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STRUCTURAL CALCS - 17-00120 - 555 W Mikan Dr - Eden Apartments Bldg 1 - 30 Units
York IEngin�ering Structural Design (801)876-3501 Structural Calculations Mesa Falls Apartments 30 Unit Building Prepared For: Kartchner Commercial Builders Idaho 5/8/2017 5/8/2017 STRUCTURAL CALCULATIONS For: Kartchner Commercial Builders Plan #: Mesa Falls Apartments Location: 30 Unit Building From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (fc' ): 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 tic 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: Mesa Falls Apartments Date: 2/24/2017 Location: 30 Unit Building LOCATION FIB Exterior LIR Exterior FIB Mid FIB Mid 1 bed FIB Mid 1 bed w/ roof UR Corr "A" LIR 2 Bed AIA FS: 2.21 FS: 1.81 FS: 1.63 FS: 3.67 FS: 1.48 FS: 1.46 FS: 1.69 SOIL SPECS Density c 125 125 125 125 125 125 125 Boil Pressure (psq 2500 2500 2500 2500 2500 2500 2500 Weight(k/Ift) 0.04 0.04 0.04 0.04 0.04 0.04 0.04 BUILDING LOADS Roof Span (fl) 30 13 57 0 67 4 4 Floor Span (fl) 8 34 8 8 8 58 46 Wall Height (ft) 30 30 30 30 30 30 30 Suspended Slab Span 11 0 0 0 0 0 0 0 Total Load (k/Ift) 1.61 2.03 2.29 0.86 2.54 2.59 2.20 FOOTING SPECS Footing Width in 20 20 20 20 20 20 20 Footing Width (ft) 1.67 1.67 1.67 1.67 1.67 1.67 1.67 Footing Height (fl) 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 Wall Thickness (in) 8 8 8 8 8 8 8 Weight(k/Ifl) 0.07 0.07 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 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 2.47 Soil Load (ksf) 1.13 1.38 1.54 0.68 1.69 1.72 1.48 FOOTING SELECTION F-20 F-20 F-20 F-20 F-20 F-20 F-20 Footings Plan: Mesa Falls Apartments Date: 2/24/2017 Location: 30 Unit Building LOCATION L/R 1 Bed Int. -/R 1 Bed "C" Int LIR 2Bed "A" Int. Front LIR 2Bed "A" Int. Back FS: 1.71 FS: 2.87 FS: 1.81 FS: 1.41 SOIL SPECS Density (pcf) 125 125 125 125 Soil Pressure psf 2500 2500 2500 2500 Weight (k/Ift) 0.04 0.04 0.04 0.04 BUILDING LOADS Roof Span (ft) 0 0 0 0 Floor Span (ft) 48 30 44 64 Wall Height (ft) 30 10 30 30 Suspended Slab Span (ft) 0 0 0 0 Total Load (k/Ift) 2.16 1.18 2.03 2.68 FOOTING SPECS Footing Width in 20 20 20 20 Footing Width (ft) 1.67 1.67 1.67 1.67 Footing Height (ft) 0.83 0.83 0.83 0.83 FOUNDATION Height Above Grade (in) 8 8 8 8 Wall Thickness (in) 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 Strength (psi) 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.44 1.45 2.31 2.96 Soil Load (ksf) 1.46 0.87 1.38 1.77 FOOTING SELECTION F-20 F-20 F-20 F-20 Footings Plan: Mesa Falls ApaNnents Date: 2R4Y2017 Loatlon: 30 Unh Bultdi� Roof Live Load (def): Reef CGMLoed IMI) Floof LFre Load (ad): Fl. Dead Lead (pa¢ Emnor wan Dead Load (dsq: Inter, Wall Dead Load (1,I) Suepended Slab Dead Load IF Roof Slode CU12F Roof Pitch(6): site Class: Fa: R: Ss: Sud: Soe: Ce: Redundanty Facto, p: MSD Load Combination Factor. Baa. Shear Farce N: Floor 1 Lateral Fora B: Floor 2 Lateal Farce N: Roof Lateral Force lb: 134.64 65.45 — 15 7 19,868 36,016 229,884 Fbor2 13464 65 9 25 218,586 72,032 290.618 Seismic SEISMIC FORCE DISTRIBUTION Hr ib) We(kip) Haa Wa %Force Total Shear (kip) Fa Vs Roof Fbor2 Flori 40.83 18.00 9.00 229.88 290.62 305.67 9,387 47% 23.09 7,847 39% 42.40 2,751 14% 49.16 2309 19.30 6.77 23.09 42.40 49.16 TOTALS 0.00 826.17 19,985 49,163 49.16 Seismic Plan: Mesa Falls Apartments Data: 2/24/2017 Location: 30 Unit Building Shear Wall Allowable Loads (pin seismic (kips) Wind (kips) seismic wind lots l lawright fmrUleeck 2nd Floor 23.1 kips 23.9 9.6 SW-1 350 490 1 sl Floor 19.3 kips 25.9 10.8 SW-2 450 630 B9aement 6.8 kips 24.1 10.1 SW-3 505 819 Location (L)Mech (L)1 Red 'A' (L)Corr 'A' (L)28'A'Len Mi 28 W Mid 26'A's'AR 1L)i e'AR'Nis 1L)18'Iii- lipm (R)Corr 'A' (R)1 Bad -A-R' (R)Mech (L)1 Bad 'C' Front side Front side Front side Front aide Front aide Front side Front side Front side Front to. Front aide Front aloe Back aide Floc 2 2 2 2 2 2 2 2 2 2 2 2 Ueea up cal none none none nonen none none none none n5e none WEds 5 25 9 11.5 10.5 21 10.5 11.5 9 25e 34.5 Depth 30 68 70.5 50 58 58 58 58 70.5 fib 30 69 Area (sqh) 150 850 317.25 333.5 304.5 609 304.5 333.5 317.25 850 150 1190.25 F. (lb) 393 2227 031 874 790 1596 798 874 831 2227 393 3119 Ad(. Force 394 2234 834 877 800 1601 800 877 834 2234 394 3129 %of floor 2% 10% 4% 4% 3% 7% 3% 4% 4% 10% 2% 14% Fir. Diaphragm 190 1015 401 422 385 770 385 422 401 1075 190 1505 Transferred Forces 0 417 0 417 0 0 0 417 0 417 0 0 orces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 394 2651 834 1294 800 1601 800 1294 834 2651 304 3129 Wind (lb) 163 926 346 363 332 883 332 363 Us 926 163 1296 Ad(. Fats 164 929 347 364 333 665 333 364 347 929 164 1300 %of total 2% 10% 4% 4% 3% 7% 3% 4% 4% 40% 2% 14% Total Wind 164 1102 347 530 333 885 333 538 347 1102 164 1300 Sheer Wall 5 14 transferred 4.8 5.5 ft. 5.5 4.8 transferred 14 5 28.25 Aspect Ratio 1 0.97 (L)1 Bed 'A' 1 0.84 2-window 0.84 1 (R12s.RIpM11 0.97 1 1 PSW Mi, C, 1 0.72 102e'A'2m 1 0.04 0.84 1 (R)1 Bed 'AA' 0.72 1 0.83 Sets Load (pit) 79 189 269 146 146 269 189 79 111 Wind Load (pit) 328 78.7 112.0 60.5 80.5 112.0 78.7 32.8 46.0 Sheer Wall SW-1 SW4 SW-1 SWA SW-1 SW4 SW4 SW-1 SW-0 St Uplift % Forte on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length ift) 5 25 "nstened 4.8 10.5 Rw 10.5 4.8 Ransfened 25 5 34.5 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Spent (ft) 4 26 0 34 29 34 29 34 0 26 4 44 Wall Lead(pX) 180 180 180 180 ISO 180 IN 180 180 180 180 180 Total DL (p) 126 225 100 261 238.5 261 238.5 261 IN 225 126 306 Seta.UpliR(lba) 395 0 - 1799 0 - 0 1799 - 0 395 0 Wind Uplift(Ibs) 0 0 - 382 0 0 382 - 0 0 0 NIA NIA MST37 NIA NIA NIA MST37 NIA NIA NIA 7 Shear Plan: Mesa Falls Apartments 100% 100% 400% 100% 100% 10% 100% 100% 100% 100% Date: 212412017 100% Wall Length(it) 5 25 bansrened 4.8 10.5 fid, 10.5 4.8 Location: 30 Unit Building 25 5 34.5 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 Shear Wall Allowable Loads (pig 9 Floor Span (ft) 2 2 2 2 Seismic (kips) Wind(klpa) 2 2 seismic wind 2 2 Roof Sam offt 4 26 0 Who 1eft41ght franttlack, 29 34 0 26 4 44 Wall Lead (pig 380 2nd Floor 23.1 kips 23.9 9.8 SW -1 350 490 380 380 380 380 Total DL (ph) 1stFWr 19.3 kips 25.9 10.8 Si 450 630 396 243 360 251 441 Basement 6.8 kips 24.1 10.1 SW -3 585 019 0 3554 - 0 673 Location (L)Mach (L)1 Bed (L)Corr 'A' Rt 2 B'A'Left 0125W Mm 2B'A•a'A-R' 012 B•AR•Mid 01201 Right (R)Cam 'A' (R)1 Bed -A-R' (R)Mach (L)1 Bed -C' 0 Front aide Frontaide Front aide Front side Front slide Frani side Front side Front side Front side Front she Front side Backside Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines Bpw7 secondfloor second floor none second floorra s ecfloor second floor sand war second floor none second floor second floor eond cooes s nd fltlth Width 5 25 9 11.5 10.5 21 10.5 11.5 9 5 34.5 Di 30 68 70.5 58 58 513 58 58 20.5 fib 30 69 Area haft) 150 850 312.25 333.5 304.5 609 304.5 333.5 317.25 850 950 1190.25 Force Ob) 329 1862 695 731 667 1334 662 731 695 1862 329 2602 Adj. Forces 330 1868 697 733 869 1338 669 733 697 1888 330 2615 to of floor 2% 10% 4% 4% 3% 7% 3% 4% 4% 10% 2% 14% Fir. Dlaphri 159 899 0 353 322 SIM 322 353 0 899 159 1258 Transfered Force: 0 349 0 349 0 0 0 349 0 349 0 0 armee from Upper 394 2651 0 1294 800 1301 800 1294 0 2651 Wal 3129 Total seismic 736 4937 697 2402 1485 2888 1495 2402 692 4931 736 5842 Wind ito 185 1046 391 411 375 750 375 411 391 1048 185 1465 Adj. Face 185 1050 392 412 326 752 376 412 392 1050 11 1470 %oftotal 2% 10% 4% 4% 3% 7% 3% 4% 4% 10% 2% 14% Total Wind 349 2342 392 1145 709 1417 709 1145 392 2347 349 2770 Shear Wall 5 14 transferred 4.8 5.5 itw 6.5 4.8 maintained 14 5 28.25 Aspect Ratio 1 0.97 (L)1 Bed 'K 1 0.04 2-wtndow(2) 0.84 1 (R)20'MR'Right 0.97 1 1 PSW Adj. Ce 1 0.72 0128•F bR 1 0.84 0.8411 1 (R) 1 Bad'1 0.72 1 0.83 Sets Load (pill 142 353 272 272 F`-1 353 142 207 Wird Load (pig 69.8 167.7 238.6 1282 128.8 238.6 167.7 69.8 98.1 Shear Wall SW -1 SWd Si $W.2 SW -2 SW -2 SWO Still SW -0 SWA %Force on pier 100% 100% 400% 100% 100% 10% 100% 100% 100% 100% 100% 100% Wall Length(it) 5 25 bansrened 4.8 10.5 fid, 10.5 4.8 trensfened 25 5 34.5 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 2 2 2 2 2 2 2 2 2 2 2 2 Roof Sam offt 4 26 0 34 29 b 29 34 0 26 4 44 Wall Lead (pig 380 380 380 380 38o 380 380 380 380 380 380 380 Total DL (ph) 261 360 243 396 3735 396 3735 396 243 360 251 441 Seis.Uplift(lbs) 673 0 - 3554 0 - 0 3554 - 0 673 0 Wind Uplift(Ibs) 0 0 - 1197 0 - 0 1197 - 0 0 0 =6X421' NIA MST48 NIA NIA MST48 NIA CS16X42' NIA 8 Shear (2) Plan: Mesa Falls Apartments Data: 212 412 01 7 Location: 30 Unit Building Shear (3) Shear Well Allowable Loads (pin Seismic (kips) Wind (kips) seismic vend total IeNnght fron0badc 2nd Floor 23.1 kips 23.9 9.6 SW -1 350 493 tat Fluor 19.3 kips 25.9 10.8 SW -2 450 630 Basement 6.8 kips 24.1 10.1 SW3 585 819 Location (L)Mach (L)1 Bed'A' (L)Corr 'A' O128'A'Le0 R129•A'Yla 26'N4'A4V I1426'AA'PI4 hulO WI'meat (R)Com'A' (R)1Bed'A-R' (R)Such (L)1 Bed 'C' Front aide From aide From We Ffcnt side Front side Front side Front side From side Front We Front side Front side Backside Floor 0 0 0 0 0 0 0 0 0 0 0 0 Lines up cal both Moors both floors boor floors both floors both floors both Boors both Moors hi floors both lure both floors both Boors bulb doors Width 5 25 9 11.5 10.5 21 10.5 11.5 9 25 5 34.5 Depth 30 68 70.5 58 58 58 50 58 20.5 60 30 69 Area turn 150 850 317.25 333.5 304.5 609 304.5 333.5 317.25 850 150 1190.25 Force (Ib) 115 653 244 256 234 468 234 256 244 653 115 914 Ad). Farce 115 653 244 256 234 468 234 258 244 653 115 914 %of floor 2% 10% 4% 4% 3% 7% 3% 4% 4% 10% 2% 14% Fir. Dlapisagm 55 314 117 123 113 225 113 123 117 314 55 440 Tronsfered Face, 0 122 0 122 0 0 0 122 0 122 0 0 ones from Upper 736 4937 0 2402 1495 2989 1495 2402 0 4937 736 5842 Tmal Seiamio 852 5713 244 2781 1729 3157 1729 2781 2" 5713 052 6757 Wind!hb) 171 971 362 381 348 696 348 381 362 971 171 1359 Adz. Force 171 971 362 381 348 696 348 381 362 971 171 1359 %of total 2% 10% 4% 4% 3% 7% 3% 4% 4% 10% 2% 14% Total Wird 526 3533 362 1721 1088 2137 1068 1721 362 3533 526 4177 Shear Wall 5 14 transferred 4.8 5.5 Ihv 5.5 4.8 Denatured 14 5 24 Aspect, Radio 1 0.97 (L)I Bed 1 0.84 2nrdaw(3) 0.84 1 (s)2 a'A,R'slant 0.97 1 1 PSW Atli, Ca 1 0.72 ry11e'A 1.1 1 0.84 0.84 1 (R)1 Bed -A-R' 0.72 1 0.81 Sets Load (Pin 170 Boom= 314 314 ..408 „.,:;, 170 282 Wind Load (pll) 105.3 252.4 358.5 1948 1943 358.5 252.4 105.3 174.0 Shear Wall SW -I SWJ SW -3 SW -2 SW -2 SW -2 SW -3 SWJ SW -1 SW -I UPIM %Farce on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Lengih gin 5 25 transferred 4.8 10.5 Tv 10.5 4.8 transferred 25 5 34.5 Wall Height (fl) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (fl) 4 4 4 4 4 4 4 4 4 4 4 4 Roof Span(In 4 26 0 34 29 3a 29 34 0 26 4 44 Wall Load (pin 580 580 580 580 580 580 580 580 580 580 580 580 Total DL (pin 396 495 378 531 M85 531 508.5 531 378 495 396 576 Seis.Uplifl(lbs) 543 0 - 3940 0 - 0 3940 - 0 543 0 Wind Uplift (lbs) 0 0 1952 0 - 0 1952 - 0 0 0 LSTHDB NIA S j' H175 NIA NIA NIA HTT5 NIA i NIA Shear (3) P., M¢a¢F¢M Ppe Nn¢nla om¢: va<rzpn lrcatlm'. SII IInP BuiYJlnp $¢bmks.nal Ete.11.(In o.c) FI¢M Nagy Qn O<.� Sall F$ .rci F8 ASPECT RATA L¢PAspadaa- Cana Aap laa. F's Rl all FS: 9 B W6'AA '3rd Fl - 2-MNDM FORCE TRANSFER WALL N 196 18 ,ad bpi_ ,aC All VnIA 1111: 1—:11111,11 1. An Vnns"I uvlu:a 014 0A 50 196 19 .r1§} ......:: t 6 2.6 zs 5 6 t $a—a0 WrOE: 0 10 2-WlnCow FTW Sell 0 10 2-WlnCow FTW Fee Mess Fe19 Ap6erwals Rme'. En4non Lrcaam:]0 uea... seivrve sw,.(NMI FApe NAled Nn ex.) F.WN Will din p,p� WedF. Wed F8 ASPECTRAM Left Pepea Rab: RgM NFOG Rab: 3 B' W' 8'AA'Ind Flw! 2 -WINDOW FORCE SFER WALL 2-W11A0w FTN (3) r ]]P "1 Gild¢ 0111 -1 ass.pan109 213 5151e N l V ials I'll .111— 27YI 9t51p ' 94 39 366 5 J) 6 ]66 84 2-W11A0w FTN (3) r 1. 10 Eeae a 310.0, 'del Lew 0 0 2-W11A0w FTN (3) r Rene 10 Eeae a 310.0, 2-W11A0w FTN (3) PHn: Me. Fele al adeal Location: m Unit Bukng Seit Saudi SuAl Eade fle",)In oc) Field NoIn (in o.[) Selamd FS Wlna IS ASPECTRATIS ... AiddedCal Canlnl Al Ratio: ISSMAapaNRtlb'. saess(pary F, (Pat Stud FS: I B'A' 8'11.1 Flom 24146 OW FORCE TRANSFER WALL Sbm Wall: IY B -"I -Eapa Nati]Av Fred Neilvq T'a�Wan', CS,E% 109 C3,8—Naikb ed Eco: IQ'Feli 3YO.C. Studs : .sue Iaa 423 423 Lead It Location Sbm Wall: IY B -"I -Eapa Nati]Av Fred Neilvq T'a�Wan', CS,E% Stop.: C3,8—Naikb ed Eco: IQ'Feli 3YO.C. Studs : .sue 42 2-WRmwrnv(3) Plan: Mesa IAcanments Data 2Q45011 Lshouti :30 Unit Bu in9 LEFT AND RIGHT Wind Loading Calculations urging Main WlndforceReslsting System(MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category IITable Lsd Wind .,,,dNS Figure 28.51 A -B or Exposure Category C Section 26.1 DSupperftoor 0.50 LB main III e.5o Raaf Height 9.67 Mean roof Height 40.8 True. Span 58 Root Slope 4/12 Roaf Angle(tll 10.40 Sine= 0.3156 Lower Truss Spun 58 Lower not Slope 4112 Laver self Mile (dl) 18.40 also =0.3156 Load combination factor 0.6 (ASCE]-102.4.1) Upper flom,pn MA Table 21.6-1 Upper flow. pe 30.0 Table 21.6-1 Mean Odor, pe 30.0 Mean floor, pe 29.5 Basement floor, ps 29.5 Basement float, pe 28.3 Upper Floor Deal Relative positioning Net Pressure 16.1 W4otlwartl 11.2 Let 9.9 Laward 6.9 Right 9.9 Main Floor (par) Net Pressure 11.8 WineaA 11.0 Left 9.1 LeeweM 6.8 Right 9] Basement Floor (psfl Net Pressure 17.3 wndwam 10.6 Left 9.6 Leewmd 6.1 Right 9.6 Roof (part goal Zone 2 Exposure Adj. Factor 1X00 Load Case 1 -15.5 -12.5 Load Case 2 6.4 5.5 Lower Roof (part Load Cant -13.1 Al.) Load Q.2 5.4 80 Roof Load Roof Heigh Lei Mea Ili) Holoontal Force g i 9.61 144.00 1000.0 10840 Lower Roof Load Low Roof Height Upper Length Lower torgth Low Roof Lengthi Area(fl) H atronlal Force (the) 9.1 144 144 0 0.0 0.0 (height) (height) (height) Wall Load Basement 9 lst poor 10 2nd floor 10 its brce(the) ft' to. (be) fle fares 96a) WMward 1296 13151.6 1440 15859.9 1440 16101.0 LeewaN Ing 8722.8 1440 9839.8 1440 9981.5 2nd Floor Diaphragm Shear Total Shear 96a) 23804 Rigid Wall Length 0 Left wall Length 0 tat Floor Diaphragm Shear Total Sheer ging 49118 Right Wall Length 0 Left Well Length 0 Basement Diaphragm Shear Total Shaer 111 13868 Right Well Length 0 Left Wall Length 0 Base Wind Shear 85109 Hurricane Ties Factors of Safety Uplift (Ibis) Ht H2.5 Roof gics, truss) 288.6 2.03 2.08 Low mof(par Was) - - - "total (IN) H1 H2.5 Roof (It buss) 1.2 638.15 333.30 Law roof(par busal 0.0 - - 13 Wind (Left and Right Loading) Plan: Masa Fara Apartments Date: 2ci Location. 30 unit 0u9Jne FRONT AND BAC Wind Loading Calculations using Main WlndforceAesisting Strait (MWFRS) Transverse Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Dlaphr mn Buildings Risk Category II Table l.5-1 Wind speed 115 Figure 26.11 AA o1C Exposure Cale a C SecUen 26.7 LAB upper floor 2.00 im; main floor 2.00 Roof Height 9.67 Mean car Height 41.0 Truss Span 58 Roof Slope 4112 Roof Ani (deg) 18.40 Sine=0.3156 Lower Truss Span 58 Lowermof Slope 4112 Lower roof M9le(de,1 10.40 Sins 0.3156 Load wmbinalim factor 0.6 (ASCE 7-102.4.1) Upper hear. ph 26.3 Table 27.6.1 Upper raw, pe 25.8 Table 27.6-1 Main floor, ph 25.8 Main floor, Po 25.3 Basement Saar, Ph 25.3 Basement now, Pe 24.3 Upper Floor ("fl Relaeve positioning Net Pressure 15.6 Windward 11.4 Lee 10.1 Leeward 4.3 Right 10.1 Main Floor (pat) Net Pressure 15.4 Wndward 112 Left 9.9 Leeward 4.2 Right 9.9 Basement Floor(pefl Net Pressure 14.9 Windward 10.8 Left 9.7 Leeward 4.1 Right 9.7 Roof(psli Zanet Zone Exposure Adj. Famor 1.000 Load Case 1 -15.6 -12.5 Load Case 5.4 5.5 Lower Roof (pi Load Case 1 -13.7 -11.0 Load Case 5.4 5.0 Roof Load Roof Height Length Mae (T)trombonist Forest ba) 9.67 70.00 378.6668667 4123 Lower Roof Load Lower Root Height Upper Length Lowerlength Low Ronf Lengih(M1) Area(d°) Herimnlal Force pbs) 9.7 70 70 a 0 0.0 (height) height) (begin) Wall Load Basement 9 1st Door 10 2nd floor 10 it, knigba) fle fores(his) Se force (Ing Wri 630 6796.0 700 7817.0 700 7965.1 Leeward 630 25865 700 2920.7 700 2983.6 2nd Floor Diaphragm Shear TOMI Shear fibs) 9597 Front Wall Lenge 0 Back Wall Length o let Floor Diaphragm Shear Total Shaergbs) 20444 Front Wall Length 0 Back Well Length 0 Basement Diaphragm Shear Total Shear(Ibs) 30509 Front Well Length 0 Beek Wall Length o Base Wind Shear 35200 Hurricane Ties Factors of Safety Uplift (IW) Ht H2B poor(per Waa) 292A 2.00 2.06 Low rigoer Suss) - - - Lateral (lbs) H1 H2.5 Reof(111 ss) Na 13.33 6.96 Low mi per mi 0.0 - - 14 Wind (Front and Beck Loading D Plan: Masa Falls Apartments Date: 2248017 Location: 30 Unit Building Mon4rd 165 1 BED'A' JOIST SPECIFICATION Truss Joists hbrnam: 1.82 1BED'B' Truss Joists r" ani'. 1.11 1BED 'C' Truss Joists Moment 1.97 2BED 'A(1) Truss Joists 25 2BEO'A(2) Truss Joists Joist Type: Tit Tit TJI - TJI Till Joist Sense: 210. 210 210 210 210 Joist Depth (ft): 11,88 11.88 11.88 11.88 11.38 Joist Span (ft): 13 12.5 16 12 16.5 Joist Spacing On): 19.2 19.2 19.2 19.2 16 LOAD PARAMETERS Floor Dead Load 25 25 25 25 25 Floor LNe Load 40 40 40 40 40 Total Floor Load 65 65 65 65 65 SIMPLE SPAN JOIST Duration Increases 1 1 1 1 1 Joist Weight(PN) 2.8 2.8 2.8 2.8 2.8 Joist Loading(plt) iW 107 107 iW 89 Max Reaction (Ib) 694 668 854 641 738 Max Moment (ft -Ii 2256 2086 3418 1922 3045 JOIST DETERMINATION Max Moment 100%(ft-Ib) 3795 3795 3795 3795 3795 Moment FS 1.68 1.82 1.11 1.97 1.25 Max Shear 100%(Ib) 1655 1655 1655 1655 1655 Shear FS 2.38 2A8 1.94 2.58 2.24 Bean, Required (in) 2.00 2.00 2.0 2.00 2.00 Live Load Deflection Limit 360 360 360 360 360 Live Land 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 Deflection FS 2.00 3.11 1.59 3.46 1.75 Total Load De0ectbn Limit 240 240 240 240 240 Total Load Deflo ion (in) 0.26 0.22 0.56 0.19 0.53 Allowable Total Lead De0eUim (in) 0.65 0.63 0.80 0.60 0.83 TL Deflection FS 2.52 2.79 1A3 3.11 1.56 13/4' Allowable Reaction (Ib) 105 1005 1005 1005 1005 3112' Allowable Reaction (to) 1460 1460 1460 1460 1460 15 Joists Plan: Mesa Falls Apartments Date: 2/24/2017 Location: 30 Unit Building 16 Schedule Beam Page 1 Beam Page 2 Beam Page 3 RB -1 Sawn (3) 2X10's DF #2 RB -11 LVL (2) 9 1/2" 2.0E 2600 Fb FB -1 Sawn (2) 2X10' DF #2 RB -2 LVL (2) 7 1/4" 2.0E 2600 Fb RB -12 Sawn (2) 2X8's DF #2 FB -2 Sawn (2) 2X6's DF #2 RB -3 Sawn (3) 2X10's DF #2 2.0E 2600 Fb FB -3 Sawn (2) 2X10' DF #2 RB -4 Sawn (2) 2X10's DF #2 FB -23 Sawn (2) 2X6's DF #2 FB -4 Sawn (2) 2X8's DF #2 RB -5 Sawn (2) 2X6's DF #2 FB -16 FB -5 Sawn (2) 2X10' DF #2 RB -7 LVL (2) 7 1/4" 2.0E 2600 Fb LVL (2) 11 7/8" FB -6 Sawn (2) 2X10' DF #2 RB -8 Sawn (2) 2X8's DF #2 FB -7 Sawn (3) 2X10' DF #2 RB -9 Sawn (3) 2X1 O's DF #2 FB -8 LVL (2) 11 7/8" 2.0E 2600 Fb RB -10 LVL (2) 9 1/2" 2.0E 2600 Fb FB -9 LVL (2) 11 7/8" 2.0E 2600 Fb FB -10 Sawn (2) 2X6's DF #2 16 Schedule Beam Page 4 Beam Page 5 FB -11 GLB 5 1/8" x 18" 24F -V4 FB -19 LVL (2) 11 1/4" 2.0E 2600 Fb FB -11 Steel W10x26 Gr 50 FB -20 LVL (3) 11 1/4" 2.0E 2600 Fb FB -12 LVL (1) 11 7/8" 2.0E 2600 Fb FB -21 LVL (2) 11 1/4" 2.0E 2600 Fb FB -13 LVL (2) 11 7/8" 2.0E 2600 Fb FB -22 LVL (1) 11 7/8" 2.0E 2600 Fb FB -14 LVL (2) 11 7/8" 2.0E 2600 Fb FB -23 Sawn (2) 2X6's DF #2 FB -15 Sawn (2) 2X8's DF #2 FB -24 LVL (2) 7 1/4" 2.0E 2600 Fb FB -16 LVL (2) 11 1/4" 2.0E 2600 Fb FB -25 LVL (1) 117/8" 2.0E 2600 Fb FBA 7 LVL (2) 11 7/8" 2.0E 2600 Fb FB -26 LVL (2) 18" 2.0E 2600 Fb FB -27 Sawn (2) 2X10' DF #2 16 Schedule Phn: Mesa Falls Ap ermenle Date: 2442017 Lh atmm N UM Builtling S.(3)Sale'. LVL(2)7IM' Sawn(3)2210's Sawn(2)221o'c Mare (2)2X6's LVL(2)7114" Sewn(2)2%6'e S.(3)2)(10's LVL(2)014' Shaer 131 Moment'. 1 1 Moment. 1.4 64 -moot. 156 Shear 412 IA -1143 MOnwnt 16 IAemem 1.09 LbmenL 158 Name RB -1 RB -2 RBJ RBJ RB5 RS -1 RB4 R84 RB40 OrMs Sawn LVL Sawn Sawn sawn LVL Sawn Sawn LVL LOADING PARAMETERS Floor LHe Lead(peU 40 40 40 40 40 40 40 40 40 Flow Term Load (pan 65 65 65 65 65 65 IS 65 65 RW Nre Lead Hall 35 35 35 35 35 35 M 35 35 Root Total Lead(pq N N SO 50 50 N N N SO Wall LOM(psl 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS BOam Span(ft) 5 6 6 6 3 6 e 13.5 9 Beam Wel9b1(on 3.33 796 833 5.55 3.15 TN 4.35 833 964 BEAM SUING Beam Oeph(ml 935 7.25 9.25 9.25 5.25 7R5 7.25 9.25 9.5 Beam VAtltM1M1V¢i9F1 4.5 3.5 4.5 3 3 3.5 3 4.5 3.5 UNIFORM LOADING Floor Span(it) a 0 0 0 0 0 0 0 0 Roof Span(ft) 10 5 34 29 4 II 13 9 29 Wall Height (it) 0 5 3 5 10 0 0 0 0 Total Unt(wm Floor Lead p10 a 0 0 0 0 0 0 0 a Talal Live FlmrLoad(pIN 0 0 O 0 0 0 0 0 0 TOtal Unllwm Rwl Lead (Pit) 260 125 6W 725 1C0 11x0 325 225 725 Total Uva Root Load(or) 175 67s 595 50].5 TO ]]0 227.5 157.5 50]5 Total Ulmm Wall Load(plll 0 too 60 100 200 a O 0 0 PARTIALLY UNIFORM LOADING Fanially Uniform Lord l - Roel - - - - - -- - ISp hHel9ht let 0 21 a 0 0 0 a O a IStan Point (DO a 0 a 0 0 8 0 0 0 1 EM Point (E) 0 2.5 0 0 0 0 0 0 a 1 TOM11y Partially Uniform Lead Her) 0 525 0 0 0 0 O 0 0 Pernity Ungmm Load - - - - - 2S,mHaMi a a 0 0 0 0 a 0 0 2Stan Point DO) 0 0 0 0 0 0 0 0 0 2End Point (A) 0 0 0 0 0 0 0 a a 2 Total Parrally Untloml Lead(ptll 0 0 0 0 0 0 0 0 0 2 Toni LMe Parti Uniform Lead IF 0 0 0 0 0 0 0 0 0 PaNelly Uniform Load - - - - 3SponVelight(ft) 0 0 0 a 0 0 0 0 0 3Stan Point (ft) a 0 0 0 0 0 0 0 a 3End Point(ft) 0 0 0 0 a 0 0 0 0 3 Total Partially Unilam Lead Den 0 0 0 a 0 0 0 0 0 3 Tont Uxa Pai Uniform hand (1 0 0 0 0 0 0 0 0 0 POINT LOADS Point Lead Rwl Root - - - _ IU.N. Del 4,5 25 0 0 0 O 0 0 a 1TOW Load (Ib) 3528 29N 0 0 0 0 0 0 0 Point Lead - - -- 2L.S.(DO a 0 0 0 o a 0 0 a 2Tont Lead 06) 0 0 0 0 0 a a O 0 Feet Lead 3 - - - 3Loomine(DO 0 0 O o 0 0 0 0 0 3Tow Lead (to) 0 0 0 O 0 0 0 0 0 TAPEREOLOAOS Teemed Lead SWV, Point (it) 0 0 0 0 O 0 0 0 0 Imported Lead EMin9 Point (M 0 0 0 0 0 0 0 0 0 Teemed Lead at Stan (W) 0 0 0 0 a 0 a 0 0 Tapered Lead at End (on 0 0 0 0 0 0 0 0 a REACTIONS 6 MOMENT OuretiOn Increase 1 1 1 1 1 1 1 1 1 Left Reactbn Qb) 999 3433 27M 20176 455 3322 900 1575 Moe RIgM ReaNen Qb) 3821 2183 2755 W76 Me W22 ME 1575 M06 Max Moeent(Ibft) 1930 070 4132 25M 341 4983 1482 Me 7438 Max Shear go) 3021 34it 2255 M76 455 3322 900 1575 3306 Cr 100 1.M IN 1.63 1.00 1.N IN 1.00 I'M Or 1.20 1.N 120 1.10 1.40 1.N 1.20 1.20 1.N Area Qn) 41.63 2530 4163 V.75 15.75 2538 21.75 4163 33.25 Moment M learns l(ID) 297 111 297 198 36 111 95 297 250 Maximum BeMl, Stress DI ft) 301 2376 773 720 297 IND 677 999 1695 Allowable Belling SVme IDA) 1080 27M ION 9N 4244 2784 VIN ION 2684 Allovade Moment Doi 5]]5 7115 5]]5 3529 1447 7115 MAA 5775 11275 MOMENTFS 2.99 1.17 1.40 1.36 4.24 13.3 1.60 1.09 1,58 All. -In Shear S.. (net) 1N 285 IN 1W 180 285 180 180 285 Memos. Shear C9petity jib) 4995 4021 4995 3330 1844 4821 2610 4995 6316 SHEAR FS 1.31 1A0 1.81 1.60 4.16 1.45 2.83. 3.17 1771 Beanrg Required 210 131 1.51 1]I 0.37 127 0at 0.66 1.26 Elasto Modulus (psi) 11600,000 2.00O,O00 11600,003 1'600000 11600,000 2,O(NON I'Do 0 1,60,ON 2,000,002, Ui Lead Detection (in) 001 0.10 a.01 0.02 ON Oda ON 025 0.15 Lhm Lead DellacUon Limit NO NO 3N 350 No 344 344 360 No Allearble LWe Lead Deflection (in) 0.17 020 0.20 0.17 0.10 0.20 0.20 045 030 UVE LOAD DEFLECTION IS 13.52 2.03 SAS 7.32 44.92 1.96 4.53 1.80 1.96 TOW Load Donsel (in) 0.02 0.16 ON 0.04 001 0.15 006 0.37 022 Total Lead Gen¢tlm Limit 240 240 240 240 240 240 240 240 240 Mini Total Lead Deeri (in) 0.25 ON 0.30 025 0.15 0.30 030 ON 045 TOTAL LOAD DEFLECTION FS 14.00 1.83 5.27 63.1 13.56 2.04 4.71 1.02 2.05 SELECTION S. LVL Sewn Sewn Sawn LVL S. Sawn LVL (31 D07114- (3)2XIM (2)2%W's (2)2%6's (2)7114' (2)2M'e (3)2%10§ (2)9112- 17 Beams Name Grade LOADING PARAMETERS Floor Live Load(PsO Floor Total Load (00 Roof Live Load (ps0 Roof Total Load(ps0 Well Load D s0 BEAM SPECIFICATIONS Beam Span (8) Beam Weight (pip BEAM SUINO Beam Depth (in) Beam WdHANelght Roof Span (ft) Plan: Mese Fells Apartments Date: 2@442017 Looa6on: 30 Unit Builditw LVL(2)9112- Sawn (212XWs Liomem:113 Moment 117 RB -11 RS -42 LVL Sawn 40 40 65 65 35 35 50 50 20 20 9 T 9.94 4.35 9.5 7.25 3.5 3 36 12 0 0 cora 1pq Total Live Floor Load (Pit) 0 0 Total Uniform Rcof Load (Pit) 900 300 Total LM1re Roof Load(pl0 830 210 Total Uniform Wall Load (pin 0 0 PARTIALLY UNIFORM LOADING Panially Uniform Lead i 1 SpeNHeighl(ft) 0 0 1 Stand P6nl(8) 0 0 1 End Point IS) 0 0 1 Totally Partially Uniform Load (pit) 0 0 Parlally Uniform Load 2 — — 2SpnAlelght(ft1 0 0 2Start Point (ft) 0 0 2 End Point gg 0 0 2 Total Partially Uniform oal(pit) 0 0 2 Total Live PeNelly Uniform Lood g 0 0 Partially Uniform Load 3 — — 3SpaMleigbl(0) 0 0 3 Start Point gg 0 0 3End Pdnt gg 0 0 3 Total Partially Uniform Load (pit) 0 0 3Tool Live Parially Uniform Load( 0 0 POINTLOADS Point Load — — i Looation(R) 0 0 1 Total Load glo) 0 0 Pant Load 2 2 Location III) 0 0 2 Total Load gb) 0 0 Pdnt Load — — 3 L.Uon gg 0 0 3Total Load (to) 0 0 TAPERED LOADS Tapered Load Stank, Point gg 0 0 Tapered Load Ending Po nt(fl) 0 0 TaperM Load at Stan log 0 0 Tapered Load at End(pit) 0 0 REACTIONS Is MOMENT Dur811on lrvraase 1 1 Left ReaMon(to) 4093 1065 Right Reaction gad 4093 10&5 Max Moment Ob -R) 9210 1864 Max Shear (to) 4093 1065 C� 1.00 1.00 C, 1.00 1.20 Neo gna) 33.25 21.75 Moment of hada l lin) 250 95 Maximum Sending Spans (b -ft) 2399 851 Allowable Bending Estes gb-ft) 2884 1080 Allowable Moment lib -g 11775 2365 MOMENTFS 1.20 1.27 Allowable Shear Sbass(,1) 285 180 Maximum Shear Capeuty(to) 6318 2610 SHEARFS 1.54 ]AS Beading Requlred 1.56 o.BO Elastic Modolue(psi) 2,000,000 1,800,000 Live Load Detraction On) 0.19 0.08 Live Load Deflection Umit 360 360 Allowable Live Load Deflection Qn1 0.30 0.23 LIVE LOAD DEFLECTION FS 1.60 3.10 Total Load Defiedion (in) 0.27 0.11 Total Load Deflection Limit 240 240 Allowable Total Load De0ec8on(in) 0.45 0.35 TOTAL LOAD DEFLECTION FS 1.66 3.21 SELECTION LVL Sawn (2)912' (2)2X8'5 18 I Beams (2) Mean Falle Apamnents int IG Beams (3) M wt 245 Y-s4G2 0', ...I 1.51 AI It $Fran 2 2 Mu.knl. 111 M.<'r1111,46 R-ai[ 11,-_1Iil Sim 17 No. FB -0 F68 FS -3 Paa FBd F114 FBd F84 FG -9 FB -00 Grace Sawn Sawn Sewn Baum Sewn Sawn Sawn LK LVL Sawn LOADING PARAMETERS Fkn'IM La.(pd) 40 40 40 40 40 40 40 40 40 40 Foo'TOW Load Own so 65 65 65 65 65 SO 65 65 65 Rod We Land Door 35 35 35 35 35 35 35 35 35 a5 ROd ToWLwtl(pafl San 53 50 50 50 W 50 53 50 50 Wean Load Iraq 20 20 20 20 20 20 20 30 20 20 BEAM SPECIFICATIONS Beam SPan On 6 3 ] 10 4 S 13.5 9.5 11 3 Beam We'gM(gll 5.55 3,15 555 4,35 555 ON 833 1321 12.05 315 BEAMSI2ING Beam Dean Onl 9.25 535 9R5 735 9.26 815 125 Kee 11AB 536 Beam Wg1M1M1NelOnt 3 3 3 a 3 3 4.5 3.5 3.5 3 UNIFORMLOADINO Fkq span lnl e 4 6 5 f] 17 5 24 24 33 Romsan(N o 0 0 0 0 0 0 0 0 a Wan Hai On 9 9 9 0 9 9 0 0 0 0 Taal UniMm Fl¢a Laos OQ) 130 130 1. INN 5125 .25 1625 ]W 7. Im25 Total Live Flora Load IPIO W W 120 IW No .0 103 480 4V 660 Total Uniform Rod Laos(IFS 0 0 0 0 0 0 0 0 0 0 Total Lw RM Laatl(plp o 0 0 0 0 0 0 0 0 0 Total ndom Was Land ton 180 NO 1. 0 160 IN 0 0 0 0 PARTIALLY UNIFORM LOADING Phi Uniform Liars 1 _ 1Swn41eliDO 0 0 0 0 0 0 0 0 0 0 tamed Point (it) 0 0 0 0 0 0 0 0 0 0 1End Pont n) 0 0 0 0 0 0 0 0 0 0 1 Twei Parseh, unit- LawoOq 0 0 0 0 0 0 0 0 0 0 Pi UnOmm Lw l2 _ 25wrvNaEN(4) 0 0 0 0 0 0 0 0 0 0 25ratl Point (it) 0 0 0 0 0 0 0 0 0 0 2End Pont (it) 0 0 0 0 0 0 0 0 0 0 2 Told retain, UnXwm Land lobi 0 0 0 0 0 0 0 0 0 0 2 Tond L. Pound, Urram Loss( 0 0 0 0 0 0 0 0 0 0 Parti UnHwn Lard 3 _ 3SwMieyM lfll 0 0 0 0 0 0 0 0 0 0 aStan Paris ON 0 0 0 0 0 0 0 0 0 0 3 O Pon1(b) 0 0 0 0 0 0 0 0 0 0 3 Tonal Perri Uniform Load on 0 0 0 0 0 0 0 0 0 0 3 Told LI» Pat Uniform LoM 0 0 0 0 0 0 0 0 0 0 POINT LOADS POInt Land 1 _ 1 Leweon lM 0 0 0 0 0 0 0 0 0 0 I Total Load Ob) 0 0 0 0 0 0 1 0 0 0 Point Loa l2 2Lo N.On 0 0 0 0 0 0 0 0 0 0 2TOW Load V) 0 0 0 0 0 0 0 0 0 0 Point Land 3 3 L.. On 0 0 0 0 0 0 0 0 0 0 3TOW Load Ob) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS TapaiM Land SlaNeq Point (ft) 0 0 0 0 0 0 0 0 0 0 TapxM Load EnEm9 Ponl (fl) 0 0 0 0 0 0 0 0 0 0 Tanner. Load at Stam (on 0 0 0 0 0 0 0 0 0 0 Taper. L. at End arn o 0 0 0 0 0 0 0 0 0 REACTIONS 8 MOMENT ... Nvman 1 I 1 1 1 1 1 1 1 1 Los Now. NO 947 470 1332 ON 1479 2214 1153 3762 Vast 1613 REN Radon On 947 470 1.2 614 1476 2214 1153 3762 VIA 1613 Mae Mwrienl Obs) 1420 352 2.1 2098 1476 3321 3991 8914 11960 1210 Mery sham 947 470 1.2 We 1476 2214 1153 3762 4356 1513 C, 1.14 IN LGO 160 1.60 IN LW IN 1.60 1A3 G Ido I.40 110 IN 1.10 1.10 1. 1.03 I.W IAO Amor Od) 27.75 1575 9.]5 21.15 21 27.75 41.63 4159 41N 1575 Moment d lnerea l(1,4) 198 38 IW 95 198 IME 297 489 489 39 Metlmum Beral, SOew(04) 398 307 654 952 414 932 726 1302 1746 1054 Allowable Sending Downs Pi WO I2W WO ION 990 993 IW0 2804 2604 1260 Alterable Momed Qin 35R 147 3529 2395 3529 3529 sti 17862 1]Bm 1447 MOMENTFS 2,49 4.11 1.51 1.13 230 IAB 1Aa 2,00 1.49 1]0 Monet shear Banner(0) 180 180 1. 160 160 160 160 285 265 1. Manmum Shear Gpatiry an 3330 law 3930 Pilo 3330 3330 4935 7603 7" 16% SHEARFS 3.52 4A2 2.60 3.13 2.26 IV 4.33 2.10 1.81 1.17 Beann9.'1 0.]B 019 1.10 OV 1.21 182 ON 1,13 IN 133 Naw, M.Unmi) 1YO.OX luno'. 1,&4,609 1.600.603 1'sat. 1,... 1,604,003 2000.R'0 200,000 1,600,0.0) Lion Land OeflxOon (in) 001 ON 002 0.15 0.01 OOa 016 0.09 0,16 042 Live LneL Deflation Lines 360 360 360 SW NO 360 NO 360 3m 360 Mineable LNe Lo. Canadian (in) 020 010 023 0]3 0.13 010 OA5 0]2 037 010 LIVE LOAD DEFLECTION FS 21 39.31 1118 214 21]4 6.32 2.03 SAO 215 4.76 Total Load Culaco nin) 0. 001 00] 015 GA1 0O1 027 0.15 027 043 Total Load OenxAbn UnN 240 240 240 240 240 2d0 240 240 nip &0 Mini Loand Gelled -On) 08) 0.15 M. ON 020 ON ON OAS 055 015 TOTAL LOAD DEFLECTION IS 10.22 15.06 5,34 2.01 14.75 4,37 2.41 3.17 2.04 4,39 SELECTION Sawn Sawn Sawn Sawn Sawn a- Savm LVL LW Sawn 1212XID. (a)2.a (2)2X10'a (2)21 (2) 2)(10h; (21 (3)111 J2)11 70T (2)11 7re• (2)2X61 IG Beams (3) Plan: Mesa Falls Aparknents Date: 22412017 Location: 30 Unit Building GLB 519"•Is- SU.IWWx28 LVL(1)It T9" LVL(2)11 T9" LVL(2)11718- Sawn(2)2%3's LVL(2)11114- LVL(2)11718-- TIO"All Ml 121 TLDe6arAon'. Lf307 Shea. 3,54 Shea, 2.58 MomenC 1,82 SFeer 1.26 Shear: 177 SM1earE16 Nam. FS -11 FB41 FB -12 FB -13 FB -14 FB -15 FB -08 FB -17 Grade GLB Steel I.M. LVL LVL Sewn LVL LVL LOADING PARAMETERS Floor Lrve Lead(psp 40 40 40 40 100 40 , 100 40 Floor Tani Lead(pag 65 65 85 65 150 65 150 65 Raaf Live Load (psp 35 35 35 35 35 35 35 35 Roof Total Load Us!) 50 50 50 50 50 50 50 50 Wall Lead flog) 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS B.a. Spen (ft) 19.5 19.5 4 7 9 3 9 3.5 Bee. Welght(pit) 22.42 26.00 5.88 12.06 12.06 4.35 11.42 1206 BEAM WING Bases Depth (in) 18 10 11.88 11.88 11.88 7.25 11.25 14.88 Seam Wd9V0telght 5.13 26 1.7 3.5 3.5 3 3.5 3.$ UNIFORM LOADING Floor Span pU 29 29 16.5 21 4 16 2 33 Beef $pan(it) 0 0 0 0 0 0 0 0 Well Height (ft) 0 0 0 9 0 9 0 0 Total Uniform Floor Lead (pit) 942.5 942.5 536.25 6825 300 520 150 10715 Torsi I.N. Floor Lead (pit) 580 580 330 420 200 320 100 660 Total Uoifeen Roof Load (pip 0 0 0 0 0 0 0 0 Total Live Roof Lead (pit) 0 0 0 0 0 0 0 0 Total Unserm Well Lead gelf) 0 0 0 180 0 180 0 0 PARTIALLY UNIFORM LOADING Partially Unif.rm Lead 1 - - Fbor - I speN11eigM (fl) 0 0 0 0 0 0 15 0 1 Start point (it) 0 0 0 0 0 0 0 0 IEnd Point Oft) 0 0 0 0 0 0 4 0 1 Totally Partially Unflonn Load (pil) 0 0 0 0 0 0 1125 0 PaniallY Uniform two 2 2 SpaMlelght IN) 0 0 0 a 0 0 0 0 2Stan Point (it) 0 0 0 a a 0 0 0 2End Point(ft) 0 0 0 0 a 0 0 0 2 Tata] Partially Unitmm Load (plp 0 0 0 0 0 0 0 0 2 Tads! Lye Partially Uniform Load IF 0 0 0 0 0 0 0 0 Partially Uniform Lead 3 - - - _ 3SpeMieght QU 0 0 0 0 0 0 0 0 38Iar Poinl(Sl 0 0 0 a 0 a 0 0 3 EM Point (ft) 0 0 0 0 0 a 0 0 3 Total Partially Unlfnnm Lead (plt) 0 a 0 0 0 0 0 0 3 Total Live Partially Uniform Load( 0 0 0 0 0 0 0 0 POINTLOA08 Point Load - - - - Floor - 1Location fig 0 0 0 0 5 0 0 0 1 Total Load (lb) 0 0 0 0 3061 0 0 0 Point Lead - - - _ 2Locatbn(ft) 0 0 0 0 0 0 0 0 2 Total two (Ib) 0 0 0 0 0 0 0 0 Point Lead - - - - 3Locage,Bg 0 0 0 0 0 0 0 0 3 Total Load (Ib) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load SteNrg Paint od 0 0 0 0 0 0 0 0 Tapered! two Ending Point HU 0 0 0 0 0 3 0 0 Tapered Load at Stan (pill a 0 0 0 0 675 0 0 Tapered Load at End (pit) 0 0 0 0 0 675 0 0 REACTIONS B MOMENT Duration Increase 1 1 1 1 1 1 1 1 Left Reaction lbl 9408 9443 f0& 3061 2765 2069 4226 1898 Right Reaction (to) 9408 9443 1081 3061 3105 2069 1726 1898 Max Bement(Ib-ft) 45863 46033 1084 5357 9801 1552 6943 1659 Max Sheer(Ib) 9408 9443 1081 3061 3105 2069 4226 1898 C, 1.00 1.00 1.00 IGD 1.00 1.00 1.00 Loo Cr 1.00 1.00 1.011 1.00 TOO 1.20 1.00 1.00 Area (Id) 92.34 - 2020 41.58 41.58 21.75 3980 41.58 Moment of inertia l lin) 2493 144 238 489 489 95 415 489 Maximum Berbing Shines (lb -ft) 1967 19180 325 781 1429 709 1128 242 Allowable Bending SVess(Ibfl) 2400 130417 2604 2600 2601 1080 2623 2604 Allowable M ... ed (lb -ft) 55404 78094 8676 17862 17862 2365 16137 9862 MOMENT FS 1.21 1.70 8.00 3.33 1.82 1.52 2.32 10.76 Allowable Shear S. OUIU 265 - 285 285 285 180 285 205 Maximum Shear Capacity (to) 16313 75000 3837 7900 7900 2810 7481 7900 SHEARFS 1.73 7.94 3.54 2.58 2.54 1.26 1.77 4.16 Bearing Required 2.82 - 0.85 1.17 1.18 1.70 1.61 0.72 Elastic Modulus (psi) 1,800,000 29,000,000 2.000,000 2,000,000 2,000.000 1.800,000 2,000,000 2,000,000 Live Lead Deflecti..(in) 0.42 OAS 0.00 0.02 0.08 0.01 0.07 0.00 Live Load Deflection Limit 360 360 360 380 360 360 360 360 Allowable Lrve Load Deflection (In) 0.65 0.65 0.13 0.23 0.30 0.10 0.30 0.12 LIVE LOAD DEFLECTION FS 1.53 1A£ 32.99 9.95 3.54 10.45 4.06 50.75 Total Load Deflection On) 0.71 0.76 0.01 0.05 0.13 0.02 0.11 0.00 Total Lead Deflection U.i1 240 240 240 240 240 240 240 240 Allowable Total Load Oe0ed..(in) 0.98 0.96 0.20 Gas OA5 0.15 0.45 0.18 TOTAL LOAD DEFLECTION FS 1.38 1.28 30.13 7.17 3A8 8.01 3.99 46.32 SELECTION GLB Sleel LVL I.Y. LVL Savm LVL LVL 519'x16' W10x26 (1)117dr (2)11718' (2)1179" (2)2%8'. (2)111141 (2)11718' 20 Beams (4) Plan: Mesa Falls Apearnenla Date: 2/2412017 Lwsaan: 30 Unit Building '. LVL (2)11 +Id" WL(3)+1+27 LVL I211111P LVhas-174 Sawn, 1212 LVL(- LVL (223' Savm.. xI T , c.C]7- Mo i 3tiam_:,Oa SeF0 Li4 --ac 12 12 C^Sawn Ml-nt+u• F. ae Ial• arm Lel Sm,23'hla 1a J Name FO 19 FB30 FB40 FLVL FB3] FO -24 FO -24 FBQS FB -]3 FB -27 FB -27 LVL LVL LVL LVL Sawn LVL LVL LVL &awn LBattleOAD LOADING PARAMETERS Floor Live LwE(pa0 1W 103 100 40 40 100 100 40 40 FooHong 150 150 +50 85 65 150 35 65 Live LoaLoad Rrcf Lore Lmtl (,so 35 35 35 35 JS 35 35 35 35 35 RoadTotalUpso paU (pa 50 50 5a 50 50 50 50 50 5p Wall SPEC 20 20 20 20 20 HI 20 20 p BUM BEAM SPECIFICATIONS F Beam Spain 1 14.5 9 7.5 4 J ) 6 7.5 3 BN )CIU t(0 1112 17.13 1142 5.83 3.15 7.33 8 580 1821 SSS BEAU SUING Bum Wish (in) ish(i 11.25 15 11.25 11.30 SRS 7.25 +1.80 18 ] 5 Bum Wid"alght 3.5 5.25 3.5 1.7 3 3.5 1] 3.5 J UNIFORM LOADING FlcttSpsm(a) 5 d 9 13 0 9 4 16 20 WSpon pt) 0 0 0 it 4 0 a 0 0 WaI1Hei hl t) 0 0 0 20 0 0 20 a o Total Untfotm Floor Load (pit) 375 300 675 4225 0 675 3W 520 650 Total Live Floor Land(pn 250 200 450 260 0 450 200 320 400 Total Umlwm Roof Land (or) 0 0 0 275 IN 0 a a 0 Total live Root Load (pin 0 o a 1925 70 0 a 0 a Total Unitmn Waft Load (pi) a 0 0 400 0 0 400 0 0 PARTIALLY UNIFORM LOADING Fetidly Uniform Load t - - - - - Wall -- ISponMeigM/fl) a 0 0 0 0 0 0 20 0 +Stan Point(ft) 0 0 0 0 0 0 0 3 0 1 End Pint (ft) a 0 0 0 0 0 0 7.5 0 1 ToMIly Partially Unifnnn LUU(pIU 0 0 0 0 0 0 0 40 0 Partially Unibrm Loan 2 - - - - _ - _ - - 2SpanmagM(it) 0 a 0 0 0 0 0 0 0 2Stan Point (ft) 0 0 0 0 0 0 0 a 0 2 End Point (3) 0 0 a o 0 0 0 0 a 2 Total Papally Uniform Load(pS1 0 0 0 0 0 0 0 0 0 2 Total Live Partialy Unitme Load( 0 0 0 0 0 0 0 a 0 Pe Telly Ualform Load 3 - - _ - 3SpaMleghl(ft) 0 0 0 0 0 0 0 a o 3Stan Point IT) 0 0 0 0 0 0 0 0 0 3End Papist (ft) 0 0 0 0 0 0 a 0 0 3 Total Papally Undsm Land (pit) 0 0 0 0 0 0 0 a 0 3 Tatat Live PBrfially Uniform toad( a 0 0 0 0 0 0 0 a POINT LOADS Paint Load - Floor Floor Fkgr 1 Lmetlm(a) 0 4 7 0 0 0 0 0 1.5 1 Tota Lowl (Ib) 0 7302 4672 0 0 0 0 0 3369 Paint Load - - - - - - _ 2L.S.(h) 0 0 0 0 0 0 0 0 0 2Total Land (to) a 0 0 0 0 0 0 a 0 Paint Load 3 3LOwtiMIT) 0 0 0 0 0 0 0 0 0 3Total Load ab) 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load SMprp Point(Ift 0 0 0 0 0 0 0 3 0 TaperN Load End., seat(01 0 0 0 0 0 0 0 7.5 0 Tapmei Load at Stan (pit) o 0 0 0 0 0 0 603 0 Tapered Load al End p 0 0 0 0 0 0 0 600 0 REACTION88MOMENT Duration bwrease + + 1 + 1 1 1 1 1 Left Renton Oft) 2802 5483 2888 2207 155 2559 2118 3369 2588 Rght Rel 0b) 2802 4672 6935 2207 15$ 2559 2118 5169 2658 Max Momut(Ibfl) 10155 IN32 6065 207 116 4797 3176 Bill W95 Max Shaer (In) 2802 5463 6935 2207 155 2559 2118 5169 2666 C., 1.00 1M 1Lo 1.00 1.00 1.00 1.00 1.N 1.00 C, IN 1M 1M 1M 1.40 1.N 1.00 1.03 1.10 Aral Cn2) 39.38 5903 39.38 20.20 1575 25.38 2020 000 27,75 Moment 0lnepa I(W) 415 623 415 238 W 111 238 Dal 190 Maximum RerMrG Smand Na -ft) 1651 2002 986 032 101 1877 953 551 868 Albweble Bending Stress(Nft) 2623 2623 2623 2604 +260 2784 2844 2461 990 AllswaW Mamenl (Itift) 16137 24208 16137 W76 1447 7115 M76 30753 3529 MOMENTFS 1.59 117 266 3.93 4A7 1,45 2.73 4.46 1.14 Allowable Sister Stress span 285 285 285 285 180 285 265 285 180 Maximum 8h ear Capa.ry ab) 7481 11222 7481 3037 +BN 4821 3837 11970 3330 $HEAR FS AW 2,05 1.09 1.74 12.22 1.88 1.81 2.32 125 Outing Remains] 107 1.39 264 1.73 013 0.97 186 1.97 220 Elam. MWulus(pa) 2Call 2,003,000 2000.00 2,000,000 1,figal 2.001 2.000.000 2,003,003 1.sol Live Load Dolest on (n) 0,30 0.13 005 0.01 000 0.15 001 0.01 0.01 Live Load Deftuaan Limn 360 360 360 SN 3N 360 380 Said 3W Alowahle Live Load Oehrlion (in) 048 030 0.25 0.13 oaa o25 020 025 010 LIVE LOAD DEFLECTION FS 1.80 2.39 4.06 24.06 44.92 1.72 16.13 19.81 11p2 Total Load DeAulbn(m) SAT 0.19 008 0.01 ON 0.22 004 003 Oat Total Land DeS-fon limit 240 240 240 240 240 240 240 240 240 Pllowabie Fowl Load DaOullon(in) 0.73 045 0.30 020 0.15 0% 030 0W 0.15 TOTAL LOAD DEFLECTION F$ 1.55 2.36 4.09 14.80 43.73 1.70 BAB 14.83 10.52 SELECTION LVL LVL LVL LVL Sam LVL LVL LVL Sawn (2)it IW (3)11114" (2)11114' (1)11 TV (212X65 (2)7114' (1)11718' (2)18' (2)2X10'a 21 Beams (5) Plan: Mesa Falls Apartments Dale: 2/24/2017 Location: 30 Unit Building 22 Posts (4) 2x4 (2) 2x4 (2) 2x6 6x6 POST (4) 2x4 FS: 3,21 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 -11 - Panywall Parry wall 9 9 left COLUMN DIMENSIONS: X-Unbraced Length (ft): 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: 5.5 Width -y (in): 1.5 1.5 1.5 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 5.5 3.5 Width-y(in): 1.5 1.5 1.5 5.5 1.5 # Members4 2 2 1 4 Area (in'): 21.00 10.50 16.50 30.25 21.00 Axial Load: 6,584 3,954 3,821 1,065 ..9,443 MATERIAL PROPERTIES: 19.64 19.64 19.64 19.64 Ley/dy 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 Lay/dy 0.00 0.00 0.00 43.64 0.00 FACTORS: 1,236 1,236 1,002 Cp 0.62 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 Fce 501 501 1,236 203 501 Cp 0.30 0.30 0.62 0.25 0.30 Fc 462 462 928 190 462 Allowable Load 9,694 4,847 15,306 5,759 9,694 22 Posts (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 10' Wall FS: 3,21 FS: 3.11 FS: 3.75 FS: 4.89 Location: RB-1/FB-1 RS-11/FB4 RB-3IFB-3 RB-9IFB-7 COLUMN DIMENSIONS: 2900 2400 2000 - 4300 3800 Total Column Length (ft): 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 Y-Unbraced Len th ft: 0 0 0 0 MATERIAL SPECS: Material: Doug Fir#2 Doug Fir #2 Doug Fir#2 Doug Fir#2 Depth-x(in): 5.5 5.5 5.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 # Members 22 2 2 Area (in'): 16.50 16.50 16.50 16.50 Axial Load: 4,768 4,928 4,087 2,728 MATERIAL PROPERTIES: F� 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,300,000 Em;,, 580,000 580,000 580,000 470,000 Lex/dx 19.64 19.64 19.64 19.64 Ley/dy 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 Cf IA 1.1 1.1 1.1 Ke 1 1 1 1 Fc' 1,485 1,485 1,485 1,485 Foe 1,236 1,236 1,236 1,002 Cp 0.62 0.62 0.62 0.54 PC 928 928 928 809 Allowable Load 15,306 15,306 15,306 13,342 22 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" o.c. 8600 7600 6600 22 Posts Plan: Mesa Falls Apartments Date: 2/24/2017 Location: 30 Unit Building 2nd Floor 23 Posts (2) (2)2x4 (2)2x4 (2)2x6 (2)2x4 (1)2x6 Location: FS 1,29 FS'.1.11 FS 162 FS 2.55 FS: 3.7 Location: FBA FB -9 FB -16 FB -17 FB -15 Y-Unbraced Length ft: 0 9 left ___ _ COLUMN DIMENSIONS: Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 5.5 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: 1,600,000 1,600,000 Em;" 580,000 580,000 Material: Doug Fir 42 Doug Fir 42 Doug Fir#2 Doug Fir#2 Doug Fir#2 Depth -x (in): 3.5 3.5 5.5 3.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 1.5 # Members 22 770 2 2 1 Area in' : 10.50 10.50 16.50 10.50 8.25 Axial Load: 3,762 4,356 4.226 1,898 2,069 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 Ems„ 580,000 580,000 580,000 580,000 580,000 Lex/dx 30.86 30.86 19.64 30.86 19.64 Ley/dy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.15 1.1 1,15 1.1 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,485 Fce 501 501 1,236 501 1,236 Cp 0.30 0.30 0.62 0.30 0.62 Fc 462 462 928 462 928 Allowable Load 4,847 4,847 15,306 4,847 7,653 23 Posts (2) (2) 2x6 6x6 POST FS: 2,68 FS: 2.4 Location: RB-I1FE14.2 RB -121F8.21 COLUMN DIMENSIONS: 1860 1516 1250 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length ft: 0 9 MATERIAL SPECS: 5400 4700 4100 Material: Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 5.5 Width-y(in): 1.5 5.5 # Members 2 1 Area in' : 16.50 30.25 Axial Load: 5,714 8,000 MATERIAL PROPERTIES: F, 1,350 700 E 1,600,000 1,600,000 Em;" 580,000 580,000 Lex/dx 19.64 19.64 Leyldy 0.00 19.64 FACTORS: Cd 1 1 Cf 1.1 1.1 Ke 1 1 Fc' 1,485 770 Fce 1,236 1,236 Cp 0.62 0.83 F'c 928 636 Allowable Load 15,306 19,226 23 Posts (2) 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 26 @ 12" o.c. 8600 7600 6600 23 Posts (2) Plan: Mesa Falls Apartments Date: 2124/2017 Location: 30 Unit Building 1st Floor 24 Posts (3) (4) 2x4 (4) 2x4 (2) 2x8 (2) 2x4 (1) 2x6 FS: 2.82 FS: 1.29 FS: 1.11 FS t 1.58 FS: 1.28 FS: 1.85 Location: FB -8.2 FB&'2 FB -16 left/FB80 FB -17'2 FB -15.2 COLUMN DIMENSIONS: 9 X-Unbraoed Length (#): 9 9 9 Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (6): 9 9 9 9 9 Y-Unbraced Length (ft): 0 0 0 0 0 MATERIAL SPECS: 1.5 #Members -2 2 2 Material: Doug Fir 42 Doug Fir 42 Doug Fir#2 Doug Fir 42 Doug Fir#2 Depth-x(in): 3.5 3.5 5.5 3.5 5.5 Width -y (in): 1.5 1.5 1.5 1.5 1.5 # Members 4 4 2 2 1 Area in' : 21.00 21.00 16.50 10.50 8.25 Axial Load: 7,525 8,713 9,710 3,796 4,138 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 30.86 19.64 Ley/dy 0.00 0.00 0.00 0.00 0.00 FACTORS: Cd 1 1 1 1 1 Cf 1.15 1.15 1.1 1.15 1.1 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,485 Fee 501 501 1,236 501 1,236 Cp 0.30 0.30 0.62 0.30 0.62 F'c 462 462 928 462 928 Allowable Load 9,694 9,694 15,306 4,847 7,653 24 Posts (3) (2)2x6 (2)2x6 (2)2x6 8' Wall 9' Wall FS: 1.21 FS: 2.82 FS: 3.94 Location: RB-11/FBd'2/FB-21 RB-3/FB-3'2 RB-9/FB-7'2 COLUMN DIMENSIONS: 2175 1800 1500 2x4 @ 12" ox. Total Column. Length (ft): 9 9 9 X-Unbraoed Length (#): 9 9 9 Y-Unbraced Length ft: 0 0 0 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 1.5 #Members -2 2 2 Area in' : 16.50 16.50 16.50 Axial Load: 12,697 5,419 3,881 MATERIAL PROPERTIES: Fc 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 Em;. 580,000 580,000 580,000 Lex/dx 19.64 19.64 19.64 Leyldy 0.00 0.00 0.00 FACTORS: Cd 1 1 1 Cf 1.1 1.1 1.1 Ke 1 1 1 Fc' 1,485 1,485 1,485 Fee 1,236 1,236 1,236 Cp 0.62 0.62 0.62 F'c 928 928 928 Allowable Load 15,306 15,306 15,306 24 Posts (3) Bearing wall Capacities (PLF) 8' Wall 9' Wall 10' Wall 20 @ 14" o.c. 1450 1200 1000 20 @ 19.2" o.c. 1860 1516 1250 2x4 @ 16" o.c. 2175 1800 1500 2x4 @ 12" ox. 2900 2400 2000 2x6 @ 24" o.c. 4300 3800 3300 2x6 @ 19.2" c.c. 5400 4700 4100 2x6 @ I6' o.c. 6500 5700 5000 26 @ 12" o.c. 8600 7600 6600 24 Posts (3) Plan: Mesa Falls Apartments Data: 2/24/2017 Location: 30 Unit Building FS: 1.15 FS 2,63 FS. 125 FS 1,48 Calloul 5.24 5-24 5-24 330 Load Ib) 8,713 3,796 8,000 10,53' SPECS Soil Bearing Pressure(psf) 2500 2500 2500 2500 Footing Width/Diameter(in) 24 24 24 30 Footing Length/Diameter(in 24 24 24 30 Footing Depth (in) 10 10 10 10 CALCULATIONS Area Required 3.49 1.52 3.20 4.22 Area Provided(fi 4.00 4.00 4.00 6.25 24" Square by 10" Deep 24" Square by 10" Deep 24" Square by 10" Deep 30" Square by 10" Deep Concrete Footing with (3) Concrete Footing with (3) Concrete Footing with (1) Concrete Footing with (3) #4 Bars Each Wav #4 Bars Each Was #4 Bars Each Wav "Bars Faeh Wav 25 Spot Footings