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HomeMy WebLinkAboutENGINEERING CALCULATIONS - 17-00638 - 2297 W 860 S - New SFRYork fEngineering Structural Design (801) 876-3501 9737' )/13/2017 STRUCTURAL ENGINEERING ONLY Princeton Lot 10 Summerfield subd. Rexburg ID. 83440 Prepared For: FKARTCHNER ki H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 10/13/2017 10/13/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: Lot 10 Summerfield subd. Rexburg ID. 83440 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801) 876-3501 Design Criteria 2012 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psf): Floor Loads: Floor Live Load (pso: Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Steel: 40 15 40 10 D 115 mph for Exposure C 3000 psi (foundation) to 4000 psi (suspended slab) 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 2012 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 comete 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: Princeton Idaho Option Date: 10/24115 Location: Lot 10 Summerfield subd. Rexburg ID. 83440 LOCATION Back Front Left Right Interior FS: 1.11 FS: 1.06 FS: 2.71 FS: 2.71 FS: 1.08 SOIL SPECS Densit (pco 125 125 125 125 125 Soil Pressure (psD 1500 1500 1500 1500 1500 Weight (k/Ift) 0.03 0.04 0.03 0.03 0.03 BUILDING LOADS Roof Span (ft) 30 30 10 10 0 Floor Span (ft) 22 34 4 4 58 Wall Height (ft) 20 20 10 10 10 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 1.78 2.08 0.58 0.58 1.65 FOOTING SPECS Footing Width(in) 18 20 18 18 16 Footing Width (ft) 1.50 1.67 1.50 1.50 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/lft) 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) 2.03 2.35 0.83 0.83 1.85 Soil Load (ksf) 1.35 1.41 0.55 0.55 1.39 FOOTING SELECTION F-18 F-20 F-18 F-18 F-16 Plan: Pnncelan Dale: 1024115 Location: Lot 10 SummerfieH voted. Rexbur910, 03M0 Raaf Live Load(pafl: Raaf DwdLwd(pan: Floor Live Load(pdq: Floor Dead Load (PO: Elso,or Wall Dead Load (ps/1: Interior Wall Dead Load 1paN: SuependlSlab Dead Lead (I SNOW LOAD PARAMETERS Roof S"lx1121: 7 Roof Pitot (6): 30.26 Toast Roof Load (oan: SSM F4: R: Se: Sµs: Sos Ca: Reduction Fader Adjacent Factor SHEAR DISTRIBUTION Use Steer Force to Floor Lateral Fere b: Floor Lateral Farce he Roof Lateral Force to Noor I M 35— 15 0 25,659 S. 31,039 Floor2 37.5 30 6 10 20.276 43,030 33,306 SEISMIC FORCE DISTRIBUTION H. 1D) IN (kip) Hxx Wx % Force Total Shear(kip) F. Vx Root Floors Maori 23.23 10.00 1.00 31.4 33.31 0.00 721 65% 6.17 366 34% 9.30 0 0% 9.30 6.17 3.13 0.00 6.17 9.30 6.17 TOTALS 0.01 64.35 1,007 9.399 9.30 Plan: Princeton Date: 10/24/15 Done with 3rd Car extended garage Location: Lot 10 Summerfield subd. Rexburg ID. 83440 Shear Wall Allowable Loads (pin seismic (kips) wind (kips) Seismic wind total IeNdghl front/back SW-1 240 336 2nd Floor 6.2 kips 7.0 5.4 SW-1 350 490 tat Floor 3.1 kips 8.3 5.4 SW-2 450 630 Basement 0.0 kips 4.6 3.0 SW-3 585 819 Location Master Bed 2 Bed 3 Rear Left Right Entry/ FamIQ 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Backside Left side Right side Front side Front side Front side Backside Back side Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/ none none none none none none second floor second floor none none second floor second floor Width 17 11 10 38 29 29 17 21 12 12 38 29 Depth 29 30 29 29 38 38 29 34 31 31 29 50 Area (sgft) 246.5 165 145 556.5 551 551 331.5 i 357 186 186 729 872.5 Force (lb) 1362 912 801 3076 3045 3045 594 639 333 333 1305 1562 Adj. Force 1366 914 803 3083 3083 3083 580 625 326 326 1276 1541 %of floor 22% 15% 13% 50% 50% 50% 19% 20% 10% 10% 41% 49% Fir. Diaphragm 390 261 229 681 881 881 166 179 93 93 365 440 rransfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 'orces from Upper 0 0 0 0 0 0 1366 1717 0 0 3083 3083 Total Seismic 1366 914 803 3083 3083 3083 1946 2342 326 326 4359 4624 Wind (lb) 1199 603 705 2707 3463 3463 1030 1109 578 578 2265 4129 Adj. Force 1202 805 707 2713 3506 3506 1007 1085 565 565 2215 4073 %of total 22% 15% 13% 50% 50% 50% 19% 20% 10% 10% 41% 49% Total Wind 1202 805 707 2713 3506 3506 2209 2596 565 565 4928 7579 'Shear Wall 5.6 FTW FTW 28 22 25 6.6 6 portal 12 17.5 29 Aspect Ratio 0.62 1 1 1 0.75 0.86 Frame 1 0.96 1 PSW Adj, C, 1 0.81 0.83 1 0.76 1 1 1 1 Sets Load (pill 244 110 140 123 295 390 27 249 159 Wind Load (pin 214.6 96.9 159.4 140.2 334.7 432.7 47.1 281.6 261.3 Shear Wall SW-2 SW-1 SW-1 SW-1 SW-3 SW-3 SW-1 SWA SW-1 'If FTW is shown for Shear Wall, check corresponding Farce Transfer talcs Location Right A A A A A A A A A A A Right side Front side Front side Front side Front side Frontside 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/ second floor none none none none none none none none none none none Width 31 0 0 0 0 0 0 0 0 0 0 0 Depth 50 0 0 0 0 0 0 0 0 0 0 0 Area (sqft) 901.75 =' 0 0 0 0 0 0 0 0 0 0 0 Form(li 1614 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 1592 0 0 0 0 0 0 0 0 0 0 0 %of floor 51% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Fir. Diaphragm 455 0 0 0 0 0 0 0 0 0 0 0 rransfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 'uroes from Upper 3083 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (Ib) 4268 0 0 0 0 0 0 0 0 0 0 0 Adj. Force 4209 0 0 0 0 0 0 0 0 0 0 0 %of total 51% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 7715 0 0 0 0 0 0 0 0 0 0 0 'Shear Wall 22 10 10 10 10 10 10 10 10 10 10 10 Aspect RaOo 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 0.72 1 1 1 1 1 1 1 1 1 1 1 Sale Load (pin 213 0 0 0 0 0 0 0 0 0 0 0 Wind Load (pin 350.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Wall SW-1 SWA SW-1 SW-1 SW-1 SW-1 SW4 SWA SW4 SW-1 SW-1 SW4 'if FTW is shown for Shear Wall, check corresponding Force Transfer talcs Plan: Princeton Date: 10/24/15 Location: Lot 10 Summerfield subd. Rexburg ID. 83440 Uplift Calculations Location Master Bed 2 Bed 3 Rear Left Right Entry/ Famly 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Back side Left side Right side Front side Front side Frontside Back side Back side Left side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Seismic (lb) 683 914 402 3083 3083 3083 1946 1171 326 326 747 4624 Wind (lb) 601 805 354 2713 3506 3506 2209 1298 565 566 845 7579 Wall Length (ft) 3 11 2 38 29 29 13 3 12 12 3 29 Wall Height (it) 8 8 8 8 8 8 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 17 0 0 13 12 2 Roof Span (ft) 30 30 30 30 4 4 30 30 30 30 30 4 Wall Load(plf) 160 160 160 160 160 160 180 180 180 180 180 180 Total CL(plf) 231 231 231 231 114 114 294 243 243 282 279 132 Sels.Uplift (lbs) 1474 - - 0 0 0 0 3449 - 0 1823 0 Wind Uplift(Ibs) 1256 - - 0 0 0 0 3530 - 0 Mai 438 MSTC40 MSTC40 STHD14 Portal STHD10 Location Right A A A A A A A A A A A Right side Front side Front side Front side Front side Front side 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 Seismic (lb) 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (11b) 7715 0 0 0 0 0 0 0 0 0 0 0 Wall Length (ft) 31 0 0 0 0 0 0 0 0 0 0 0 Wall Height (ft) 9 9 9 9 9 9 9 9 9 9 9 9 Floor Span (ft) 2 2 34 34 34 34 34 34 34 34 34 34 Roof Span (ft) 4 4 30 30 30 30 30 30 30 30 30 30 Wall Load (pif) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL hill) 132 132 345 345 345 345 345 345 345 345 345 345 Seis.Uplift (lbs) 0 - - - - - - - - - - - Wind Uplift (lbs) 269 STHD70 - Pian: Princeton Date: 10/24/15 Location: Lot 10 Summerfield subd. Rexburg 10. 8344 LOAD PARAMETERS Client: (Other Shear Wall Callow: SW -1 Seismic Strength witl Edge Nailing (in o.c.) Field Nailing (In o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Stress (P. - F', (Psi) Stud FS: 8 5 Seismic: Wind: Front Bed 2 FORCE TRANSFER WALL 83 222 83 183 183 All Units luta unless specified 66516 666516 83 222 83 1 2.5 6 2.5 13] 5].1 11 Dead Load Resistance It Load Reaction Location Tie -Down: Load #1 160 Uniform Seismic: 137 Load 42 0 0 Wind: 57.1 Load #3 0 0 Load #4 0 0 Shear Wall: SWA— C Edge Nailing and 12' Field Nailing Tie -Down: STHD10/RJ Straps: CS18—Nails to Connect Bolts: 112" Bolts @ 32.O.C. Studs: 2x4 Studs Seismic Strength with Edge Nailing (in c.c.) Field Nailing (In o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Size: Stress ("I): Fin (PSI) Stud FS: Plan: Princeton Data 10124/15 Location: Lot 10 Summerfield su d. Rexburg ID. 8344 8 5 Front Bed 3 FORCE TRANSFER WALL 98 206 98 183 616 I6 All Units b1ft unless specified 193 98 206 98 2.2 6 2.2 1 Seismic: 119 Wind: 44.] 10.4 Dead Load Resistance Load Reaction Location Load #1 160 Uniform Load #2 0 0 Load #3 0 0 Load #4 0 0 It Seismic: 119 Wind: 44.] Shear Wall ISW4--4" Edge Nailing and 12' Field Nalling Tie -Down: STHD101RJ Straps: CS16--Nails to Connect Bolts: 112" Bolts @ 32" O.C. Studs: 2.4 Studs Plan: Pnnmton Date: tan4115 Locator: .1103-memeld shad Radius ID. 83,140 LEFT AND RIGHT Wind Loading Calculations using Main Wlni forceRaslating System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Blechman Buildings Risk Category II TFlgabb 1.5-1 Wind speed 115 ure2681 A-6 or Exposure Category C Section 26.7 UB upper Poor 0.79 1/9 main floor 0.70 Roof Height 8.46 Mean roof Height 24.2 Truse Span 29 RI Slope 7112 Poor "le (cog) 30.26 $Ine=0.5039 Lower Truss span 29 Lower roof Slope 7112 Lauver roof An9le(deg) 30.26 SIne=0.5039 Load combination lacbr 0.6 (ASCE 7.102A.1) Upper floor, P. 20.2 Table 27.8-1 Upper floor, po 28.1 Table 274-1 Main floor, pa 28.1 Main Moor, pe 28.0 Basement icor, P. 28.0 Basement Icor, po 27.6 Upper Floor (pan Relai posigoning Net Pressure 16.9 wndwaN 10.5 Left 9.1 Leaved 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Wndward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor Uni Net Pressure 16.7 Wodward 10.3 Left 9.1 Leewam BA hurt 9.1 Roof (pan Zone i Zone 2 Exposure Art. Factor i.w Load Case 1 a.7 x1.1 Load Case 2 7.5 -5.3 Lower Roof (psi) two Casa 1 d.0 -10.1 Load Case 6.8 4.9 Roof Load Rauf Heigh Length Area(R2) Horizontal Farce (lbe) 8.46 38.00 321A 4123 Lower Roof Load Lou Rool Height Upper Length Lower bn9lh Law Rao/Lmgib(8; Area(h') Horizontsl Force(ISs) 0.5 38 SO 12 101.5 1181.5 (height) (height) height) Wall Load Beaement 1 tet Door 10 2nd floor 9 h' for III h2 force (los) ft2 bice(ba) wndwerd 50 514.9 500 5216.8 342 3579.5 Leeward 50 319.5 Soo 3205.7 342 2198.9 2nd Floor Diaphragm Shear Total Shear(lhs) 7012 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Sheer(ISa) 15294 Right Well Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shaar Qbs) 19923 Right Wall Length 0 Left Wall Length 0 Base Wind Sheer 20310 Hurricane Ties Factors of Safety Uplift (lbs) H1 12.5 Roar spar Imes) 11.7 50.11 51.39 Lowroof(par Was) -13.1 40.65 41.00 Lateral (Its) Hi H2.5 Rcofiper Wss) 3.7 212.40 110.93 Lawroaf(per Was) 0.7 1162.76 607.30 Plan: Pnnwlw Date: 1024115 Location: Le to 6orrener6eB soba. Rexhorg 10, SM40 FRONT AND BAC Wind Loading Calculations using Main Wlndrorceaeslsting System (MWFRS) Transverse Direction Table 27.5.1 Steps to Barometric MWFRS Loads Enclosed Simple Dlaphram Buildings Risk Catagary II Table 1S-1 Wintl speed 115 FI9are 28.5-1 MBorC Exposure Cale o C Section 26.7 LB upper ikgm 1.27 I-B main Mor 1.43 Raaf Heght 0.46 Mean m cf Height 24.2 Truss Span 29 Real Slope 7112 Real Angle (does) 30.26 Sine =0.5039 Lower Truss Span 29 Laver roof Sbpe 7112 Ipwer her Mgle(degl 3028 Sine =0.5039 Load combination factor 0.8 (ASCE 7-102.4.1) Upper flow, Pa 27.2 Table 27.6-1 Upper Boor, pe 26.5 Table 27.6-1 Mein floc. no 26.5 Main Mor.po 26.4 Basement Haar, pn 26.4 Basement door. Pa 26.0 Upper Floor (psf) Relative posigonirg Net Pressure 16.1 Windward 10.4 Left 8.4 Leeward 5.7 Right 8.4 Main Floor (psf) Net Pressers 15.8 Windward 10.6 Left 7.9 Leeward 5.3 Right 7.9 Basement Fluor (pan Net Pressure 153 Wndward 10.4 Oft 7.9 Leeward 5.3 Right 7.9 Roof(psf) Zone Zone2 Exposure Ad. Factor 1.000 Load Casal -7.7 -11.1 Load Case 7.5 4.3 Lower Roof (per) Load Cawf -7.0 -10.1 Load Case 6.8 4.9 Roof Load Rotor Height Length Area(fte) Horizontal Force ([ba) 8.46 30.00 2W.75 32M Lower Roof Load Lower Roof Heght Upper Length Lower length Low Rood Length(ft) kea(Al) Hgitontal Force( ale) 8.5 W 35 5 42291667 492.3 (height) (height) lhelghll Wall Load Basement 1 Iat floor 10 and Boor 9 fte force libel fl' darw(the) at to. (tbs) Windward 35 365.2 30 3695.4 270 280.1 Leeward 35 184.2 350 1849.2 270 1543.5 2nd Floor Diaphragm Shear Total Shear(Ibe) M27 Front Wali Length 0 Back Wali Length 0 tat Fluor Diaphragm Sheer Totes Shaw(ibs) 10863 Front Wali Length 0 Such Well Length 0 Basement Diaphragm Shear Total Shear(lbs) 13910 Front Wall Length 0 Back Wali Lergth 0 Base Wind Shear 14185 Hurricane Ties Factors of Safety Uplift (lbs) Hi H2B Rotor hu, W.) 11.7 0.11 51.39 Low reed hear Wsa) -13.1 30.65 41.0 Lateral 9ba) H1 112.5 Roof(Wr Wsa) 108.5 7.23 3.78 Lowfoof(pertruss) 14.1 55AI 29.15 Plan: Princeton Data: 10124115 Location: Lot 10 Su Joist Series: 210 6003 Joist Depth (1t): 11 AS 11.88 Joist Span (ft): 18 18 LOAD PARAMETERS Floor Dead Load 10 10 Floor Llve Load 40 40 Total Floor toad W 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight (pin 2.8 2.5 Joist Loading(pl) 83 83 Max Reaction lib) 745 743 Max Moment (ft -lb) 3353 3341 JOIST DETERMINATION Max Moment 100% (R -Ib) 3795 3670 Moment FS 1.13 1.10 Max Shear 100% (1b) 1655 1675 Shear FS 2.22 2J6 Bearing Required (In) 2.00 2.00 Live Load Defleoflon Limit 360 360 Llve Load Detection (in) 0.53 0.54 Allowable Live Load Deflection (in) 0.60 0.60 LL Deflection FS 1.14 1.11 Total Load Deflection Limit 240 240 Total Load Deflec9lan (in) 0.88 0.70 Allocable Total Load Deflection (in) 0.90 0.90 TL Deflection F3 1.32 129 13/4' Allowable Reaction (lb) 1005 1175 3110 Allowable Reaction (lb) 1460 1425 rL oaneaae v5A9 M-. 13] slnem. L]? Mom?£43 S -lw - xI. 'en rea..' - .-155 Name RB -0 RS -2R83 R04 RBd ReS EnentleE RB. R.d RBd Rl4ealenEaO a.. LK St. LVL $ean LVL LVL Sawn LK LVL LK LOADING PARAMETERS Floor Live Land amfl 40 40 ea d0 40 40 40 40 40 40 Floor TaW Lawd Sat So 50 50 So 50 An m 50 50 So ROM LNe Lwd(wn 40 40 40 40 40 40 40 40 40 40 RW TOW Lcad(MO 55 55 M 55 SS 55 Ni 55 55 55 WWI Load (pal) 20 40 N 20 20 20 ID 20 20 20 BEAM SPECIFICATIONS Beam 5'. (1) 16 11 6 8 8 9 2.9 0 9 9 Eeem WayM(017 1205 SSS 9.64 555 mi. 1206 555 am 1106 1108 BEW SOUND Sean OepM On) 11.80 935 9.5 935 11.88 "As 8.25 9.5 Kin, 11.88 Smm N"Ab"weI9bt SS 9 3.5 3 3.5 35 9 ].5 3.5 3.5 UNIFORMLOADIND F9nr8pan(fl) 0 0 0 0 0 0 0 0 0 0 Rwl Spanlfl) 5 6 31 25 32 30 0 0 0 WMI Hel9M(fl) 4 0 2 4 3 3 0 0 0 0 raeILgint FLV LOW On 0 a 0 0 0 0 0 0 0 0 Tana Unlf.-Read Lae6lpn 132.5 165 Ilm5 110 6815 660 625 a 0 0 Taal UmOarrrl Wal owl 1pn N 0 0 N 60 SO 0 0 0 0 PARTIALLY UNIFORM LOAD W O PoNelry Uniform Lwtlt RM Roal Roof 14pan"WISMOO a 0 0 0 0 0 0 N 25 32 1 a.. Pa. (fl) 0 0 0 a 0 0 0 3 0 0 1EM Pdnl Ofa 0 0 0 0 0 0 0 6 2 2 1 Totally PaNdOy UnWom. Lawl 1pn 0 0 0 0 0 0 0 825 WS WO FiNMIy Umfam Lm] 2 - 25peM1d901(flj 0 0 0 0 0 0 0 0 0 0 2Sawn Pa.(fl) 0 0 0 0 0 0 0 0 0 0 2 E Pdn1(fl) 0 0 0 0 0 0 0 0 0 0 2 Tom PMIe6y Umfam L-dW 0 0 0 0 0 0 0 0 0 0 Partial, UnMam Lm6] 35Wm51e4MOR) 0 0 0 0 0 0 0 0 0 0 35bn PaAn QO 0 0 0 0 0 0 0 0 0 0 3 E PArt in) 0 0 0 0 0 0 0 0 0 0 3 Total PaNety Uafwm Lae6(Pn 0 0 0 0 0 0 O 0 0 0 POINT LOADS Falco anall Roof Rml Roof 1Matan Oft) 0 0 0 0 0 0 0 3 2 2 I mAI Laa6(Ra 0 0 0 0 0 0 0 9]65 27M 3507 Point l oM 2 2 L.Own am 0 0 0 0 0 0 0 0 0 0 2TamaaM Da 0 O 0 0 0 a 0 0 0 0 Paint lgMa 3Loonart OU 0 O 0 0 0 0 0 0 0 0 3TaW Land fa 0 O 0 0 0 a 0 0 0 0 TAPERED LOADS raper" 1-w6 S1eNrG Pont Oft) 0 O 0 0 0 0 0 O 2 2 TepereO Lead Ending Mat (al 0 0 0 0 0 0 0 3 9 9 Teperef Lead at SNn 1pt) 0 0 0 0 0 0 0 165 248 50S Ta ad Meed at End Un 0 0 0 O 0 0 248 W 138 R.I..S...... T Duration IrcIYY 1 1 1 1 1 1 1 1 1 1 Len Reaavn Oa 1886 am 27M W7 3416 42nd 10]0 21N 3966 5093 RgM Reaaim IS) 1. I'm 27M 697 3419 4204 10]9 37D 1451 1915 Max Moment Obfl) 1.6 25N 4030 BN 7891 9810 618 ]2]4 80011 St. Max SOear DO 18]6 so WIN ED 3418 4204 1039 3]]3 39W 5090 C, 1.00 Im 100 1 D 1.03 100 11M 1m Im I" G 103 1.10 1L0 1.10 1.0 1.03 1,10 1 D IAD ILIO AraS('.2) 41.50 21]5 33.25 27.75 41.00 4158 27.75 33.25 OAS 41.58 Moment M lreMe llln) 489 IN 250 198 d99 469 19S 250 489 489 Mevlmum Rai Streu)bR) 1071 7. 925 247 1121 140 182 1058 931 1198 A9awde f." St.. Watt Sit 993 2829 900 2604 2604 990 2094 2. 26ad A9awaMe.-axn flat 17882 3529 11175 SMS 17862 17852 3529 11775 17082 17882 MOMEMFS 2.43 1.37 Sam 441 Z. 1.05 5.45 1.62 100 2.16 AS.Ws SSar 9lreaa(pa) 286 198 285 1N 205 285 198 NO 285 mat MCUmam SRar CePnke IN) 7900 3963 018 Sim 7900 710p Sale 8118 79L(l 7" MEAN FS 4.30 3.91 233 61d 2.91 1.61 9.53 1A9 Im 1,55 No, Rev. 0.70 On 1.03 D. 1N 1.83 0.85 1A2 1S1 1,00 EI.Atc",W.Opal) 2.000.003 I.&0.p03 2.003,030 1.¢CO,NO 24"" 20DD,00 1,E0X%M0 :AN.¢O 2.900.003 2,0.V.S0 Live Lwd D.5aton On) 0.15 0.13 Q. 0.01 0.08 0.10 am 029 0.07 0.08 Live Lwd Daneclbn Wnu 3m 360 360 3m 3m ]N 360 3m 3m ]m Allowable Awe LOed Defleabn On) Do 0.37 0.20 DA 030 090 Om 020 0.30 030 LNE LOAD DEFLECTOR FS SW 2.91 5.48 26A7 3.94 SAT 19.63 336 4.45 3.52 Total Lwd DaRMbn Dr) 035 0.18 Om S. 012 0.15 am ON ON 0.12 Total Lmtl Defledbn Limit 240 240 240 249 240 240 240 240 240 240 AllowableTNWlxAdDa.nOn) am 0.55 030 033 OAS OAS 0.13 am 0.45 A. TOTAL LOAD DEFLECTION FS '2.29 3.1 5.85 10.9 269 3.10 53.70 SID ATB 3.18 PM: PM lm 1-m 159 aaL O19 .-15. _ fm A.Fii11 . 1. S -' - m m,. 13i Seccaa 3Mnt 1 1 -. 1, . - Name FEE RN OF.. C A.,W 86.11 UF6�1VFB-1 UF64 VFBJ.,.AC VF.JOM..A VFBJ OISO,B VFBAONA..0 Omeh Sawn Bavm Sawn Savor Baan LN LVL LN LYL LVL LN LOpOIN4'ANAMETERS FW L. Lwe OAA 40 f0 a0 40 b b 40 b b b <0 FIt�Tdal L. VQ 50 50 S0 50 50 M 50 50 SJ SO 50 .tM.IPo 40 e0 40 e0 b AO 40 +0 40 40 A0 EAS, AOI HER ss a ss a ss u AS u u SS u .1 .A x0 x0 EO A A A i0 A m 20 A BEAM SPECIFICATIONS Bee. EMO (4) A A 4 15 ] A B S B 6 Beam We NON SSS 535 513 153 SSS e.OJ BbA 0.61 gN S.N gN SEW SMIXO Bmm MoIS 8.5! 9]3 8.)5 8.31 833 11.88 B.5 8.5 BS 9d A. Beam WNNNie10111 J 3 ] J J 1.15 3.5 J.5 EA UNIFORM LOAVES Flox3panlX) 0 0 0 0 Ix 11 11 1} 11 1] 1] RcalSpan(X) A 10 10 A 0 0 m 0 5 5 5 Wo Nti9M X 10 0 } A I1 0 11 II 0 6 5 TCW VNbmI Fkp Lw3 On 0 0 0 0 3W 3W 300 SW Az5 415 Azs 1. U.. Rml Lase(A +03 1 vs no 0 0 Szs 0 I37.3 IJLs ISis .....1 t,Md l m3 09 40 W }30 0 x30 1P 0 120 IW PARTIALLY UNIONS LOAVXO PaNeIY VnIIwm Lrs61 Rml flml RM Prc1 Rml 15panMN 0 0 0 0 H 0 0 m m JJ B (IPl 0 0 0 0 1 0 0 4 0 0 I E.d 10) 1Eee11, 0 0 0 0 3 0 0 6 3 a 4 PEI 1T0 a9Y VnllmnLwe(yg1 0 0 0 0 S. 0 0 S05 035 125 tfi5 t.. 'WM~'(A)ex wan wAL POONI1 D D a D D o 0 D n 5 0 }SWI POO 2SUR 0 0 0 0 0 0 0 0 0 3.5 0 N, }1w Pan113I 0 0 0 0 0 0 0 0 1 A 0 1EyUll NeMUnXmnLuelpFl 0 0 0 0 0 0 0 0 1x0 Ip3 0 PatlaIIYUCIIpm 1me3 Well 3 SpMH11N(X) 00 0 0 0 0 0 0 5 0 0 3PNM(A1 0 0 0 0 0 0 0 0 1 0 EW ]To �11 ORF..0 0 0 0 0 0 0 0 0 6 0 0 3TCL.AES, yVntlmnLmelpV 0 0 0 0 0 0 0 0 1W 0 0 MAN, LO W FVnlLmel Rml R4 Rml ped 0 0 0 0 + 0 O A z IS zs x I T.Loadl T. Load ON 0 0 0 0 1)M 0 0 3385 1114 1o3e x)H Pdm Lore} qml zT.IL ml 0 0 0 0 0 0 0 A 0 1rpMumene! 0 0 0 0 0 0 0 0 0 +He o Nn Lore 3 SLuzlM lfll 0 0 0 0 0 0 0 0 0 0 0 SroW Lorene! 0 0 o D D o D D o D o TMOAL LOA09 TMwne L Cee 0 0 0 0 0 0 0 0 0 0 0 E-NPaI TAH. tore Eh6ry PtiN(fl) 0 0 0 0 0 0 0 A 0 0 } Lore B 0 0 o a 0 0 0 13e 0 0 Ifo SOEN m 1.p Te ree LmeelEN 0 0 0 0 0 0 0 149 0 0 193 pFAC1XIX96YCMEM Wntim Wneu 1 1 1 1 I 1 1 1 1 I LM Reatliv11D1 W1 301 141 3110 filx 9061 NIS 5196 ]H1 I309 pvfl...0bl 141 NI NI 0 H3 193] NSB 9]34 7151 3014 Max.."Nbfll 631 551 N+ 1813 612 fila FOR 5098 BMB )411 7191 1414 Ma�3Ma0V 141 551 141 .1 HE 9316 511 4C6a 5130 5395 ]151 4J95 G 1.W Im 1.W 1.W I.W IW tm I.W 1.(O 1m 1.W G 1.10 190 1m Im I.W 1.W Im 1.CO ppa lLjl 1).]5 7.7 T.)5 1.1 Z).i5 3).)5 71 x1. mi9 ]235 H15 JJ35 SI.16 3].x5 MhmeMCllneNal (W1 +9! 190 IH 19S x45 150 x50 }50 }5J Manmum M'tlirq $aeu("1 +]) IS) 1B] N iW RE I)S I 1H9 ION 15x1 (DAI 930 993 833 mW x77 16H SNMRAN AM 1141 SON xHC MlrtanlnDll) .0-. H -H 0.) Ss39 3320 3 Ss30 3S2 Jsza BHI II])s Ins 111] 11])5 It. ++ns ,OA9. YOMEM P9 1.69 6A. An An 11}0 1IS 12.H IAl 189 LN Maven Blree150=( IH A. IH 1H 1H xS5 x95 x35 R03 EOS SE 3B5 um SMULeSutlblD) 766J 236] 2950 5318 W1B 0318 6310 SHEAR FSS.W B.H AE 5.11 All 10.)0 1. 1.14 OAS 1. 1.15 1.11 IA8 0.5x O.4fi ON Ox8 Eby OAl 155 1W 3.06 "Alf51 tA) .Ek MW. LN' 1.E. I.YO.OM 1.YA,IXO 1.fi00.W. 1.EW.0.tl ]WJ.WJ 3.0.W] }.OE. RO0.05 30'" x0.0.tl LC 00IW1) LMLwM MAxI'nn 0n) 0W O.W 0W 0W 0.01 OW Om E. O.W OW OOfi LMLwM OMxmnLlmX ]80 YO JEO HO JMI 3A0 JM 3W Y0 OnI MawOAD 0+3 11.+] O1x 0.10 01] O.m t. 010 010 0. OS1 ETOR FS DEFLECTOR LNE LOAD D1.-0") 8.01 EA. ]618 1Ndx 4.H 111 ANA ]3B I.A. 3.52 Loaf MI.091 O.0 0.00 SH Om 0W 001 Sim m OS0 0.oa 010 0.W OW Om I)m . hW LmI.,. }b 240 190 xao }40 x40 140 x4o xa 190 xb Lan OHN 1 010 010 0..1 0.15 11.10 053 Om 030 7l 1-L AD TOTAL LOAODEF LECLpXFB Cl.. la NA9 33)9 H.85 It N.1B 1013 N.H 31, 3.]fi 5.0} ]]! AS 2.xO SAA PYn: Ptinrebn Dale: 10124115 Momcnl'. Id Sneau 167 81", 21, Llament 1.39 1.lomaA 150 Mem[nL 1.31 SN., 2,77 LL De6rlmn'. Li30 Six, 93' Name UFBS UFB4 UFS -7 UFS4 UFS4 UFB40 UFB-11 MFB-1 Mi Dole. LVL Sawn Sawn LVL LVL GLB LVL LVL LVL LOADING PARAMETERS FXix INe Lead Ba) 40 40 40 40 40 40 40 4a 40 Flow Total Load Dri 50 So 50 50 50 W SO W 50 Rod LNe Load (est) 40 40 40 40 40 40 40 40 40 Real Total Load Had) 55 55 55 55 55 55 55 55 55 WO Load (pan 20 20 20 20 20 2O 20 20 20 BEAM SPECIFICATIONS Ream S,N111) 13 3 2 12 13.5 21 6 13 3 Beam Wei D,10 18.08 5.55 5.55 21.32 12.08 24.26 964 10.03 603 BEAMSWNG Beam Depeu(in) 11.88 9.25 8.25 14 11.88 18.3 9.3 11.88 11.88 Brom Nfldliahii M 5.25 3 3 5.25 3.5 SAN 3S 5.25 1.75 UNIFORM LOADING Fluor Span (A) 28 W 12 14 2 10 30 26 11 Roof Span (fit 0 0 30 W 10 9 0 0 0 Wall Height IT) 8 8 11 4 0 0 0 0 0 TWI Uniform Floor Load (pit) 725 ]50 380 350 5O 450 750 700 275 Total Uniform Roof Load(00 0 0 825 825 95 247.5 0 0 0 Toorl Uniform Wa111-pa p10 160 160 220 80 160 160 0 0 0 PARTIALLY UNIFORM LOADING Pari Unlletn Load Rod IS'nim lei Bi 0 0 0 -30 O 0 0 0 0 15tad Point (IG 0 0 0 025 0 0 0 0 0 1 End Point (B) 0 O a 535 0 a 0 0 O 1 Tdally Parti UnNatm Lead (pit) 0 0 0 425 0 0 0 0 0 Partially Unifi Load 2 - - - Wall - - - 2Nand1eigM(d) O O O 6 D a 0 0 0 2Start POlnl18) 0 0 0 5.25 0 0 0 a a 2End Point DO a O 0 12 O D a a 0 2 Totes Partially Uniform Load FIN, 0 0 0 120 0 a 0 0 0 Partially UnHerm Load 3SpanMeight(R) a O 0 a a 0 0 0 0 3sart Pointl0) 0 0 0 0 0 0 0 a 0 3End Point(R) 0 0 0 a a 0 0 0 a 3 Total Partially Unlfmn Lord Had, 0 0 0 a 0 O 0 O a POINT LOADS Pont Load 1 Ro01 1 L.H. Bt) 0 0 a 035 D a 0 O 0 1 Total Low! (Ib) 0 0 0 2708 0 0 0 0 a Pi Load - - - Rod - - - - -- 2Lona9orDO 0 0 0 5.25 0 0 0 O 0 2Total Load 116) 0 0 0 2708 0 0 a 0 0 Pi Load 3 3 Leex8on(R) 0 0 0 0 O 0 O 0 0 3Total Load 9b) 0 O 0 O O 0 0 0 0 TAPERED LOADS Tapered Lead Starlit, Point IN) 0 O 0 a 0 a D 0 0 Tapered Lead Ending Pont IN) D 0 a 0 0 0 0 0 0 Tapered Load at Btad(pi) 0 0 0 0 0 0 0 0 0 Ti,pared Lead at End (p 0 0 0 0 0 0 O a 0 REACTIONS S MOMENT Duration lherass 1 1 1 1 1 1 1 1 1 i HeaN. Did) W70 1373 1351 U78 3355 8259 2279 4866 422 Right Rawfich do) 5870 1373 1351 0535 3355 82W 2278 4668 422 Max Moms N -ft) 1078 1030 675 28098 11323 48602 X18 15170 316 Max Shear all W70 1373 1351 8878 3355 9259 2279 4608 422 Cr 1.00 IN 1.00 I'M 1.00 1.00 1.0 100 1.00 C1 1.00 110 1.10 1.00 100 1.00 100 1.00 1.00 Area (ino) 62.37 2]]5 2775 7350 4155 9994 3325 6237 20.79 Manental In.N. l(Int) 714 190 199 IN] 489 3187 250 ]X 245 Maximum Bending Smile(b41 1854 209 189 1825 1850 1796 779 1474 92 Nlwnble Bandit, S9ese (Ii 2804 990 aw 2545 2604 2400 2094 2004 2600 Allowable Moment QIai 28793 3529 35N %387 17882 89959 11775 26793 8031 MOMENTFB 1.40 3.45 5.23 1.39 1.58 1.X 3M 1.]] 2835 Alawable Shear Straw, Sid) 205 198 198 205 285 265 285 285 205 Maximum Shear Ceti (ib) 11850 3563 3663 13965 7900 96% 010 11850 39W SHEAR FB 2.02 267 2.71 1.57 235 1.91 2]] 2.54 9.37 Bearing Ronulred 1.49 113 1.11 2.25 128 230 097 1.19 0.32 Elastic Modulae(pi 2.000.00D 1.603.003 1.600.000 2,800.033 2.003.000 1.800980 2.000.003 2.000.003 2.000.000 Ure Load DeOeetim(In) 0.26 000 000 0.18 0.19 0.42 001 0.25 0.00 Do, Lead Deaeelion Umll 3W San 960 AN 360 W 360 380 380 Allowable Lire Load DeSectiOn(in) DA3 O10 097 0.40 045 030 030 0.43 0.10 LRE LOAD DEFLECTN3N IS 1.69 2896 69.10 213 2A3 1.67 5.66 1.75 120.76 Total Lead DeAectiOn(1 BAD 001 OM 037 030 088 004 0.32 0.00 Total Load Deaeallon Omll 240 240 240 240 240 240 240 240 240 Allowable Toad Lard De0ec0on(in) OBS 0.15 010 0.00 0.60 1.05 030 0.65 0.15 TOTAL LOAD DEFLECTJQN FB 1.63 28.18 64.47 2.19 1.76 1.64 8.71 2.05 141.60 Plan: Princeton Date: 10/24/15 Location: Lot 10 Summerfield subd. Rexburg ID. 83440 MATERIAL PROPERTIES: 6x6 POST (5) 20 F� FS: 9.6 FS: 1.05 Location: Front Porch UFB-5/ MFB-1 E,„;,, --- Right COLUMN DIMENSIONS: 19.64 30.86 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length ft: 9 0 MATERIAL SPECS: 1.1 1.15 Material: Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 3.5 Width -y (in): 5.5 1.5 # Members 1 5 Area ins : 30.25 26.25 Axial Load: 1,876 11,571 MATERIAL PROPERTIES: F� 700 1,350 E 1,300,000 1,600,000 E,„;,, 470,000 584000 Lex/dx 19.64 30.86 Ley/dy 19.64 0.00 FACTORS: Cd 1 1 Cf 1.1 1.15 Ke 1 1 Fc' 770 1,553 Foe 1,002 501 Cp 0.77 0.30 Plan: Princeton Date: 10/24115 Location: Lot 10 Summerfield subd. Rexburg ID. 83440 FS: 1.17 FS: 1.35 Location: uYtl-SI MF13-1 uFtl-lu Calloul 5-36 S48 I ma AM 11 571 17 75q SPECS Soil Bearing Pressure (psf) 1500 1500 Footing Width/Diameter(in) 36 48 Footing Length/Diameter(m 36 48 Footing Depth (in) 10 12 CALCULATIONS Area Required (ft?) 7.71 11.84 Area Provided (fl) 9.00 16.00 36" Square by 10" Deep 48" Square by 12 Deep Concrete Footing with (4) Concrete Footing with (6)