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STRUCTURAL CALCS - 17-00121 - 555 W Mikan Dr - Eden Apartments Bldg 2 - 42 Units
York Engineering Structural Design (801)876-3501 Structural Calculations Eden Apartments 42 Unit Building Prepared For: Kartchner Commercial Builders Idaho 5/8/2017 J 5/8/2017 STRUCTURAL CALCULATIONS For: Kartchner Commercial Builders Plan #: Eden Apartments Location: 42 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 (pso: 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 ownerlbuilder 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 Date: 4/24/2017 Location:42 Unit Buildin LOCATION FIB Exterlor LIR Exterior FIB Mid FIB Mld 1 bed FIB Mia 1 bed W roof LIR Corr "A" LIR Corr "B" LIR 2 Bed AIB LIR 2 Bed B/B FS: 2.21 FS: 1 A FS r 1.63 FS: 367 FS 1,48 FS'. 1.46 FS'. 1.46 FS: 1,69 FS: 1.5E SOIL SPECS Density c 125 125 125 125 125 125 125 125 125 Soil Pressure(ps 2500 2500 2500 2500 2500 2500 2500 2500 2500 Weight(kAt) 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 8 8 58 58 46 52 Wall Height (ft) 30 30 30 30 30 30 30 30 30 Suspended Slabs an it 0 0 0 0 0 0 0 0 0 Total Load log) 1.61 2.03 2.29 0.86 2.54 2.59 2.59 2.20 2.39 FOOTING SPECS Fooling Width (in) 20 20 20 20 20 20 20 20 20 Footing Wdth (ft) 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 Footing Height (8) 0.83 0.83 0.83 0.83 0.83 0.83 0.63 0.83 0.83 FOUNDATION Height Above Grace (in) 8 8 8 8 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 8 8 8 8 Weight (Mft) 0.07 0.07 0.07 0.07 0.07 0.07 0,07 0.07 0.07 CONCRETE SPECS Density(pcf) 150 150 150 150 150 150 150 150 150 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 s.. F-20 F-20 F-20 F-20 F-20 Footings Plan: Eden Apartments Date: 4/24/2017 Location: 42 Unit Buildinq LOCATION LIR 1 Bed Int. UR 1 Bed "C" Int. DR 2Bed "A" Int. Front L/R 2Bed "A" Int. Back UR 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 c 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 (it) 0 0 0 0 0 0 Floor Span (ft) 48 30 44 64 48 49 Wall Height (fl) 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 Plan: Eden Apadments Date: 4N4W17 Location: 42 Unit Building LOADING SUMMARY Roof Live Load H d; 35 Roof OeadLozd(pan, 1s Floor Live Load U afl: 40 Floor Dead Lead (ps0: 25 <.. Exterior Wall Dead Load (Ifl: 20 Interior Wall Dead Lead(paf): 10 Suspended Slab Dead Lead(ps 75 Suspended SWb Live Load (pa : 60 10,900 38% 60.75 26.72 SNOW LOAD PARAMETERS M1 Roof Slope(x114): 4 Roof Pncti (0): 10.43 Total Roof Lead (pH: 50.00 U. 1184.21 SEISMIC LOAD PARAMETERS Site Class: o F.: 1.45 R: 6.5 Sa: 0.441 Sue: G,Dtl Sea: 0.425 Cy: 0.065 Redundancy Factor, p: 1.30 ASD Lead Onalion Factor: 0.70 Factored! Cs: 0.06) SHEAR DISTRIBUTION Base Shear Force b: 70.469 Floor l Lateral Fora b: 20,209 Fleor2LatemlFOrceb: 24,023 Reef Lateral F.. le r 20,237 203.67 65.1 — 15 7 291,696 40.379 3W.075 203.87 65 9 25 300,943 96,]5] 403,700 203.67 65 9 25 343,681 96,]5] 440.438 6 Seismic SEISMIC FORCE DISTRIBUTION Hx(H) Wk(kip) Hxx Wx %Foca Total Shear(kipl Fa Vx Of 40.83 340.0] 13,008 48% 34.04 34.04 34.4 p2 10.00 403.70 10,900 38% 60.75 26.72 60.75 M1 9.00 440.44 3,964 14% 70.47 9.72 7047 ALS U. 1184.21 20,]50 70,469 ]0� 6 Seismic Plan: Eden Aparlment8 Data 4124/2017 Location: 42 Unit Building Shear Shear Wall Allowable Loads (plo Seismic (kips) Wind (kip.) seismic wind total Wight 6mittback 2nd Floor 34.0 kips 30.5 9.6 SW4 350 490 1 at Floor 26.7 kips 39.4 10.8 SW -2 450 630 Basement 9.7 kips 36.6 10.1 SW4 585 819 Location (L)Mach (L) 1 Bed'A' (L)Corr 'A' (L)28•A•Let (L)2B WMid P28'A'a'AA' ILI 29'AA'Mid 1LI a 8'AA'MeM Corr S, (0.)20WLA pu28'Kee (R)28'A'a'AA' Front side Front aide Front to. Front side Front aide Front see Front side Front aide Front side Frond side Front aide Frani side Flog 2 2 2 2 2 2 2 2 2 2 2 2 Lines up wl none none none tone none none none none none none none ..no Moen 5 25 9 11.5 10.5 21 10.5 11.5 9 11.5 10.5 21 Depth 30 68 20.5 58 58 58 58 56 65.5 58 58 58 Area (deft) 150 850 312.25 333.5 304.5 SO 304.5 333.5 294.75 333.5 304.5 609 F..(Ib) 385 2102 814 858 782 1563 782 856 757 058 702 1563 Adj. Force 389 2205 023 865 790 1500 790 865 765 065 RAI 1580 %of flues 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Fin Diaphragm 189 1070 399 420 383 767 383 420 371 420 383 767 Transferee Force: 0 411 0 411 0 0 0 382 0 382 0 0 ones from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Se.mie 389 2616 823 1277 790 1580 790 1247 765 1247 290 1580 Wind (lb) 109 615 230 241 220 441 220 241 213 241 220 441 Adj. Farce 110 622 232 244 223 445 223 244 216 244 223 445 %of total 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Total Wind 110 738 232 360 223 445 223 352 216 352 223 445 Sheer Well 5 14 transferred 4.8 5.5 fs, 5.5 4.8 transferred 4.8 5.5 Bw Aspect Raeo 1 0.97 (L)1 Bad 'A' 1 0.84 2 -window 004 1 M1lie'A-a'al2m 1 0.84 2 -window PSW Mi. Co 1 0.72 IL12 S'I Lee 1 0.84 6.84 1 In 2 S'I Last 1 0.84 Sets Load (plf) 78 187 266 114 144 260 260 144 Wind Lead(pll) 21.9 52.7 75.0 40.5 40.5 73.3 73.3 40.5 Shear Well SW -1 SW -1 SW -1 SWA SW -1 SW -1 SW -1 SW -1 SW4 SIM -1 Uplift %Force en pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Wall Length (au 5 25 transferred 4.8 10.5 flw 10.5 4.8 transferred 4.8 10.5 flw Wall Height (R) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (fl) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 4 26 0 34 29 34 29 34 0 34 a 34 Wall Load(plg 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (pit) 126 225 108 261 238.5 261 2385 261 108 261 238.5 261 Sels.Uplift(Ibs) 385 0 - 1762 0 - 0 1713 - 1713 0 - WindUpllflObs) 0 0 49 0 0 33 33 0 Shear Plan: Eden Apartments Date: 4/24/2017 Location: 42 Unit Building 8 Shear (2) Shear Wall Allowable Leads (pin Selamic(kips) Wind (Id's) SBiemdc wind total lei frontAyck 2nd Floor 34.0 kips 38.5 9.6 SW -1 350 490 1st Floor 26.7 kips 39.4 10.8 SW -2 450 630 Basemen) 9.7 kips 36.6 10.1 SW3 585 819 LOedllen (L)Mach (L)1 Bed 'A' (L)Corr'A' (Ll2 e'Rise (L)28WM,d (L13B'A'a'RA' ILI2B'AA'Mi01L12.'-1 iein Corr B' (et 2 B'R'Left (R)28'R'Nid de)2B'A'8'AA' Front side Front .!do Front aide From side From Side Front skis Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ s.rd Mor Second nearn e Second floor second floor Si floor Nor or second floor none Sai floor Second poor seww mor Width 5 25 9 11.5 10.5 21 10.5 11.5 9 11.6 10.5 21 Depth 30 fib 70.5 58 58 50 58 58 65.5 58 58 58 Aree(agll) 150 850 317.25 333.5 304.5 609 304.5 333.5 294.75 333.5 304.5 609 Form Qb) 302 1713 639 672 614 1227 614 672 594 672 614 1227 Ad). Forts 305 1731 646 679 620 1240 820 679 600 679 620 1240 %of floor 1% 6% 2% 3% 2% 5% 2% 30A 2% 3% 2% 5% Fir. Diaphragm 148 840 0 330 301 602 301 330 0 330 301 802 Transfered Force: 0 323 0 323 0 0 0 300 0 300 0 0 .rtes from Upper 389 2616 0 1277 790 1580 790 1247 0 1247 790 1580 Total Seem. 706 4734 646 2301 1433 2866 1433 2252 600 2252 1433 2866 Wind jib) 123 695 260 273 249 498 249 273 241 273 249 498 Ad. Force 124 703 262 276 252 503 252 276 244 276 252 503 %of Rated 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Total Wind 231 1572 262 767 474 949 474 749 2" 749 474 949 Sheer Wall 5 14 transferred 4.8 5.5 ftw 5.5 4.8 transferred 4.8 5.5 ftw Aapecl Reno 1 0.97 (L)1 Bed 'A' 1 0.84 2-window(3) 0.84 1 (L) 2 B'AB aught 1 0.84 2-window(3) PSW Ad. Co 1 0.72 (L)x B'I Lee 1 0.64 0.84 1 pu 20'A'Left 1 0.84 Sala Load (pill 141 338 j'. 489j`;e_-s 261 261 261 Wind Leatl(pin 46.7 112.3 159.8 86.3 86.3 156.1 156.1 66.3 Sheer Well SW -1 SW -3 SW -3 SW -2 SWR Si SW3 SW -3 SW -2 SW -2 Uplift %Forte on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Well Length (ft) 5 25 transferred 4.8 10.5 fire, 10.5 4.8 tmnsferi 4.8 10.5 8w Wall Height (h) 9 9 9 9 9 9 9 9 9 9 9 9 Ft. Span (ft) 2 2 2 2 2 2 2 2 2 2 2 2 Roof Span(ft) 4 26 0 m 29 3d 29 34 0 34 29 34 Wall Lead (pin 380 380 380 380 380 380 360 360 380 380 380 380. Total OL (pin 261 360 243 396 373.5 396 373.5 396 243 396 373.5 396 Sele.Upllfl(Ibs) 618 0 - 3369 0 - 0 3272 - 3272 0 - WlndUplift(Ibs) 0 0 - 487 0 - 0 455 - 455 0 CS16X42" N/A MST48 N/A N7A MST48 MST48 N/A 8 Shear (2) Plan: Eden Apartments 100% WO% 100% 100% IW% 100% 100% 100% IM 100% Data 4/24/2017 5 25 Iransfened 43 10.5 fhx 10.5 4.8 lrsrmfened 4.0 10.5 Location: 42 Unit Building 9 9 9 9 9 9 9 9 9 9 9 9 Fbor Span (fl) 4 4 4 Shear Wall Allowable Leads (pit 4 4 4 4 4 4 Selsmlc(klps) Wind (kip) 4 seismic wind 34 29 34 29 34 0 late l 29 leNflght hontlback 580 Sun 560 580 580 580 500 580'. 2nd Floor 34.0 kips 38.5 9.6 SW -1 350 490 531 SOBS 531 508.5 531 151 Fear 26.7 kips 39A 10.8 SW -2 450 630 3725 0 - 0 3612 Basement 9.7 kips 38.8 10.1 SW3 505 819 881 0 - 0 832 Location (L)Mech (L)1 Bed 'A' (L)Corr 'A' (L12e'A'LM ILl2B'A'Nid IL128'A'e'AA' IL126'AA'Mid (U29'A-R'm9M COM'S' (R)SB'A'LAA (R)28'A'Mld dh20'A'a'AR' NIA Front side Front side Frani side F.tslde Fronlside Front aide Front side Front side Front side Front side FrOnteide Front side Floor 0 0 0 0 0 0 0 0 0 0 0 0 Lines Upcal both floors both floors none both firms both Odors both floors with floors bothffl. none both Mors both floors both floors Width 5 25 9 11.5 10.5 21 10.5 11.5 9 11.5 10.5 21 Depth 30 66 70.5 58 58 58 58 56 65.5 58 58 58 Mea (,ft) 150 850 311.25 333.5 304.5 609 304.5 333.5 294.75 333.5 304.5 609 F.. (b) 110 623 232 244 223 4413 223 244 218 244 223 446 Adj. Force 110 623 232 244 223 446 223 244 216 244 223 446 %of floor 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 Face: 0 117 0 117 0 0 0 109 0 109 0 0 orces from Upper 706 4734 0 23M 1433 2888 1433 2252 0 2252 1433 2866 Total Seismic 816 5477 234 2666 1657 3314 1657 2606 217 2606 1657 3314 Wind ib) 114 645 241 253 231 462 231 253 224 253 231 462 Adj. Face 114 645 241 253 231 462 231 253 224 253 231 462 %oftowl 1% 6% 2% 3% 2% 5% 2% 3% 2% 3% 2% 5% Toted Wind 351 2359 241 1149 713 1427 713 1123 224 1123 713 1427 Shear Wall 5 14 transferred 4.8 5.5 Nw 5.5 4.8 heartened 4.0 5.5 Rw Aspect pee. 1 0.97 (L)1 Bad 'A' 1 0.64 2-windoW(5) 0.86 1 I112B'AR'RIBN 1 OA4 2-windoed(5) PSW MI. Ca 1 0.72 ILI25W Lan 1 0.84 0.84 1 as 2 B'A'Lee 1 0,84 Sels Lead plf) 163 �:,. 391 E ;Smi 301 301 301 Wind Lead(plll 703 168.5 239.5 129.7 129.7 234.0 234.0 129.7 Shear Wall SW -1 SWa SW -3 SW -2 SW -2 SW -2 SW -3 SW.3 SW -2 a.S %Force on pier 100% 100% WO% 100% 100% IW% 100% 100% 100% IM 100% 100% Wall Length(ft) 5 25 Iransfened 43 10.5 fhx 10.5 4.8 lrsrmfened 4.0 10.5 ft Well Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Fbor Span (fl) 4 4 4 4 4 4 4 4 4 4 4 4 Real Span (ft) 4 26 0 34 29 34 29 34 0 M 29 34 Wall Lead (pill 580 Sun 560 580 580 580 500 580'. 580 .580 58) 580 Tolat DL (phi 396 495 378 531 SOBS 531 508.5 531 376 531 500.5 531 Sela.UMA(lba) 479 a - 3725 0 - 0 3612 - 3612 0 Wind Uplift (Ibs) 0 0 881 0 - 0 832 - 832 0 - LSTHD8 NIA HTT5 NIA NIA NIA HTT5 NIA HITS NIA NIA 9 Shear (3) RHn'. Eeen apmmenu Dale: 104.17 Laa4[n: az unll&W, wad Lae m( ae3 1 SHEAR WALL SELECTRIN 3VAI 3`A F SM1ear Wel Cepul: $eiaml[BVnpIM1 (BNS F4pe No' (In O.<.( a FINN Nal, on c.( 13 Selzml[F3 1.51 Wnd FS S.SE ,cft MTIO A R[Ib: % F PopM1A[Fecl eti[: Wght p3% CONNECTORS Imamm- Sel[mlc: Vine: 0 o FcrraTmauNr WaLLwIM: 1t13 B S'AAI(R) E B'A' & AAU B'AA' E3 B'B'U R9A' B'A' 3N lk-Fttnl E Back 3-WWOOW FORCE TRANSFER WALL 10 I AWintlaw Fi V Pan. Eden Aoe FmFm4 Date. 4Q. Detailed 4 2 unn eundlna $eiemk SVen01a�1NA� Ebeo Neililq pnd.a) flee Ne FS Onoc.) Wind F Fa vane Fa ASPECT RATIO Lan Aepe4 Rab: Cannel bpea R.A REN,.. Reb: Bab FS: x 6 V& •6A am Floor 2 WRNOOW FORCE TRANSFER WDLL 22WInCOWFTW(2) 74 � wFoalo El"I lead 22WInCOWFTW(2) Feel Eaen O.panmenh oem: emrzon Lounkm'. aR One Bail Se mss Skma, M1 la' 450 m 5 EN. Neit,(.a A,) 3 FINd Nal lT oAj 13 v Seismic FS 1.28 .rN IS SAt 2 5 ASPECT RATIC, LeflApnR SS°A Cen4910.lalatip: % RgM1t AaGatleRetio: sll SS% CONNECTORS I.— Seizmic: O Wino: 0 F—Traneler WaYLeatlen: S.. ILl3S'KS'A*IED3B'A'bA B'AA&2B Bin S'S$&'A' 2nd Flea Back 9'WINBOW FORCE TRANSFER WALL 2-Wn00W FTW (3) 7 STAN M Be.. 2-Wn00W FTW (3) plen Eden Azilmanu No 404017 Lmlkn: 42 U,A 8ollimg sell seene,di"1): Edge NAON(in oz) FIM Ne4lry1in OG.) 9elamlc F9 WOd i4 ASPECT SAM L., NOw Rab: Caning Meed FI RigM1 AAAAA.Wo swe is: I., Selcmlc: WmE: 0 28'S'49R 2nd Floor AWN DOW FORCE TRANS FE R WA LL 8"' Welk BWQ—>•Edge NaleM II' Fleq Nei6q Te-0w.n: .eIl3 A., 0916—Neta 0dl9GnnW Sole 19'BOtle®33'O C. sa: wd N491. 2 -Wine. FTW(4) Pa. Eden RAmMtenle Date: 4S4Ml? Lctaten 4211nit Gulling lain Seleml<S.Rm"1 a30 m 5.5 .,...'ea'In e.c.l ] I Fiaid Nat.,,. eCj 12 J Selamic IS 1.11 ]Wnd IS >61 2'S ASPECT RATIO Len ARat SSN%A Centralalb: RI ".dNo W% CONNECTORS 1. mstac: 0 .. 0 fc—Tm nater M. Lrcalkn: (L125'A' A' -T4R12 B 6'A F12 8 A S 2 8'B'12 B'BR6'A' 1et Flap F.16 Bed 2 -WIN DOW FORCE TRANSFER WALL Snear Welk,—TEfpe �6 37 105 LSI.—Naih t. CmnAte Bae,: 10'BMe@R'O.L. SWdm ha Seale ol !105 4H wind A Snear Welk,—TEfpe Neli- aM 12'FiaN NaiNp ..W: LSI.—Naih t. CmnAte Bae,: 10'BMe@R'O.L. SWdm ha Seale 2-WBLOW FT (5) Poo. Eaea Apenmema Dela: atn Lorauon a2s Unuonsouia siaMc Steals (itft E6geN Bia)In—) ,..d It iia �1n 4.4I Se18mIC FS YAM IS ASPECT MTIO L.n Aaua tW G.Fal M" Ratio: PgMH tRatio: F'r("I) Stud F6: S B' B' B'BR' M1t Floor LWINOOW FORCE TRANSFER WALL 155 659 i 40 11 JW 1f641e All UnItS S, 11 -l— n4L 6i1 unlass 50evlllee 846 S 49 d 659 JJ * m. 2.6 Zv At SeieMG: 0 WM: C m Bear WeA: SWJ—Y E4pe NeAly enE IY Flep Nei6ng names: CE E; strap¢: CB18—Nalq lafmneU Sona: Y BOR®aro.c. S.I.: .6 slMs 15 sm-[c' WIM: 11 2-WIncoW FTW (6) Plan: Eden npaNnenls Date: 444RO17 Location: 42 UMt BuNin9 LEFT AND RIGHT Wind Loading Calculations using Main WlndforceAeslsting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphrem Buildings Risk Category II Table is-1 Wind speed 115 Figure 26. S1 A-B or Ex sure C..ago D Section 26.7 Led upper floor 0.50 US ..in floor 0.50 Real Height 9.67 Mean root Height 40.8 Truss Span 58 Roof Slops 4/12 Roof Anglaftil 18.40 Sine 0.3156 Lower Truss Span 58 Lower roof Slope 4/12 Lower roof Angle(de0) 10.40 Sine 0.3156 Load comNnation facmr 0.6 (ASCE 7-102A.1) Upper floor. p„ 30.4 Table 27.6-1 Upper Mom, P. 30.0 Table 27.6-1 Main flwm, pa 30.0 Main flaw, Pa 29.5 Basemen door, P. 29.5 Basement floor, Po 28.3 Upper Floor (pap Relative positioning Net Pressure 18.1 wiodwaN 11.2 Lefl 9.9 Leeward 6.9 Right 9.9 Main Floor (pan Net Pressure 17.8 Windward! 11.0 Lefl 9.7 LeewaM 6.6 kghl 9.7 Basement Floor (pan Net Pressure 17.3 Wlndwan 10.6 Left 9.6 LeewaM 6.7 Right 9.6 Roof (pap Zone Zons2 Exposure MI. Fodor L000 Load Case 1 -15.5 -12.5 Load Case 5.4 5.5 Lower Roof(psn Load Casal -13.7 -11.0 Load Coca 5.4 SC Roof Load Roof Height Length Mae (ft) Hodzonlat Force Obs) 9.67 219.0 1725.0 10699 Lower Roof Load Low Roof Height Upper Length Lower Hi Low Roof Length(ftl Nea(ft°) Hodtontal Force(Ibs) 9.7 219 219 a OA '. 0.0 gni fneyhp ryelanl Wall Lead Basement 9 tat floor 10 2nd floor 10 ftr force fibs) fts to.dt,l ft2 force tilos) windward 1971 20923.0 2190 24120.3 2190 24486.9 Leeward 1971 13265.9 2190 149MA 2190 15109.3 2nd Floor Diaphragm Shear Total Shear(Ibs) 38537 Right Well Length 0 Left Wali Lergth 0 1st Floor Diaphragm Shear Tolel Shear(IU) 77918 Right Wall Length 0 Left Wall Lmym 0 Steamier Diaphragm Shear Total Shear(Iba) 1145M Right Wall Length 0 Left Wall Lengm 0 Base Wind Shear 131649 Hurricane Ties Factors of Safety Uplift Obs) Hl H2.5 Roof(per Wss) 280.6 2.03 2.08 Lownuf(perti - - - Lateral (Ibs) Al H2.5 Roof(per Wsc) to 556.62 290.72 Low mot fper most 0.0 - - 16 Wind (Left and Right Loading) Plan: Eden rwemeema Date: 4n4n61? Loration:421RaBend'in9 FRONT AND BAC Wind Loading Calculations using Main WindforceResisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Dlaphmm Buildings Risk Category II Table 1.5-1 Wind Speed its Figure 26.5-1 A43 orC Exposure Category C Sedon 263 LB upper hoar 200 143 main floor 2.00 Real Height 9.67 Mean root Height 41.8 Trus. Span 58 Raaf Slope 4112 Roof Angle(deg) 18.40 She =0.3156 Lower Truss Span 58 Lower roof Slope 4112 Laer.,.fAnglehdeg7 18.40 she =0.3156 Load combination taco 0.6 (ASCE 7.102A.1) Upperflea, on 26.3 Table 274-1 Upper floor, po 25.8 Table 27.6-1 Main hoar, on 25.8 Mein floor. P. 25.3 Basement icor, pn 25.3 Basement hcor, pe 24.3 Upper Floor (psQ Relative positioning Net Pressure 15.6 Wneward 11.4 Leh 10.1 Leeward 4.3 Right 10.1 Main Floor (psQ Net Pressure 15.4 Wnd.M 11.2 Left 9.9 L..W 4.2 Right 9.9 Basement Floor(psQ Net Pressure 14.8 WndwaN 10.8 Left 9.7 Leeward 4.1 Right 9.7 Roof (pan Zone 1 Zone 2 Exposure MI. Facia 1.oW Lead Cese 1 -15.6 -125 Load Cese2 5.4 -5.5 Lower Roof(peQ Lead Corset -13.7 -11.0 Load Case2 5.4 -5.0 Roof Load Roof Hegot Length Aroe(ft') Horizontal Force (B) 9.67 70.00 3]8.666666) 4123 Lower Roof Load Lower Roof Height Upper Length Lower length Law Roof Lergth(ft) Area (R°1 Honzonol Forw (lest 9.7 70 70 0 0 0.0 (height) (height) (height) Wall Load Basement 9 1.1 Door 10 2nd floor 10 h' far. (too) ft, to= lost :E to. (to.) Windward 630 6796.0 700 7817.0 700 7965.1 Leeward 630 2586.5 700 2928.7 700 2983.8 2nd Floor Diaphragm Shear Total She., (be) 9597 Front Well Length o Back Wall Length 0 tat Floor Diaphragm Shear Total Shear(Ibs) 20444 Front Wall Length o Back Wall Length 0 Basement Diaphragm Shear Total Shear(Ibs) 30509 Front Wall Length o Beck Well Length o Base Wind Shear 35200 Hurricane Ties Factor. of Safety Uplift (lba) H1 H2.5 Roof (Par buss) 292.4 2.00 205 Lau roof(per Wee) - - - Lateral (tbs) H1 H2.5 Reof(per bass) 58.9 13.33 6.96 Low met (Far yes) 0.0 - - 17 Wind (Front and Back Loading) Plan: Eden ApolmenLs Date: 424/2017 LoceOon: 42 Unit Building R`crsnL L6A Morrsnc 1.82 {orient'. 1.11 ant t S� -en[ 125 1 BED 'N 1 BED B. 1 BED 'C 2 BED'A (1) 2 BED 'A (2) JOIST SPECIFICATION Truss Joists Truss Joists Tmss Joists Truss Joists Truss Joists Joist Type: Til Til Til TJI TJI Joist Series: 210 210 210 210 210 Joist Depth (S): 11.88 11.88 11.88 11 88 11.88 Joist Span (fl): 13 12.5 16 12 165 Joist Spacing (In} 19.2 19? 19.2 19.2 16 LOAD PARAMETERS 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) 28 2.8 2.8 2.8 2.8 Joist Loading(pit) 107 iW 107 107 89 Max Reaction (li 694 668 854 641 738 Max Moment (8-Ib1 2256 2086 3418 1922 3045 JOIST DETERMINATION Max Moment 100% (ft-lb) 3795 3795 3795 3795 3795 Moment FS 1.60 1.82 1.11 1.97 1.25 Max Shear 100% (1b) 1655 1655 1655 1655 1655 Shear FS 2.30 2A8 1.94 2.58 2.24 Bearing Rei (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 0.65 LL Deflection FS 2.80 3.11 1.59 3.46 1.75 Total Load Deflection Limit 240 240 240 240 240 Total Load Deflection (in) 0.26 0.22 0.56 0.19 0.63 Allowable Total Load Deflection (in) 0.65 0.63 0.80 0.60 0.83 TL Deflection FS 2.52 239 1A3 3.11 1.56 1 3/4' All.ble Reaction (Ib) 1005 1005 1005 1005 1005 312' Allowable Reaction (lb) 140 1460 1460 1460 1480 18 Joists Plan: Eden Apartments Date: 412412017 JOIST SPECIFICATION 2 BED 'B'(1) Truss Joisls 2BED 'B'(2) These Joists Joist Type: Til Till Joist Series: 210 210 Joist Depth (ft): 11.88 11.88 Joist Span (ft): 17.5 13 Joist Spacing (in): 16 19.2 LOAD PARAMETERS Floor Dead Load 25 25 Floor Live Load 40 40 Total Floor Load 65 65 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (pit) 2.8 2.8 Joist Loading (pit) 89 107 Max Reaction (lb) 783 694 Max Moment (ft -lb) 3425 2256 JOIST DETERMINATION Max Moment 100% (ft -Ib) 3795 3795 Moment FS 1.11 1.68 Max Shear 100%(Ib) 1655 1655 Shear FS 2.11 2.38 Bearing Required (in; 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.39 0.15 Allowable Live Load Deflection (in) 0.58 0.43 LL Deflection FS 1.48 2.80 Total Lead Deflection Limit 240 240 Total Lead Deflection (In) 0.66 0.26 Allowable Total Load Deflection (in; 0.88 0.65 TL Deflection FS 1.32 2.52 1 314" Allowable Reaction (lb; 1005 1005 3 1/2" Allowable Reaction (lb: 1460 1460 19 Joists (2) Plan: Eden Apartments Date: 4/24/2017 Location: 42 Unit Building 20 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 R8-2 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 FB -3 Sawn (2) 2X10' DF #2 RB -4 Sawn (2) 2X10's DF #2 FB -4 Sawn (2) 2X8's DF #2 RB -5 Sawn (2) M's DF #2 FB -5 Sawn (2) 2X10' DF #2 RB -6 LVL (2) 7 1/4" 2.0E 2600 Fb FB -6 Sawn (2) 2X10' DF#2 RB -7 LVL (2) 7 1/4" 2.0E 2600 Fb FB -7 Sawn (3) 2X10' DF #2 RB -8 Sawn (2) 2X8's DF #2 FB -8 LVL (2) 117/8" 2.0E 2600 Fb RB -9 Sawn (3) 2X10's DF #2 FB -9 LVL (2) 117/8" 2.0E 2600 Fb RB -10 LVL (2) 91/2" 2.0E 2600 Fb FBA 0Sawn (2) 2X6's DF #2 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 FBA 1 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 -15 Sawn (2) M's DF #2 FB -23 Sawn (2) 2X6's DF #2 FB -16 LVL (2) 11 1/4" 2.0E 2600 Fb FB -24 Sawn (2) 2X12' DF #2 FB -17 LVL (2) 117/8" 2.0E 2600 Fb FB -18 LVL (2) 117/8" 2.0E 2600 Fb 20 Schedule L Pan: Eden Adam -ft Des: 4n1M0v 21 Beams 13 ARBA Mi-Rl 1.17 Merlanr. l: Mo+.art 130 Sh6o-4.H MananL l le 1 - a,I 1- . s A Nene RB -2 RBd RBS RBS RBE 0.B, RBd RBA RB -105¢ Grade Sawn LVL Nein Sean Sawn LVL LVL Seem S¢wn LVL LOADING PARAMETERS F. LM Leatl(eR 40 dC e0 IO 40 IO 40 40 e0 ea Faw Fold Lead(pel) da 35 65 85 65 05 0 55 55 fi5 Red. L -I Dian 35 35 35 35 35 35 35 35 35 35 Rmllad Leatl(pefl 50 50 Sa 5p 50 50 5a Sa 50 50 W¢O Filed midi ]0 $a 211 M 20 PO 211 $0 20 20 BEAM SPECIFICATIONS Beam 3pen(it) 5 5 S 5 3 T S S 13.5 9 Beam Wel9M(ON) 03] 736 833 555 3.15 736 IN 435 033 9.69 BEAM UUM Beam Depoi (In) 9.35 735 935 915 S35 7.25 T35 715 8]5 9.5 team LWNAVei9AI 1.5 3.5 4.5 3 3 33 3.5 ] 1,5 3.5 UNIFORM LOADING FMw3m.In) 0 0 0 0 0 0 0 0 0 0 Pont Span g) f0 5 3d 29 C 3g 44 13 9 29 Wall Nestle IN 0 5 3 5 10 O 0 0 0 0 Tolal Uniform Flm Lead FM 0 0 0 0 0 0 0 0 0 0 To. Lhre Fkar Load Oil) 0 0 0 0 0 0 0 0 0 0 TaWks ime Pml LOY(p0j 250 125 8°A 725 103 eW IIN 325 225 725 Tom: i Krol lead OW 175 87.5 us 5013 70 6:M1 770 2273 157.5 407S aUnilpm Wed Lead (IN 0 ICO N 100 230 0 0 0 0 0 PAPTALLY UNIFORM LOADING PeNddy Unilpm Lead l Rat _ _ _ Is"WaggAt(IN 0 21 0 0 0 0 0 0 0 0 Isi Panl(X) 0 0 0 0 0 0 0 0 0 0 fEnd Pd. (ft) 0 2S 0 0 0 0 0 0 0 0 I Toodly PiUntlwm Lead(pii 0 525 0 0 0 0 0 0 0 0 PoNedy Undord Load 2 _ _ 2SpervHr9M1r (fl) 0 0 p 0 0 0 a 0 1. 23184pMM(0) 0 0 0 0 0 0 0 00 0 2End POIn1(it) 0 0 0 0 0 0 0 0 0 0 2 Total Pi UnBarin Lead (A 0 0 0 0 0 0 0 0 0 0 2 IDW Live Papally UnOpm Lw+d 0 0 0 0 0 0 O 0 0 O Femialy Untlmm Lead 3 3SpaMlegM1r (fl) 0 0 0 0 0 0 O 0 0 0 ]Stan Point (fl) 0 0 0 0 0 0 O 0 0 0 3End Point(4) 0 0 0 0 0 0 0 0 0 0 3 Total Paid My i Load (plll 0 0 0 0 0 0 0 0 0 p 3 Told i PiUNf- LOM 0 0 0 0 0 0 0 0 0 0 POINTLOA0.4 Pall Lead Real Roof 1 Lmaon(fl) 1.5 2.5 0 0 0 0 0 0 0 0 1Tdd Load(IS) 3520 3939 0 0 0 0 It 0 0 0 PanILnMR 2L"'.(0) 0 0 0 0 0 a 0 0 0 0 2TOW Lead(1, 0 0 0 0 0 a 0 0 0 0 Point ed 9 _ 3 Lamlion(0) 0 O 0 o a a 0 0 0 0 3T -Wig, 0 0 0 o a a 0 o O a TAPERED LARDS T.Oered Lead S`WW Panl(it) a 0 0 0 0 O 0 0 O o Upgrade led Ending Fail (it) C 0 0 0 0 0 0 0 0 0 Tapxed Lod el Sun(pF) a 0 0 0 o a 0 0 O o Ta Lew elEM a 0 0 0 0 0 0 0 O 0 REACTIMNBOMOMENT Dam on noraead 1 1 1 1 1 1 1 1 1 1 Left Remain on) 999 3,33 2755 2076 455 3176 M. ON 1575 33M Rem Remain Im 3821 2183 27% 2076 455 3176 W. ON 1575 33M Md. Momem is"m 1930 6070 1132 2595 341 5556 49N 1482 5315 74M M -She (@) 3821 3,33 2755 N76 455 3176 33: 985 1575 33M 1.03 103 tL0 i.a0 1.GO 1 W t.CO 1m 1qo G 1A 1.Go 120 1.10 1,40 1.M 1M 120 L30 100 Amsn°) 41.83 N. 41.63 27.75 15.75 2530 25.38 2175 41.83 33.2$ Moment d liens Ilio) 297 111 297 tea 38 lit 111 95 39] 250 Login- sending 3aing;d ) Mt 2376 773 720 297 2175 19W 817 PN 1695 a."d..In93.04) 1090 210, 1ON 983 12W 2184 2784 1090 low 26G Zoom soanom Obi 5775711a 5775 3529 1447 7115 7115 2365 5775 11775 MOMENT FS 2,99 1.17 1.40 130 4.24 ISS 1.13 U. 1.0 130 AMwaek 31rer... (allIN 285 180 160 1W 285 285 150 180 205 Matlu mm SMe'Faing (p) 4995 4821 4995 3330 1083 4021 4821 2610 4995 018 SHEARFS 1.31 laid 1.01 late 4.18 1.52 1.41 2.M 3.17 191 Borrel Rponed210 131 1.51 171 0.37 131 1.21 OBt ON 1.26 Elerrt MMd.Odi) 1.6W.M0 2.[NON 1.600.000 I.BW.WO 1.60]." 2.CN0OO 2.000.00 1'... 1.600000 2.000OW L. Lead Defleaun On) 0.01 a.10 0.01 0.02 0.00 015 010 IF. 0.25 OAS IM Lead DeflecWn Limit AN 380 360 NO NO 30 No Sea 380 360 AAawam Ltra Led DeMCWn(in) 0.17 010 0.20 0.17 0.10 033 0.20 020 0.45 0.30 LNE LOAD DEFLECTNIN FS 13.52 2A3 SA2 732 ..Is 1.31 IN AM 1.80 I.9B le:Lead 0a lial. On) M. 0.02 016 Dad 004 0.01 0320,15 Oea 0.37 032 1.I Lead Unit 240 240 240 210 240 240 240 340 240 240 AEawi Taal Lead Dealemi Qn) 0.25 am 0311 035 DAIS 085 ON 030 ON OA5 TOTAL LOAD DEFLECTOR FS tlpa 1,93 53] 6A1 IS.Y 1.32 Z. 4.71 1.82 205 SELECTION Scam i Sawn 5wm Sawn LN. LVL earn Swm LVL (3)2X108 (2)7114' (3)2X101 (2)2X108 (2)2X6'¢ (2)7114' (2)7111' (2)2X81 (3)2X1tl¢ (2)91/! 21 Beams Total Live Floor Wed(p0) Total Uniform Roof Load (pin Total Lice Roof Load (pit) Tocol Uniform Wall Load (pit) PARTIALLY UNIFORM LOADING Partially Uniform Load 1 1 Sp n Height (ft) 1 Stad PGnt(ft) I End Point (ft) 1 ToMOy Partially Uniform Load(FT Partially Uniform Load 2 2 Speno-eight(R) 2 Sort Point (ft) 2 End Point(ft) 2 Tocol Partially Uniform Load (Pit) 2 Total LIPo Partially Uniform Load IF PaNally Uniform Load 3 3 Sp rVI eght hD 3 Start Point(ft) 3 End Point (ft) 3 Total Partially Uniform Load (pit) 3 Total live Partially Uniform Wad (IF POINT LOADS Point Wed 1 1 Location hit 1 TOIad Load ob) Point Load 2 2 Local (ft) 2 Total Load gb) Point Wad 3 3 Location (it) 3 Tonal Wad (Ib) TAPERED LOADS Tapered Load Sta ong Point (ft) Tapered Load Ending Point (ft) Tapered Load at Start (pit) Tapered Lord at End fo01 Duration Increase Left Reaction Ob) Rohl Reaction (lb) Max Moment (L ft) Max Shear (Ib) Cti Cr Am. (iris) Moment of India I (In 1 Maximum pending SVes6 (Ib -ft) Allowable Bending SVeae(lbfi) Allowable Moment ([itft) MOMENT FS Allowable Shear Stress (psi) Mardi Shear Capacity (Ib) SHEAR FS Bearing ReOuired Elastic Modulus (psi) Live Load Defection (in) LNe Load Deflection Limit Allowable Live Wad Deflection On) Total Load Deflection(in) Total Wad Deflection Limit Allowable Tolel Load Defection (in) TOTAL LOAD DEFLECTION FS SELECTION 0 900 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4093 4093 9210 4093 1.W 1.W 33.25 250 2099 2884 11775 1.28 205 6318 1.54 1.56 2.000,000 0.19 300 0.30 1.60 0.27 240 0.45 1.66 LN (2) 918' 0 300 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g D 0 0 1 1065 1065 1364 1065 1.00 1.20 21.75 95 851 1080 2365 1.27 180 2610 2.45 0.88 1,800,000 0.08 360 0.23 3.10 0.11 240 0.35 3.21 Sawn (2) 2X8'6 22 Beams (2) Plan: Eden Apartments Date: 48412017 Location: 42 Unit Building LVL(2)918" Be. (2)2X3'e MamanL 123Men snt 127 Name RB -11 RB -12 Goods LVL Sawn LOADING PARAMETERS Floor Uve Load (pan 40 40 Floor Total Load (pan 65 65 Roof Il Load (p]) 35 35 Roof Total Load pd) 50 50 Wall Load(psn 20 20 BEAM SPECIFICATIONS Beam Span IS) 9 7 Beam WrigM(pin 9.64 4.35 BEAM SIZING Beam Depth ON 9.5 7.25 Beam WdMMaight 3.5 3 UNIFORM LOADING Floor Span in) 0 0 Roof Span(R) 36 12 Wall Hemhl lot 0 0 Total Live Floor Wed(p0) Total Uniform Roof Load (pin Total Lice Roof Load (pit) Tocol Uniform Wall Load (pit) PARTIALLY UNIFORM LOADING Partially Uniform Load 1 1 Sp n Height (ft) 1 Stad PGnt(ft) I End Point (ft) 1 ToMOy Partially Uniform Load(FT Partially Uniform Load 2 2 Speno-eight(R) 2 Sort Point (ft) 2 End Point(ft) 2 Tocol Partially Uniform Load (Pit) 2 Total LIPo Partially Uniform Load IF PaNally Uniform Load 3 3 Sp rVI eght hD 3 Start Point(ft) 3 End Point (ft) 3 Total Partially Uniform Load (pit) 3 Total live Partially Uniform Wad (IF POINT LOADS Point Wed 1 1 Location hit 1 TOIad Load ob) Point Load 2 2 Local (ft) 2 Total Load gb) Point Wad 3 3 Location (it) 3 Tonal Wad (Ib) TAPERED LOADS Tapered Load Sta ong Point (ft) Tapered Load Ending Point (ft) Tapered Load at Start (pit) Tapered Lord at End fo01 Duration Increase Left Reaction Ob) Rohl Reaction (lb) Max Moment (L ft) Max Shear (Ib) Cti Cr Am. (iris) Moment of India I (In 1 Maximum pending SVes6 (Ib -ft) Allowable Bending SVeae(lbfi) Allowable Moment ([itft) MOMENT FS Allowable Shear Stress (psi) Mardi Shear Capacity (Ib) SHEAR FS Bearing ReOuired Elastic Modulus (psi) Live Load Defection (in) LNe Load Deflection Limit Allowable Live Wad Deflection On) Total Load Deflection(in) Total Wad Deflection Limit Allowable Tolel Load Defection (in) TOTAL LOAD DEFLECTION FS SELECTION 0 900 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4093 4093 9210 4093 1.W 1.W 33.25 250 2099 2884 11775 1.28 205 6318 1.54 1.56 2.000,000 0.19 300 0.30 1.60 0.27 240 0.45 1.66 LN (2) 918' 0 300 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g D 0 0 1 1065 1065 1364 1065 1.00 1.20 21.75 95 851 1080 2365 1.27 180 2610 2.45 0.88 1,800,000 0.08 360 0.23 3.10 0.11 240 0.35 3.21 Sawn (2) 2X8'6 22 Beams (2) 23 BS ... (3) Plan: Eden ApeMgnte Date ..40011 Loram: 42 Unp GROW Sam Gal x1a'e Sarin (2) UPI, Sam (2)2xt0•s Sawn (2)2x8Y Be- P)2x1a•s Sam 1212X10'9 Sawn p12x1Ps LUL(2)111W WL (2)11 IN' Sawn (2)zx6•e M-1241 61-r. L, 11 _xnL 1s1 _ IIJ 61.'', 1E lk-1 1 A MvnenT I. TI -a, i Y.'- Inn SS-I.II Nana FB -0 F&2 FB4 F84 FB -5 FS -6 FS -7 FBS FBA FO -10 Ore. Sam Sewn Sawn Sewn Sawn Sewn Sawn LVL LK Sewn LOADING PARAAIETERS Flew Lb LeM(oaR a0 40 40 40 40 a0 40 40 40 40 Flex 1.1 Lead(psR 65 IS 65 AS N 65 65 fi5 65 fi5 Rwl Live LaM(pal 35 35 35 35 35 15 35 55 35 35 Rml Total Load 0.1) 50 50 50 50 50 50 50 50 50 50 .all Lead ano p 20 20 20 20 20 2C p p 20 BEAM SPECIFICATIONS Beam Spen(8) 6 3 T 10 4 6 13.5 BS 11 S Sena WegM(NO 555 3.15 555 435 555 555 063 1306 12w 3.15 BEAM 5121X0 Beam 0ep01 GO 9.25 535 935 ]18 8.25 9.25 8.25 11.88 11.08 b38 Beam WN1aNleMM 3 S 3 J 3 3 4.5 3.5 3.5 3 UNIFORM LOADING Fk4r 5pen(XI 4 d 6 5 17 17 5 24 24 '. 33' Need SWn@I 0 0 0 0 0 0 0 0 0 0 Well He M1I8 9 9 B 0 9 9 0 0 0 0 Taw] Unianl FbM Lead(pa, 130 130 195 1625 55?5 55?5 1-02.5 1. ]BO 10725 TOM, L'rve Fbv Lwtl(P01 W SO 120 1W UP M 1 G 480 480 860 Total Unit.. RM Lml ORD 0 0 0 0 0 0 0 0 0 0 Told Live RW "d DAD 0 0 0 0 0 0 a 0 0 0 TWO Untlaln Wall Lead GO 180 180 NO 0 IN IN a 0 0 0 PARTIALLY UNIFORM LOADING PeNeR/ J,d-LOed 1 __ _ _ ISp.01BIG a a 0 0 0 0 a p 0 0 I I.1 Petra (ft) a a 0 0 0 0 a p o 0 IEM wart III) a a 0 0 0 0 a p 0 0 I Tonal, Penally Unnwn Lead(pd) 0 a o 0 0 0 a p o 0 Nudely Unnum lmdz _ _ -- _2Spe.6,1l(rt) 2 81.6,1d IS) a 0 0 0 0 0 0 0 0 0 2San acted IN) a 0 0 0 0 0 0 D 0 0 2End Pant (IT o o O 0 0 0 0 0 0 0 2 Total PaNa0y Unlbm Lead (w 0 0 a 0 0 0 0 a 0 0 2 Taal LW PaNaOy UNIon Lwtl 0 0 0 0 0 0 a p 0 0 Pwasly Unnun L.3 3swuMegm IN) 0 0 0 0 0 0 a 0 0 0 .Sart Paid (h) 0 0 0 0 0 0 a G 0 0 3End PdnyB) 0 0 0 0 0 0 a 0 0 0 J Total PaaaOF Undern--1(A 0 0 0 0 0 0 a 0 0 0 3 Tobi Live Panaly Unilaln Load 0 0 0 0 0 0 a 0 0 0 POUITLOA05 Pdnl Lead] 1 _ __ 1Ltteade(8) 0 0 0 0 0 0 a 0 0 0 ITaal Lewd(M) 0 0 0 0 0 0 0 0 0 0 Pant OM2 _ 2 Ltte0m(fl) 0 0 0 0 0 0 0 0 0 0 2TOW LM(Ib) 0 0 0 0 0 0 0 0 0 0 Pant LOW 3 3L..(A) 0 0 0 0 0 a 0 0 0 0 3TOW) Lind 06) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Lead Slaraq Pal OR a 0 0 0 0 0 p p 0 0 Tapered Lead Ending Pert (IR 0 0 0 0 0 a a 0 0 0 Tared Lead at San GIT a a 0 0 0 0 a p 0 0 Ta red Load at End Rq 0 0 0 0 a IT 0 0 REACTIONS& MOMENT Omabn I -a. 1 1 1 1 1 1 1 1 1 1 Len Read. Nd 917 470 1332 6L 1476 3214 1IN 3782 4358 1613 Naha Readon ab) SI] 470 1332 634 1476 2214 1153 3182 0355 1613 Mea Monm1068) X20 352 2331 2088 1476 W21 3891 SW lim 1210 Mea Slanew) &] 470 1332 834 1476 2214 1153 3782 4359 1813 C, 106 1.06 ICO 1.06 100 IAO IN 1.O0 1 O TO) C, 1.10 1A0 1.10 1w 1.10 1.10 IA LW 1 O 1.40 Area M9 27.75 1575 2].]5 21.75 2].]5 2]]5 4T&S 41.58 4158 15.75 Morten d Ineda l Dn) IN 38 1911 95 1N IN 237 An 489 N Metlmum Bedoe, S.QA) 398 30] BN 952 414 932 728 tp2 1746 loaf AMwabM Omdin95vans (aA) NO Raw BMJ top 990 NO 1. 2004 2601 12W Mawable Menem (11,11) 3538 1447 M29 2365 a. 35N 5]]5 17062 17542 H47 MOMENTFS 2.40 4.11 1.51 1.13 239 1.06 1.41 2.00 1}B 110 Mawable Sbwr S.. (0) 1 S tp Ip 1p 1. tp 180 285 22$ IN Maximum she., Cepeary(a) 3330 taw 3330 2610 31. 3330 4995 7000 TWO law SHEARFS 3.52 4.02 2w 3.13 226 ISO 4.33 210 1,81 1.17 Seen, R'.. 0.78 IN 1.W 0.69 121 1112 063 1.43 1,66 133 ElasdoMMulus(pd) 1.6X.063 1.906.000 1.600.00O "Naiad 1100.060 1,601 +ASI 20.(0.000 2.000,000 1.606.060 Live Load Deleton On) 0.01 OW 0.02 St. OA1 ON 018 0A9 0.16 002 Live Lead Ueledwn Umi1 Na 380 NO .E0 NO 3N NO add NO NO Mandate L.. Dalkelton and O.A 0.10 0.23 0.33 0.13 ON 045 11.32 037 0.10 LNE LOAD DEFLECTOR FS 2697 30.31 11.26 234 21.34 8]3 2.33 3.41 2S5 41B Total Load Oeflectan(n) ON ON 0.07 0.25 0.01 00] 027 0.16 0.27 0.03 Total Load OafleNan LMO No M0 240 240 NO NO 240 240 20 240 Al-ble Teal Load 0el%dm On) ON ads 0.35 OSI 0.20 Ow O. 0.4. 055 0.15 TOTAL LOAD DEFLECTION FS R.22 15.06 5.34 2.01 14.76 4.37 2.40 3.17 2.04 4.311 SELECTION Sawn a- Sawn Sawn Saw, Sawn Sean LVL LVL Sawn (2)2X1(0. (212X8. (2)2X10. 12)2X110 (212X109 (2)2XIOk (3)2XIVP (2)11]9' (2)117R' (2)2x8'9 23 BS ... (3) Plan: Eden Apartments Dale: 4242017 Lowson: 42 Unit Building OLE 5Is' x 18' SteaIW1Ox20 LVL(1)111W LVL(2)11]W Sam (2)2X8's LVL(2)111W LW(2)111R' LVL(2)11 Tit' 1dmem. 121 TLDe6acton L357 Sbeac 3.51 Sh,aar2H Shea,'. 1266 Sheard] Shea -416 Mumant 1.49 Name FS -11 FB.11 FO -12 FB.13 FB -15 FB46 FB.17 FB -18 Gmde GLB Steel LVL LVL Sawn LVL LVL I.M. LOADING PARAMETERS Floor Live Load Loo 40 40 40 40 40 100 40 40 Floor Total Load(pso S5 65 65 65 65 150 85 65 Roof Live Law (psU 35 35 35 35 35 35 35 35 Roof Total Load psU 50 SO 50 50 50 SO 50 50 Wall Load(psf) 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Seam Span IN) 19.5 19.5 4 ] 3 9 3.5 10.5 Beam Wei9M1t(plf) 22.42 28.00 5.06 1206 4.35 I1p2 12.06 12.06 BEAM SIZING Beam Depth (in) 10 10 11.88 11.88 7.25 11.25 11A8 Kid; Beam WmmM1Nagm 5.13 26 1.7 3.5 3 3.5 3.5 3.5 UNIFORM LOADING Floor Span(ft) 29 29 165 21 16 2 33 26 Roof Span(ft) 0 a 0 0 0 0 0 0 Wall Height In) 0 0 0 9 9 0 0 0 Total Uniform Floor Load golf) 942.5 942.5 536.25 682.5 520 150 1072.5 845 Total LNe Floor Load(p10 500 580 330 420 320 100 660 520 Total Uniform Roof Load (pm 0 0 0 0 0 0 a 0 Trust We Roof Load (pit) 0 0 0 0 0 0 0 0 Total Uniform Wall Load (pit) 0 0 0 180 180 0 0 0 PARTIALLY UNIFORM LOADING Pardi Unlfovn Load l - - .- - - Floor - Floor 1SpanRle,14 gg 0 a 0 0 0 15 0 5 I Slat Paint (NI a 0 0 0 0 0 0 8.5 1 End Point (B) a 0 a 0 0 4 0 10.5 1 Totally Partially Uniform Load fpm a 0 0 0 0 1125 0 82.5 Parially Wifann Load - - - - - _ _- _ 2SpenrHai9M(11) 0 0 0 0 0 0 0 0 25tan Point Oft) 0 0 0 0 0 0 0 0 2End Point LD 0 0 0 0 0 0 0 0 2 Total Partially Un loan Lead (pit) 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (1 0 0 0 0 0 0 0 0 Partially Unibml Load 3 - - ._ - 3 Soan,IHeiBbt (m 0 0 0 0 0 0 0 0 3Stan Point IN) 0 a 0 0 0 0 0 0 3 End Point (ft) 0 a 0 0 a 0 0 0 3 Total Parially U61. Load (on 0 a 0 0 0 0 0 0 3 Total Live Patalry Uniform Load IF 0 a 0 0 0 0 0 0 POINT LOADS Point Load - - ._ - _- - 1 Location (IT 0 0 0 0 a 0 0 0 1 TOO( Load (Ib) 0 0 0 0 0 0 0 0 Paint Load - - - _ - 2Location (f) 0 0 0 0 0 0 0 0 2 Total Load (lb) a 0 0 0 a 0 0 0 Paint Load - - .- 3 Location (ft) 0 0 0 0 0 0 0 0 3 Total Load (Ib) 0 0 0 0 a 0 0 0 TAPERED LOADS Tapered Load Stating Print III) 0 0 0 0 0 0 0 0 Tapered Load Ending Point 00 0 0 0 0 3 0 0 0 Tapered Load at Start fpm 0 0 0 0 675 0 0 0 Tapered Load at End (pit)0 0 0 0 8]5 0 0 0 MOMENT REACTIONS 8 MOMENT Duration Increase 1 1 1 1 1 1 1 1 Left Reaction (to) 9408 9443 1001 3061 2069 4228 1898 4531 Right Reachisi Ob) BUD 9443 1081 3061 2069 1728 1898 4794 Max Moment 01,T) 45863 48033 1084 5357 1552 6943 1659 11974 Max Shear (to) 9408 9443 1086 3001 2089 4226 1898 4794 C. TOO TOO 1.00 1.00 1.00 1.00 1.00 1,00 Cr TOO TOO 1.00 1.00 1.20 1.00 1.00 1.00 Area One) 92.34 - 20.20 41.58 21.75 39.38 41.58 41.50 Moment of Inertia l (ire) 2493 144 238 489 95 415 489 489 Maximum Bending Svess(N-ft) 1987 19180 325 781 IN 1128 242 1745 Allowable Bending Sbeea ithAl 2400 130417 26N 2604 1080 2623 2604 2604 Allowable Moment (to -ft) 55400 78096 8676 17862 2365 16137 17862 17862 MOMENT FS 1.21 CTO 0.00 3.33 1.52 2.32 10.78 1A8 Allowable Shear Spess(psi) 265 - 285 285 180 285 285 285 Maximum Shear Capacity( Ib) 16313 75000 3837 7900 2810 7481 7900 7900 SHEARFS 1.73 7A4 3.54 2.58 1.26 1.77 4.16 1.65 Beamtg Required 2.02 - 0.05 1.17 1.70 1.61 0.72 1.83 Elastic Modulus (psi) 1,800,000 29,000,000 2,000,000 2,000,000 Twi 2.000,000 2,000,000 2,000,000 Use Load Collection (in) 0A2 OAS 0.00 0.02 O51 0.07 0.00 0.15 LNe Load Deflection Limit 3110 360 360 350 360 360 360 360 Allowable Live Load Defection Pn) 0.65 0.65 0.13 0.23 0.10 0.30 0.12 0.35 LNE LOAD DEFLECTION FS 1.53 1A2 32.99 9.96 10.45 4.06 50.75 2.35 Total Load DeBecdon (in) 0.71 0.76 0.01 0.05 0.02 0.11 0.00 0.25 Total Load DeOecdon LImB 240 240 240 240 240 240 240 240 Allowable Total Load DeOeptia i (in) 0.90 0.98 0.20 0.35 0.15 0.45 0.18 0.53 TOTAL LOAD DEFLECTION FS 1.30 1.28 30.13 7.17 9.01 3.99 46.32 2,13 SELECTION GLB Steel LVL LVL Sawn LVL LVL LVL 5118'x18' ti (1)11718' (2)11 78' (2)2X8'¢ ,<(2)11414'J< (2)11]18' (2)11]18' 24 Beams (4) Roof Span IN) Wall Height(R) Plan: Eden Apartments 0 0 0 0 11 20 4 0 0 0 Total Un3otm Floor Load (pit) One: 4n4Q017 300 675 4225 0 675 Total Live Floor Load (pit) Location: 42 Unit Buuditg 200 450 260 0 450 Total Uniform Roof Load (p10 0 a 0 275 100 0 Total Live Roof Load (pit) LVL(2)11114 LVL(3)11114 LVL(2)It 114' LVL(1)11718- Seem (2)2X6'c Sawn(2)2X12's Total Uniform Wall Load loin TL De9acYom W72 Lome It 127 Fire., I'La Slier, l'- Shear: 122[ Moment: l.1 Name FB.19 FB.20 Fli FB-22 Parts FB-24 Grade LVL LVL LVL LVL Sawn Sawn LOADING PARAMETERS 0 a 0 0 0 0 Floor LNe Load (pan 100 100 100 40 40 too Floor Total Load(paf) 150 107 150 65 65 150 pact LNe Load (pain 35 35 35 35 35 35 Roof Total Load (ped) 50 50 50 50 50 50 Wall Load(psi) 20 20 20 20 20 20 BEAM SPECIFICATIONS 0 0 0 0 0 0 Beam Span (R) 14.5 8 2.5 4 3 7.5 Beam WeigM(pIQ 11.42 17.13 11A2 5.86 3.15 615 BEAM SIZING 0 a 0 0 0 0 Beam Depth (in) 1115 1135 11.25 11.88 5.25 11.25 Beam WidthAVeight 3.5 5.25 3.5 1.7 3 3 Roof Span IN) Wall Height(R) 0 0 0 0 0 0 11 20 4 0 0 0 Total Un3otm Floor Load (pit) 375 300 675 4225 0 675 Total Live Floor Load (pit) 250 200 450 260 0 450 Total Uniform Roof Load (p10 0 a 0 275 100 0 Total Live Roof Load (pit) 0 a 0 192.5 70 0 Total Uniform Wall Load loin 0 a 0 400 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load i - - - - 1SpaNHetghl(fl) 0 a 0 0 0 0 1start pmml(In 0 0 0 0 0 0 1End Pont IN) 0 a 0 0 0 0 1 Totally PaNally Uniform Load (pit) 0 0 0 0 0 0 Pedally Uniform Load - - 2 SpanMaight (R) 0 0 0 0 0 0 2Sam Point (In 0 0 0 0 0 0 2End Point (In 0 a 0 0 0 0 2 Total Partially Uniform Load (pit) a a 0 0 0 0 2 Total Live PaNally Uniform Load( 0 a 0 0 0 0 Partially Uniform Load 3 3SpraWeight(R) 0 0 0 0 0 0 3 Start Point (R) 0 0 0 0 0 0 3 End Paint (R) 0 0 0 0 0 0 3 Total Partially UnRam Laos (pit) 0 0 0 0 0 a 3 Total Live PaNally Uniform Load ( 0 0 0 0 0 0 POINT LOADS Point Load 1 - Floor Floor - - - ILaagan(R) 0 4 T 0 0 0 1 Total Load(Ib) 0 7302 4672 0 0 0 Point Load 2 - - - 2Larauan(R) 0 a 0 0 a 0 2 Total Load (Ib) 0 0 0 0 0 0 Point Load 3 - - - - 3Location (R) 0 0 0 0 0 0 3 Tonal Load (Ib) 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starer, Point (it) 0 0 0 0 a 0 Tapered Load Ending Point Do 0 0 0 0 0 0 Tapered Load at Sam (p10 0 0 0 0 0 0 Tapered Load at End (on 0 0 0 0 0 0 REACTIONS S MOMENT Duration Increase 1 1 1 1 1 1 Left Reseda. gb) 2802 5483 2800 2207 155 2557 Right Reaction lib) 2802 4672 6935 2207 155 2557 Max Manentllbfl) 10155 19032 6065 2207 116 4793 Max Shear(14) 2802 5403 6935 2207 155 259 C, 1.00 1.00 1.00 1.00 1.00 1.00 G 1.00 Too) 1.00 Lao u0 1.00 Area (in') 39.38 Sew 39.30 20.20 15.75 33.75 Moment of Inertia l lin) 415 623 415 238 36 356 Maximum Sending Slfees DLA) 1651 2062 986 682 101 909 Allaveabie BeMtng Suess (Ib -R) 2623 2623 2623 2604 1260 1000 AllowaN. Moment(INR) 16137 24206 16137 0678 140 5273 MOMENT FS 1.59 1.27 2.66 3.93 12,47 1.10 A 1.14eShear Stress Usen 285 285 285 285 160 180 Maximum Shear Capacity (to) 7481 11222 7481 3837 1890 4050 SHEAR FS 2.67 2.05 1.05 1.74 12.22 1.58 Bearing Required 1.07 1.39 2.64 1.73 0.13 2.10 Elastic Modulus (psi) 2.000.000 2,000,000 2,000,000 21001 1.WGI W 1,80.000 Live Load Deflection (m) 0.30 0.13 0.05 0.01 ON 0.06 Live Load Deflection Limit 360 360 360 380 360 we All.U. Live Load Deflection (in) 0.40 0.30 0.25 0.13 0.10 0.25 LIVE LOAD DEFLECTION FS 1.60 239 4.96 24.06 M.92 4.40 Total Load Deflection (In) 0.47 0.19 0.08 0.01 0.00 0.09 Total Load Deflection Limit 240 240 240 240 240 240 AllowaEle Total Load Deflection Qn) 013 0,45 0.38 0.20 0.15 0.30 TOTAL LOAD DEFLECTION FS 1.55 2.36 4.89 14.80 45.73 4.36 SELECTION LVL LVL LVL LVL Sawn Sawn (2)11 V4' (3)11114' :(2)111/4 (1)11718' (2)2X8'. (2)2X12T5 25 Beams (5) Plan: Eden Apartments Date: 4/24/2017 Location: 42 Unit Building 26 Posts (4)2x4 (2)2x4 (2)2x6 6x6 POST (4)2x4 2x4 @ 24" o.c. FS: 1.47 FS: 1.23 FS: 4.01 FS: 5.41 FS1.03 Location: Back Hip Front Hip RB -1 left RB -12 FB -11 COLUMN DIMENSIONS: Partywall Party wall 2x6 @ 19.2" Ox. 5400 4700 left COLUMN DIMENSIONS: 9 9 9 9 9 Total Column Length (9): 9 9 9 20 9 X-Unbraced Length (6): 9 9 9 20 9 Y-Unbraced Length (ft): 0 0 0 20 0 MATERIAL SPECS: Doug Fir 42 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir#2 Material: Doug Fir W2 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 L5 5.5 1.5 # Members 4 2 2 1 4 Area in' : 21.00 10.50 16.50 30.25 21.00 Axial Load: 1 6,584 3,954 3,821 1,065 9,443 MATERIAL PROPERTIES: 1,350 1,350 1,350 1,350 1,350 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 Ems, 580,000 580,000 580,000 470,000 580,000 Lex/dx 30.86 30.86 19.64 43.64 30.86 Leyldy 0.00 0.00 0.00 43.64 0.00 FACTORS: 1 1 1 1 1 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 Cis 0.30 0.30 0.62 0.25 0.30 F'c 462 462 928 190 462 Allowable Load 9,694 4,847 15,306 5,759 9,694 26 Posts (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 2x4 @ 24" o.c. FS: 321 FS: 3.11 FS: 3.75 FS: 2.96 FS: 5.61 Location: RB.1/FB-1 RB-11/FB-4 RB-31FB-3 R84/FB.3 RB-91FB-7 COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" Ox. 5400 4700 4100 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: Material: Doug Fir 42 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 Azial Load: 4,768 4,928 4,087 4,508 2,728 MATERIAL PROPERTIES: F� 1,350 1,350 1,350 1,350 1,350 E 1,600,000 1,600,000 1,600,000 1,300,000 1,600,000 E,m 580,000 580,000 580,000 470,000 580,000 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 Ke 1 Fc' 1,485 1,485 1,485 1,485 1,485 Fce 1,236 1,236 1,236 1,002 1,236 Cp 0.62 0.62 0.62 0.54 0.62 Po 928 928 928 809 928 Allowable Load 15,356 15,306 15,306 13,342 15,306 26 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" Ox. 5400 4700 4100 2x6 @ 16' o.c. 6500 5700 5000 2x6 @ 12" o.c. 8600 7600 6600 26 Posts Plan: Eden Apartments Date. 4/24/2017 Location: 42 Unit Building 2nd Floor 27 Posts (2) (2) 2x4 (2) 2x4 (2) 2x6 (2) 2x4 (2) 2x4 FS: 2.68 FS119 FS: 1.11 FS: 3.62 FS: 2.55 FS' 1.01 Location: FM FBS FB -16 F113-17 FB -18 9 -- --- left --- --- COLUMN DIMENSIONS: 0 0 9 MATERIAL SPECS: 6600 Total Column Length (1t): 9 9 9 9 9 X-Unbraced Length (B): 9 9 9 9 9 Y-Unbraced Length ft: 0 0 0 0 0 MATERIAL SPECS: 8.25 16.50 30.25 Axial Load: 2,069 Material: Doug Fir#2 Doug Fir#2 Doug Fir 42 Doug Fir#2 Doug Fir 42 Depth -x (in): 3.5 3.5 5.5 3.5 3.5 Width-y(in): 1.5 1.5 1.5 1.5 1.5 # Members 22 19.64 2 2 2 Area in' : 10.50 10.50 16.50 10.50 10.50 Axial Load: 3,762 4,356 4,226 1,898 4,794 MATERIAL PROPERTIES: 1.1 Ke 1 1 1 Fe 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,"r, 580,000 580,000 580,000 580,000 580,000 Lex/dx 30.86 30.86 19.64 30.86 30.86 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 1.15 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,553 Fee 501 501 1,236 501 501 Cp 0.30 0.30 0.62 0.30 0.30 Pc 462 462 928 462 462 Allowable Load 4,847 4,847 15,306 4,847 4,847 27 Posts (2) (1) 2x8 (2) 2x6 6x6 POST 8' Wall 9' Wall FS: 3.7 FS: 2.68 FS: 2.4 Location: FB -15 RB -1/1'13-1.2 RB-12/FB-21 COLUMN DIMENSIONS: 2175 1800 1500 2X4 @ 12" o.c. Total Column Length (ft): 9 9 9 X-Unbraced Length (ft): 9 9 9 Y-Unbraced Length N: 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 # Members1 2 1 Area in' : 8.25 16.50 30.25 Axial Load: 2,069 5,714 8,000 MATERIAL PROPERTIES: Fc 1,350 1,350 700 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 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 F'c 92'928 636 Allowable Load 7,653 15,306 19,226 27 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 2X6 @ 12" o.c. 8600 7600 6600 27 Posts (2) Plan: Eden Apartments Date: 4124/2017 Location: 42 Unit Building 1 st Floor 28 Posts (3) (4) 2x4 (4) 2x4 (2) 2x6 (2) 2x4 (4) 2x4 2x4 @ 24" ox. FS 1,29 Fs 1.11 FS: 1.58 FS1.28 FS: 1.01 Location: FB -8.2 FB -9.2 F13-161eBIFB-20 FB -17-2 FB -18.2 COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" ox. 5400 4700 4100 Total Column Length (ft): 9 9 9 9 9 X-Unbraced Length (ft): 9 9 9 9 9 Y-Unmaoed Length ft: 0 0 0 0 0 MATERIAL SPECS: Material: Doug Fir 42 Doug Fir 42 Doug Fir 92 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 1.5 1.5 # Members 4 4 2 2 4 Area int : 21.00 21.00 16.50 10.50 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 Emu 580,000 580,000 580,000 580,000 580,000 Lex/dx 30.86 30.86 19.64 30.86 30.86 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 1.15 Ke 1 1 1 1 1 Fc' 1,553 1,553 1,485 1,553 1,553 Foe 501 501 1,236 501 501 Cp 0.30 0.30 0.62 0.30 0.30 Pc 462 462 928 462 462 Allowable Load 9,694 9,694 15,306 4,847 9,694 28 Posts (3) (1)2x6 (2)2x6 (2)2x6 (2)2x6 (2)2x6 2x4 @ 24" ox. FS: 1.85 FS: 1.21 FS: 2.82 FS: 2.62 FS: 3,94 Location: FB -15.2 RB-11/FB4•2/FB-21 RB-3/FB-3•2 RB-6/FB-3.2 RB-9/FB-7`2 COLUMN DIMENSIONS: 4300 3800 3300 2x6 @ 19.2" ox. 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 42 Doug Fir#2 Doug Fir#2 Doug Fir#2 Doug Fir 42 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 It Members 1 2 2 2 2 Area in' : 8.25 16.50 16.50 16.50 16.50 Axial Load: 4,138 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 Emi„ 580,000 580,000 580,000 580,000 580,000 Lex/d% 19.64 19.64 19.64 19.64 19.64 Leyldy 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 Fce 1,236 1,236 1,236 1,236 1,236 Cp 0.62 0.62 0.62 0.62 0.62 Pc 928 928 928 928 928 Allowable Load 7,653 15,306 15,306 15,306 15,306 28 Posts (3) Bearing wall Capacities (PLF) 8' Wall 9' Wall 10' Wall 2x4 @ 24" ox. 1450 1200 1000 2x4 @ 19.2" ox. 1860 1516 1250 2x4 @ 16" ox. 2175 1800 1500 2x4 @ 12" ox. 2900 2400 2000 2x6 @ 24" ox. 4300 3800 3300 2x6 @ 19.2" ox. 5400 4700 4100 2x6 @ 16' o.c. 6500 5700 5000 2x6 @ 12" o.c. 8600 7600 6600 28 Posts (3) Plan: Eden Apartments Date: 4/2412017 Location: 42 Unit Building FS 1,15 FS. 263 FS.1L63 FS 1.53 FS'.1AA INPUT Location: FB9 FB -17 FBA8 RB-121FB-21 GIRDERS Callout 5-24 5-24 5-30 30' Sonotube 5-30 Load Ib 8,713 3,796 9,587 8,000 10,538 SPECS Soil Bearing Pressure (psi) 2500 2500 2500 2500 2500 Footing Width/Diameter(in) 24 24 30 30 30 Footing Lenglh/Diameter(in 24 24 30 30 30 Footing Depth (in) 10 10 10 36 10 CALCULATIONS Area Required (0) 3.49 1.52 3.83 3.20 4.22 Area Provided (#°) 4.00 4.00 6.25 4.91 6.25 SELECTION S44 5-24 S30 30" Sonotube 530 24" Square by 10" Deep 24" Square by 10" Deep 30" Square by 10" Deep 30" Square by 10" Deep Concrete Footing with (3) Concrete Footing with (3) Concrete Footing with (3) 30" Sonotube 30" Deep Concrete Fooling with (3) #4 Bars Each Way #4 Bars Each Way #4 Bars Each Way with (4) Vertical #4 Bars #4 Bars Each Way 29 Spot Footings