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STRUCTURAL CALCULATIONS - 17-00723 - 741 S 2275 W - New SFR
York IEngineering Structural Design (801) 876-3501 Structural Calculations Plan D S 1213 0 Idaho Falls, ID 83401 Prepared For: F, KARTCHNER H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 11/18/2017 11/18/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Plan D Location: S 12139 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 (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Steel: 40 15 40 10 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) - see note 13 ASTM A615 Grade 60 Dry & stable granular based, 1500 psf bearing capacity, granular based KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Doug Fir #2 or better ASTM Grade 50 Use straps and tie downs, and meet nailing, reinforcement and other structural requirements as noted on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Prefrab roof trusses to be engineered by the supplier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause future flooding, settlement, site instability, or other adverse conditions. Verification of and liability for the soil bearing pressure, site stability, and all other site conditions, including site engineering as required, is the responsibility of others. These calculations and engineering are for the new building structure only and do not provide any engineering analysis of or liability/warranty for the non-structural portions of the building, or the site itself. York Engineering Inc. does not assume the role of "Registered Design Professional in Responsible Charge" on this project. The purpose of these calculations and engineering is to help reduce structural damage and loss of life due to seismic activity and/or high wind conditions. The following general requirements shall be followed during construction: 1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. If discrepancies are found, the more stringent specification shall be followed. 3. All 2 -ply and 3 -ply beams and headers to be nailed using 16d two rows @ 12" O.C. 4. Contractor shall assure that all materials are used per manufactures recommendations. 5. Site engineering and liability shall be provided by the owner/builder as required. 6. Contractor shall assure that footings are properly drained, soil is dry, footings rest on undisturbed native soil, building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet, and that the intent of IRC Section R403.1.7.2 is met. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. 7. The contractor shall conform to all building codes and practices as per the 2015 IRC 8. Use balloon framing method when connecting floors in split level designs. 9. Provide solid blocking through structure down to footing for all load paths 10. Builder shall follow all recommendations found in all applicable geotechnical reports. 11. Stacking of two sill plates is permitted with 5/8" J -Bolts through both plates. Stacking more than 12. two plates is not permitted without special engineering. 13. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall 14. be used. 4,000 PSI for slabs is recommended for durability. No test is required 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: Plan D Date: 8/4/2016 Location: S1289 LOCATION Back Front Left Right Interior F -S:1.09 FS: 1.32 FS: 2.6 1-3:3.65 FS: 222 SOIL SPECS Density pcf) 125 125 125 125 125 Soil Pressure sf) 1500 1500 1500 1500 1500 Weight (k/Ift) 0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 48 48 4 4 0 Floor Span (ft) 20 4 15 4 20 Wall Height (ft) 10 10 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 2.02 1.62 0.69 0.41 0.70 FOOTING SPECS Footing Width in 20 20 20 20 16 Footing Width (ft) 1.67 1.67 1.67 1.67 1.33 Footing Height (ft) 0.83 0.83 0.83 0.83 0.67 FOUNDATION Height Above Grade (in) 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.30 1.90 0.96 0.69 0.90 Soil Load (ksf) 1.38 1.14 0.58 0.41 0.68 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 POn: Piero Date: 614016 Lor,lon: 01289 LOADINOSUMMARY Roof Live Load (pan'. Rcof OeadLoad (paQ: Floor LNe Load (pen: FWr Dead LWtl (pan: Exterior Wan Dead Load (pan: Interior Wall Dead Load (psQ. Suspended Slab Dead Load Q SNOW LOAD PARAMETERS Roof Sh.(WI 2): S Roof PIIM (a): 28.57 Site Class: Fe: R: Ss: Sus: 0oa: Ce: Redundancy Fedor, p: ASO Load CambinaWn F.mr SHEAR DISTRIBUTION Be. Shear Farce b Floor 1 Lateral Force D. Floor 2 Lateral Force It Roof Lateral Fora Ib: Roef 1 33.95 40.5 — 15 8 37.871 14,841 52,712 Floor 2 33.95 49 0 10 0 14,041 0 SEISMIC FORCE DISTRIBUTION Hx( W. (kip) His Wi %Force Total Shear(klp) Fs Va Roof 15.75 52.71 830 100% 3.22 3.22 3.22 Floor 0.00 DAO 0 0% 3.22 0.00 3.22 Floor t 1.00 0.00 0 0% 3.22 0.00 3.22 TOTALS 0.00 52.71 830 3,217 _ _ 32 Plan: Plan D Date: 8/4/2016 Location: S12B9 Shear Wall Allowable Loads (pl8 Seismic(kips) Wind (kips) seismic wind total left/right front/back SW4 240 336 2nd Floor 0.0 kips 0.0 0.0 SW -1 350 490 1 at Floor 3.2 kips 7.3 10.6 SW -2 450 630 Basement 0.0 kips 3.0 4.6 SWJ 585 819 Location Bad #2 Entry Garage Back Wall Left Wall Right Wall Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 Lines up w/ none none none none none none Width 11 4 20 35 48.5 48.5 Depth 50 41 46 47 34 34 Area (sqft) 275 82 460 824.5 824.5 Force(lb) 537 160 899 1596 1611 1611 Adj. Farce 269 80 451 800 808 808 %of Boor 8% 2% 14% 25% 25% 25% Mr. Diaphragm 0 0 0 0 0 0 Translated Force: 80 0 0 0 0 0 brow from Upper 0 0 0 0 0 0 Total Seismic 350 80 451 800 808 808 Wind (11h) 1769 527 2959 5255 5304 5304 Adj. Force 887 265 1484 2636 2660 2660 %of total 8% 2% 14% 25% 25% 25% Total Wind 1152 265 1484 2636 2660 2660 Shear Wall 4.75 transferred portal 23 36 34 Aspect Ratio 1 to Bed #2 Frame 0.99 1 1 PSW Adj. Ca 1 0.83 1 1 Seis Load (plf) 74 "" �- -� - 35 22 24 Wind Load (plf) 242.5 114.6 73.9 78.2 Shear Wall SWA SW -1 SW -1 SW -1 Uplift % Force on pier 100% 100% 100% 100% 100% 100% Wall Length (ft) 6.75 4 20 35 48.5 34 Wall Height (ft) 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 Roof Span (11) 4 48 48 48 48 48 Wall Load (pit) 180 180 180 180 180 180 Total DL (plf) 126 324 324 324 324 324 Seis.Uplift(lbs) 41 - 0 0 0 Wind Uplift (lbs) 1710 0 0 0 Plan: I'aD Dale: e14nme Lmwton: m299 LEFT AND RIGHT Wind Loading Calculations using Main Wintlforce4lesisting System (MFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFR5 Loads Enclosed Simple Diaphram Buildings Risk Category II Tabk 1.5-i Wintl speed 115 Flgare26b1 MBorC Exposure Category C Sedon M.7 LS upperfocr 1.43 LAB main floor 1.43 Roof Height 11.50 Mean mor Height 15.8 Truax Span 46 Roof Blope 6112 Roof Mgle[deg) 26160 Sine =0.44]8 Lower Trus. Span 46 Lower roof Sbpe 6112 Lower roof Angle (deg) 26,60 Sine =0.44]8 Lead combination factor 0.6 (ASCE 7102.41) Upper hoop pn 26.0 Table 27.6-1 Upper hoop P. 26.0 Table 27.6-1 Mein III pn 26.0 Main hour, P. 26.0 Basement Mor. p. 26.0 BaSemenl Moor, P. 26.0 Upper Floor (pan Relative positioning Net Pressure 15.6 Windward 10.4 Lett 7.7 Leeward 5.2 Right 72 Main Floor last) Net Pressure 15.6 Wnrl 10A Lett 72 La..d 52 Right 7.7 Basement Floor (psfl Net Pressure 45.6 Wndwam 10A Let 7.7 Leeward 52 Right 7.7 Roof (pall Zone i Zane 2 Exposure REI. Fehr 1.000 Load Casal .8.2 -10.2 Load Caul fiA 4.9 Lower Roof (paf) Load Case 4.1 -10.1 Load Caul 6.4 4.9 Roof Load Roof Height Length thea dl Haul Force(Iles) 11.50 35.00 402.5 4590 Lower Roof Load Low Raaf Height Upper Length Lower [wags, Low Roof Length(m Wee(,') Hadmnlal Force (IN) 0.0 35 35 0 0.0 0.0 (height) (Might) Ihei,hd Wall Load Basement 1 tatfloor 10 2nd Boor 0 It, far. (IN) fl' force(IN) V fome(Its) Wil 35 363.9 350 3638.6 0 0.0 Leeward 35 181.5 350 1815.4 0 0.0 2nd Floor Diaphragm Shear Total Shear gIN) 4560 Right Wall Length 0 Left Well Length 0 1 at Floor Diaphragm Shear Total Sheartlba) 7287 RigMWall Length 0 Left Wall Length a Basement Diaphragm Shear Total Si 102M Right Wall Length 0 Left Wall Length 0 Baas Wind Shear 10559 Hurricane Ties Factors of Safety Uplift (Iles) Ht H2.5 Roof leer Was) 9.2 6327 64.89 Lmemof(par truss) - Lateral pbs) H1 H2.5 Roof(permussl 2.8 283AS 148.06 Lowroof(per Buss) 0.0 Plan: PNn D Date: 81412016 Location: 61260 FRONT AND BAC Wind Loading Calculations using Main Wind force49esieting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Dlaphram Buildings Risk Category II Table 15-1 Wind Speed 115 Flgure 28.5-1 MB a,C Exposure Catsgo C Sedan 26.7 tR upper floor 0.70 M main Mor 0.70 Roof Height 11.50 Mean hour Height 7.8 Truse Span 48 Root Slope 6/12 Roof Angle (deg) 26.60 Sine=0.4478 Lower Truss Span 46 Lower roof Ski 8/12 Lower roof Angle Ides) 26.60 Sine =0.4478 Load combinalmn factor 0.6 (ASCE 7-10 2.4.1) Upper boar, Ph 27.6 Table 27.8-1 Upper flour, pa 27.6 Tabb27.6-1 Main Moa pn 27,6 Main Door, pa 27,6 Basement boor, P, 27.6 Basement 0our, po 27.6 Upper Floor (pso Relative positioning Net Pressure 16.6 WndwaM 10.3 Le0 0.9 LeawaM 6.3 Right 0.9 Main Floor (pat) Net Pressure 16.6 Wlri 10.3 Le0 6.9 LeewaM 6.3 Right 8.9 Basement Floor (psf) Net Pressure 16.6 WndwaN 10.3 Lefl 0.9 Leeward 6.3 Right 0.9 Roof(pan Zone1 Zone2 Evpospre Adl. Factor 1.000 Load Casal B.1 -10.1 Load Case 6.4 4.8 Lower Roof(psi Load Case A.1 -10.1 Load Cak,2 6.4 4.8 Roof Load Roof Height Length Area Ht) Hodzomel Force(Inch 11.50 50.00 575 6452 Lower Roof Load Lower Had Height Upper Length Lower length Low Roof Longth(h) Ancegi Horizontal Farce lba) 0.0 50 W 0 0 0.0 (height) (height) (height) Wall Load Basement 1 rat floor 16 2nd floor 0 8r fame(the) a2 to"Hlw) ha force hbs) WodwBM W 513.4 500 5133.8 a 0.0 LeewaM W 314.6 500 3146A 0 0.0 2nd Floor Diaphragm Shear Total Shear da) 6452 Front Well Length 0 Book Wall Length 0 rat Floor Diaphragm Shear Total Shear(Iba) 10592 Front Wall Length 0 Bad Wall Length 0 Basement Diaphragm Shear Total Sheiii 15146 Frani Wall Length 0 Back Wall Length 0 Base Wind Shear 15560 Hurricane Ties Factors of Safety Uplift (Iles) H1 H2.5 Roof Hear thss) 5.5 105.90 108.70 Law cont)Par huge) - - - Lateral (Iles) H1 H2.5 Raof(perwsa) 129.0 6.08 3.18 Low roof)per buss) 0,0 - - Plan: Plan D Dale: 8/48016 Joist Series: 210 210 Joist Depth (f): 1188 11.88 Joist Span (fl): 20 15 Joist Spacing (n): 12 19.2 LOAD PARAMETERS Floor Dead Load 10 10 Floor Liv. Lead 40 40 Total Floor Lead 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Wel9ht(p l) 2.8 2.8 Joist Loading (pit) 53 83 Max Reaction (lb) 528 621 Max Moment(ft-lb)2640 2329 JOIST DETERMINATION Max Moment 100%(fl-Ib) 3795 3795 Moment FS 1.44 1.63 Max Shear 100% (to) 1655 1655 Shear FS 3.13 2.67 Bearing Required (In) 2.00 2.00 Live Load Deflection Limit 360 360 Live Lead Deflection (in) 0.49 0.26 Allowable Live Lead Defection (in) 0.67 0.50 LL Deflection FS US 1.90 Total Load Deflection Limit 240 240 Total Lead Deflection (in) 0.65 0.34 Allowable Total Lead Deflection (in) 1.00 0.75 TL Deflection FS 1.54 2.29 1314' Allowable Reaction(lb) 1005 1005 3112' Allowable Reac6on(lb) 1460 1460 Plan: Plan D Date: 42586 Location: S12B9 Beam Page 1 RB -1 LVL (2) 14" 2.0E 2600 Fb RB -2 Sawn (2) 2X1 O's DF #2 RB -3 LVL (2) 9 1/2" 2.0E 2600 Fb RB -4 Sawn (2) 2X1 O's DF #2 RB -5 Sawn (2) 2X1 O's DF #2 RB -6 Sawn (2) 2X8's DF #2 FB -1 LVL (2) 117/8" 2.0E 2600 Fb FB -2 LVL (2) 117/8" 2.0E 2600 Fb FB -3 LVL (2) 117/8" 2.0E 2600 Fb FB4 Sawn (2) 2X10's DF #2 Plan: PUn 0 Data 814COiG "I'll I-11, 5 -au: 1. 1151in IL aRB9i Sia 121a 3M,"A I.lo�ia�-.L 2 .9 �t-,9� C nr 9 39 Nerve RBA RBd 18d RB�4 RI FO -0 FB3 FBd FEA G26e LVL Sewn LVL Sawn Sawn Sawn LVL LVL LVL Sawn LOADING PARAMETERS F. L. LanalHsn 40 40 40 10 40 IO d0 40 40 40 Flaw TOW Lad(PSO 50 50 50 50 Sp 50 50 50 50 50 Rxxf LINGL sA0 4C 40 40 40 40 IO d0 40 40 40 Rwf Tokl Lm6(ps0 55 55 55 55 55 55 55 55 55 55 Wall LOM(paI f0 20 20 20 20 20 W 20 20 20 BEAM SPECIFICATIONS Beam Span lfl) IB 4 6 5 3 I e.5 10 4 3 Seem WepM(00 11.21 6M 984 555 555 4,35 1206 1206 12Go 555 BEAM SM.G Burn Geplfl on) 14 915 9.5 933 9.25 ]15 11.88 11.08 11.88 925 BA. .0.19n 3.5 3 3.5 J 3 J 3.5 3.5 as J UNIFORM LOADING FbarSpenlM O 0 0 0 0 0 24 24 16 20 RMI$Pan (6) 24 48 46 26 4 4 0 0 Go Wail HeI9N1 0 0 0 0 0 5 0 0 0 0 Trial L.H. FkorLMO(plll 0 0 0 0 0 0 W0 603 4m SCO Trial Livor Mary LME(p0 0 O 0 0 0 0 480 400 320 4CO idol Uniform RW Laod(on Go 1265 INC 715 110 110 0 0 0 0 Trial Lina RMI Load 44) 460 920 920 520 W SO 0 0 0 0 Tdd Uniform Wan Lea,(pl0 PARTIALLY UNWORN LOADING 0 0 0 0 0 IN 0 0 0 0 Paday Unilam Lanai IS nHh, YC 0 0 0 0 0 0 0 0 0 0 ISMN Pohl l6) 0 0 0 0 0 0 0 0 0 0 I End Poinl )0) 0 0 11 0 0 0 0 o 0 1 TotallyPamally Unit. lend ITT) '.." Unilwm Lmd 2 0 0 0 0 0 C C 0 o 0 26pawHeght(R) 01 0 0 0 0 0 0 o o 26bN PeNgfl) 0 0 0 0 0 C 0 0 0 0 2End Penl)fl) 0 0 0 0 0 0 0 o 00 2Trial Paid yUnnam Laad)pl) 0 0 0 0 0 0 0 0 0 0 2Trial LluaP 11, Ui-L M Panay UnOam Lmd ] 0 0 0 0 0 0 0 0 0 0 JSpeMlepM(fl) O0 0 0 0 00 0 0 0 JSbA PONt(R) 0 0 0 0 0 0 0 0 0 0 3End Print IR) 0 0 0 0 0 0 0 0 0 0 3Ta 0Pernay UnNprm Load 1pFl 0 0 0 0 0 0 O 0 0 0 3 Total LNe PaNany Unllmm LMd 0 0 0 o 0 0 0 0 0 0 POINT LOADS PoNI Lmd t ILennon H) 0 0 0 0 0 0 O 0 0 0 1Tows Lias Sa 0 0 0 0 0 0 0 0 0 o Palm lmdz RLaranon H) 00 0 0 0 0 0 0 0 0 2T.. LowlIN 0 C 0 0 0 0 C 0 0 0 Paint Land3 3Lmanon IS) 0a 0 0 0 0 0 0 0 0 3 T.Load (M) 0 0 0 0 0 C o 0 0 0 TAPERED LOADS TepnadLaid SINIn9 Pant SO 0 G1 0 0 0 o o 0 0 T.,.`.`LaM Endn9 Prim oft) 0 0 0 0 0 0 0 o 0 0 Tapered LZ et Skd(pl0 0 0 0 0 0 o 0 0 O0 T.,.. LwdalFM p 0 0 o O a o 0 0 0 0 REACTIONS 8 MOMENT ."A'Inaeae I 1 1 1 1 1 1 1 1 1 Left Read. Ab) 5394 2541 3624 1801 113 214 2601 SON 8N ]SS RgRl Realm(b) 5394 2541 3834 1801 t]3 214 2601 .0 82d 758 Max Mmmnl 01h) 21575 2541 5]36 .52 130 107 M27 7851 BN 569 Max SR-r(b) 5394 2541 M24 1601 t]3 214 2601 SOW B2d ]SS C. 1.W 1.W 1N I.W t.W 1W i.W LW 1.pJ LW G 1m 1aG Lan 110 tto t3o 1.CU 1Co LW u0 Arm pail 49.00 2].]5 3525 2].]5 2].]5 2f i5 4159 4159 dIN 2].)S McmenlIXlnaNal On') BW 198 250 198 196 95 489 489 469 190 Matlmum Reading S.Ax(Dfl) 22& 713 1307 No W 48 No 1115 120 1W Al-bla Burg Sa-obA) 2546 93J M& W3 990 1090 2604 260d 2604 EN ulawabm RlammtOo-R) 242Y 3329 11]]5 3529 ]52 9 2365 INN 17862 11852 9529 MOMENTFS 1.12 1.39 2.05 1.57 27.15 22,07 123 2.33 21,67 611 Anoxeble Shear Suess 1ps0 285 ISO 285 100 100 IN 285 285 285 160 Meumum SRmr.,.,, 1M) 9310 3330 8318 5330 3330 2810 ]9]0 7900 ]Wo 3330 SHEAR FS 1.73 1.31 1.63 185 19.21 12.18 IN 2.50 9.59 439 B 0, Required 205 209 1.98 1.48 014 016 0.99 1.17 0.31 062 Ewal MMulualNO 2,Wo. 1.fiW.M0 2.000.003 1.&W.OD0 IWd)ON 1.600,030 2.000 ON 2,000,000 2,CW,W3 1,SW,OSJ Lma Lmd DMkn.(N) ads 0.02 0.0 002 0. 0.W ON 01 0.N ON Lire Lmd Wat. Umit 360 3W 3W 3W .0 IN No 3W No 3W Mombm LWe Lend Oe%xa`-on) 053 013 0.20 0a7 01➢ Gm 026 033 0.13 0.10 LINE LOAD DEFLECTION FS 1.19 ]d0 389 7.14 214.90 U9.36 4.07 3.99 70,03 4300 ToW Lmd 0e8mtlxx 01 083 ON ON 003 ON ON 0.07 0.14 O.N ON TaMI Lmd OMepbn Mmo 2d0 240 20 240 b0 210 240 240 240 20 Mambk T6W Lmd DeMnm On) DAG 020 030 015 0.15 010 P13 SIM om 0.15 TOTAL LOAD DEFLECTION FS 1.28 8.3] 400 ].)3 22338 IN.38 5.73 3m 61.60 SiN SELECTION LVL Sewn LVL Sam Saxe aeon LW LVL L4L Sewn (2)14' (2)2XID's (2)9In' (2)2%IPs (2)2%10s (2)Un (2)ItW (2)ItIMP (2)117V (212XIV.