp = 9.22 it Nominal Flexural Strength w/ safely factor: Mn- 406687 ft -Ib Controlling Equation: F2-1 Web height to thickness ratio: hftw = 37.74 Limiting height to thickness ratio for eqn. G2-2: hliw-limit = 53.95 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 154700 Ib Controlling Moment: 233417 ft -Ib 14.82 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 33040 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Recd Provided Moment of Inertia (deflection): 805.57 in4 1330 in4 Moment: 233417 ft -Ib 406687 ft -Ib Shear: 33040 lb 164700 lb 1tr%� �i page "R York Engineering / York Engineering 4883 Old Highway rd m Morgan, Utah 84050 StruCalc Version 10.0.0.9 5/8/2017 12:46:54 PM UNIFORM LOADS Center SPAN Uniform Live Load 260 plf Two Uniform Dead Load 163 pif 380 pif Beam Self Weight 76 plf 238 pif Total Uniform Load 499 plf 380 pif POINT LOADS - CENTER SPAN 238 pif Load Number QDg jwq Three Live Load 1168 Ib 5165 Ib 3812 Ib Dead Load 730 Ib 3228 Ib 2383 Ib Location 11.5 ft 15 ft 23.5 it TRAPEZOIDAL LOADS -CENTER SPAN Load Number QOg Two Left Live Load 640 pif 380 pif Left Dead Load 580 pif 238 pif Right Live Load 640 pif 380 pif Right Dead Load 580 plf 238 pif Load Start 0 ft 0 it Load End 11.5 ft 23.5 it Load Length 11.5 it 23.5 ft Project: Clubhouse Location: FB -57 OPTION 3 Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)j A992-50 W24x55 x 28.5 FT Section Adequate By: 44.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.49 IN L/697 Dead Load 0.35 In Total Load 0.84 IN U406 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A H Live Load 18640 Ib 15205 Ib Dead Load 14100 Ib 10717 Ib Total Load 32740 Ib 25922 Ib Bearing Length 1.01 In 1.01 in BEAM DATA Center Span Length 28.5 It Unbraced Length -Top 0 ft Unbraced Length -Bottom 28.5 It W24x55 - A992-50 Properties: Recd Provided Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 23.6 in Web Thickness: tw = 0.4 in Flange Width: bf = 7.01 in Flange Thickness: if = 0.51 in Distance to Web Toe of Fillet: k = 1.01 in Moment of Inertia About X -X Axis: Ix = 1350 In4 Section Modulus About X -X Axis: Sx = 114 in3 Plastic Section Modulus About X -X Axis: ZX = 134 In3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 8.94 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 54.63 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 4.73 ft Nominal Flexural Strength w/ safety factor: Mn- 334331 ft -Ib Controlling Equation: F2-1 Web height to thickness ratio: httw = 54.63 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor: CV= 1 Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 167461 Ib Controlling Moment: 231288 ft -Ib 14.82 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 32741 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on spans Comparisons with required sections: Recd Provided Moment of Inertia (deflection): 798.03 in4 1350 in4 Moment: 231288 ft -Ib 334331 ft -Ib Shear: 32741 Ib 167461 Ib Lot -` York Engineering York Engineering 4883 Old Highway rd ij�»yk;�:.� ' Morgan, Utah 84050 StruCalc Version 10.0.0.9 5/8/2017 12:46:54 PM UNIFORM LOADS Center -CENTER QM SPAN in Uniform Live Load 260 plf 380 pif Uniform Dead Load 163 plf 238 pB Beam Self Weight 55 pif 380 pif Total Uniform Load 478 plf 238 pif Load Start 0 ft 0 ft POINT LOADS - CENTER Load Number Q= SPAN I1yg Three Live Load 1168 Ib 5165 Ib 3812 Ib Dead Load 730 Ib 3228 Ib 2383 ib Location 11.5 It 15 ft 23.5 It TRAPEZOIDAL LOADS Load Number -CENTER QM SPAN in Left Live Load 640 pif 380 pif Left Dead Load 580 pif 238 pB Right Live Load 640 pif 380 pif Right Dead Load 580 pif 238 pif Load Start 0 ft 0 ft Load End 11.5 It 23.5 it Load Length 11.5 It 23.5 it Project: Clubhouse Location: FB -58 Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] (3) 1.751N x 16.O IN x 17.25 FT(5.8+11.6) 1.9E Microllam - ILevel Trus Joist Section Adequate By: 19.2% Controllinq Factor: Shear LZ r York EngineeringYork Engineering b 4883 Old Highway rd 'Morgan, Utah 84050 StruCalc Version 10.0.0.9 5/8/1017 12:46:55 PM transfer of loads to all members DEFLECTIONS W Center LOADING DIAGRAM 224 in3 Area (Shear): 70.45 int 84 In2 Live Load -0.01 IN U6073 0.06 IN L/2341 335.98 in4 1792 in4 Moment: -21490 ft -Ib 45531 ft -Ib Dead Load -0.01 in 0.05 in 13386 lb 15960 lb Right Dead Load SPAN Load Number One Total Load -0.02 IN L/3919 0.11 IN U1280 Three Live Load 1453 Ib 2469 Ib 1588 Ib Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 623 Ib 1543 Ib 992 Ib Location 1.5 ft REACTIONS A a rd 7.5 ft 100 pif Left Dead Load 718 pif 63 pif Live Load 2708 Ib 10910 Ib 2529 Ib 668 pif 100 pif Right Dead Load t 63 pif Dead Load 660 Ib 8563 Ib 2123 Ib t 7.5 ft Load End 7.5 ft 11.5 It Total Load 3268 Ib 19473 Ib 4652 Ib 6 ft 4 It a Uplift (1.5 F.S) -1462 Ib 0 Ib 0 Ib Bearing Length 0.83 in 4.95 in 1.18 in 7777 BEAM DATA Ld Center Span Length 5.75 ft 11.5 ft 5.76 ft tt.4rt----- - - Unbraced Length -Top O ft O ft C Unbraced Length -Bottom 5.75 It 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Uniform Live Load 0 pif 0 pif MATERIAL PROPERTIES Uniform Dead Load 0 pif 0 plf 1.9E Microllam - !Level Trus Joist Beam Self Weight 26 pif 26 plf Base Values Adiusted Total Uniform Load 26 pif 26 pif Bending Stress: Fb - 2600 psi Fb - 2439 psi Cd=1.00 C1=0.00 CF=0.96 Shear Stress: Fv - 285 pal FV = 285 psi Cd- 1.00 Modulus of Elasticity: E = 1900 ksi E'= 1900 ksi Comp.-Lto Grain: Fc --L= 750 psi Fc - -L'= 750 psi Controlling Moment: -21490 ft -Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 13386 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Section Modulus: 105.72 in3 224 in3 Area (Shear): 70.45 int 84 In2 Moment of Inertia (deflection): 335.98 in4 1792 in4 Moment: -21490 ft -Ib 45531 ft -Ib Shear: 13386 lb 15960 lb POINT LOADS Load Number - LEFT QU SPAN Ii Load Number Live Load 1453 Ib 1338 Ib 668 plf Dead Load 623 Ib 836 Ib Location CENTER 2.25 ft 2.25 ft Right Dead Load SPAN Load Number One Im Three Live Load 1453 Ib 2469 Ib 1588 Ib Dead Load 623 Ib 1543 Ib 992 Ib Location 1.5 ft 1.5 ft 7.5 ft TRAPEZOIDAL LOADS - LEFT SPAN Load Number One_ Left Live Load 668 plf Left Dead Load 718 plf Right Live Load 668 plf Right Dead Load 718 pif Load Start 0 ft Load End 2.25 it Load Length 2.25 it CENTER SPAN Load Number One TWO Left Live Load 668 plf 100 pif Left Dead Load 718 pif 63 pif Right Live Load 668 pif 100 pif Right Dead Load 718 pif 63 pif Load Start 1.5 ft 7.5 ft Load End 7.5 ft 11.5 It Load Length 6 ft 4 It