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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00645 - 762 S 2275 W - New SFRYork IEngin�ering Structural Design (801) 876-3501 Structural Calculations Princeton SF8B8 Prepared For: F, KARTCHNER H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 10/24/2017 10/24/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: SF8138 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 (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) 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 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: Princeton Idaho Option Date: 10/24/15 Location: SF8138 LOCATION Back Front Left Right Interior FS: 1.11 FS: 1.06 FS: 2.71 FS: 2.71 FS: 1.08 SOIL SPECS Densit cf) 125 125 125 125 125 Boil Pressure sf) 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 San (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/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) 2.03 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 Pan: Prircbbo Date: 10a,1115 Lowtlon: SF8B8 Roof Live Load (pep: Roof Deadl.oad(psp: Floor Live Wed(psp: Floor Dead Load (paf): Exterior Wall Deed Load (pap: Interior Wall Gard Wad (psf): Suspended Slab Dead Load U Roof St., (W2): Rwf Pitch (0): F�' R: Ss: Eva: Sea: Cs: Reducllon Factor. Adecent Factor. Be. Sheer Force a: Floor Lateral Force b'. Floor 2 lateral Force lb: Roof La olf Force Ib: 37.5 30 25,659 5,380 20,270 13,030 31,039 33,306 SEISMIC FORCE DISTRIBUTION "a (ft) Wa(klp) Hp Wa % Force TOMI Shear (kip) Fa U. Roof 2313 31.01 721 55% 6.17 6.17 6.17 Floor 10.00 33.31 388 31% 9.30 3.13 Bd0 Floor 1.00 0.00 0 0% 8.30 0.00 5.17 TOTALS 0.01 Kw 1,087 9,299 9.30 31,039 33,306 Plan: Princeton Date: 10/24/15 Done with 3rd Car extended garage Location: SF8B8 Shear Wall Allowable Loads (pit) seismic (kips) wind(klps) seismic wind total left/right frontlback SWA 240 336 2nd Floor 6.2 kips 7.0 5.4 SW -1 350 490 1 at 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 -ntry/ Famil! 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 Backside 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) 246.5 165 145 556.5 551 551 331.5 357 186 186 729 872.5 Force i1s) 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 390 261 229 881 881 881 166 179 93 93 365 440 rronsfered 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 (Is) 1199 803 705 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. Co 1 0.81 0.83 1 0.76 1 1 1 1 Sale Load (p10 244 110 140 123 295 390 27 249 159 Wind Load (plf) 214.6 96.9 159.4 140.2 334.7 432.7 47.1 281.6 261.3 Shear Wall SW -2 SWA SW -1 SWA SW -3 SW -3 SW -1 SW -1 SW -1 'If FTW is shown for Shear Wall, check corresponding Force Transfer calcs Location Right A A A A A A A A A A A Rightside 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 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(sgft) 901.75'; 0 0 0 0 0 0 0 0 0 0 0 Force (lb) 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 Ransfered Forces 0 0 0 0 0 0 0 0 0 0 0 0 'orces 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 (11s) 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 Ratio 1 i i 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 Seis Load (plp 213 0 0 0 0 0 0 0 0 0 0 0 Wind Load (p10 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 SW4 SW4 SW -1 SW -1 SW -1 SW4 SW -0 SW -1 SW -1 SW4 SW -1 'If FTW Is shown for Shear Wall, check corresponding Force Transfer calor Plan: Princeton Date: 1024/15 Location: SF808 Uplift Calculations Location Master Bed 2 Bed 3 Rear Left Right Entry/ Famll) 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Back side Left side Right side Front side Front side Front side Backside Backside 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 565 565 845 7579 Wall Length (it) 3 11 2 38 29 29 13 3 12 12 3 29 Wall Height (ft) 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 (p10 160 160 160 160 160 160 180 180 180 180 180 180 Total DL(plfi 231 231 231 231 114 114 294 243 243 282 279 132 Seis.Uplift (lbs) 1474 - - 0 0 0 0 3149 - 0 1823 0 Wind Uplift (lbs) 1256 - 0 0 0 0 3530 - 0 2116 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 Frontside Frontside 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 (1b) 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (lb) 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 (it) 4 4 30 30 30 30 30 30 30 30 30 30 Wall Load (pin 180 180 180 180 180 180 180 180 180 180 180 180 Total CL(plf) 132 132 345 345 345 345 345 345 345 345 345 345 Sels.Uplift (lbs) 0 - - - - - - - - - Wind Uplift (Ibs) 269 - - - - - - - - - - - STHD70 Plan: Princeton Shear WAIL SWA --4" Edge Nailing and 12' Field Nailing Tis -Down: STHD101RJ Straps: Date: 10/24/15 112' Bolts @ 32' O.C. Studs: Front Bed 2 Location: SF8BB FORCE TRANSFER WALL LOAD PARAMETERS 914 Seismic Load(Ib). Wind Load (lb): 805 1 83 222 83 SHEAR WALL SELECTION Other fe3 103 Client: Shear Wall Callous SWA 350 8 5 All Units Roth unless specified Seismic Strength (11,18): Seismic Strength with Reduction (Iblft) 350 665 lb C65 Ib Edge Nailing (in a.c.) 4 Field Nailing (in o.c.) 12 2 83 222 83 .., Seismic FS 1.58 _- Wind FS 2.51 25 6 2.5 11 ASPECT RATIO t I Left Aspect Ratio: 100% Dead Load Resistance Right Aspect Ratio: 100% Load Reaction Location Seismic: 137 Load Al 160 Uniform Seismic: 137 CONNECTORS Corner Wind: 57.1 Load #2 0 0 Load 93 0 0 Wmd: 57.1 Force -Transfer Well Low0on: Ti.Do 11: STHD10/RJ Load 94 0 0 Siress(el F'T (psi) Stud FS: Shear WAIL SWA --4" Edge Nailing and 12' Field Nailing Tis -Down: STHD101RJ Straps: C816 --Nails to Connect Bolts: 112' Bolts @ 32' O.C. Studs: 2x4 Studs Siress(el F'T (psi) Stud FS: Pian: Princeton Data 10124115 Location: SF8B8 LOAD PARAMETERS Seismic Lead (lb): Seismic Strength With Reduction (Ib/8)308 Edge Nailing (In o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.69 Wind FS 12.70 ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Wnd"Strep: Stress (p: FT (psi) Stud FS: 8 5 2 Front Bed 3 FORCE TRANSFER WALL 98 266 98 183 Dead Load Resistance 183 All Units Ibllt unless specified 618!4 Load#1 160 Uniform G181b 98 206 98 2.2 6 16.4 1.1 1 Dead Load Resistance Load Reaction Location Seismic: 119 Load#1 160 Uniform Seismic. 119 Wnd: 44.7 Load#2 0 0 Wind 447 Load #3 0 0 Load #4 0 0 Shear Wall: SWA ---4" Edge Nailing and 12' Field Nailing Tie -Down: STHD10)RJ Soaps: C816 — Nails to Connect Bolts: 1Y2' Bolts @ 32' O.C. Studs: 2x4 Studs Plan: Pdrralm Date: 10r24n6 Location: SFege LEFT AND RIGHT Wind Loading Calculations using Main WlndforcaResisting System (Wai Longitudinal Direction Table 275-1 Steps to Determine MWFRS Leads Enclosed Simple Cushion Buildings Risk Category 11 Tab -1.5.1 Wlndapeed 115 Fgure26b1 A -B o1C Ex us Category C Section 26.7 I-rB upper floor 0.79 I -B main floor 0.70 Roof Height 0.48 Mean roof Height 24.2 Truss Span 29 Roof Slope 7112 Roof Mile(deg) 3036 Sas 0.5039 Lower Trues Span 29 Lowered now 7112 Lower roof Mg - (deg) 30.26 Sale 0.5039 Load wmbiraeon factor 0.6 (ASCE 7-102.4.1) Upper floor, P, 28.2 Table 27.6-1 Upper, has. Pe 28.1 Table 27.6-1 Main floor. Po 20.1 Main Ibor, Pa 20.0 Basement lb W. P, 28.0 Basement Moor, Po 27.6 Upper Floor (pan Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (Pat) Net Pressure 16.0 Woodward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floof (psn Net Pressure 16.7 Windward 10.3 Left 8.1 Leeward 6A Right 9.1 Roof (pi Zonal Zone 2 Exposure Mi. Factor t.000 Load Casal -7.7 -11.1 Load Case 7.5 d.3 Lower Roof (pi Land Calls -7.0 -10.1 Load Case 6.8 4.9 Roof Loatl Roof Height Length Area(Bs) Horecntal Force (lbs) 8.46 38.0 321.4 4123 Lower Roof Load Low Roof Height tipper Length Lower-rgih Low RostLenip i Mei Hiaboarl Farce(I65) 8.5 38 SO 12 101.5 1181.5 (height) (height) (height) Wall Load Basement 1 1st Boor 10 2nd floor 9 h' lorra(Iba) it, force(IbH " force ban Windward 50 514.9 500 5216.8 342 3579.5 Leeward 50 3195 Re 320.5.7 342 2190.9 2nd Floor Diaphragm Shear Trial Shear (ba) 7012 Right Wall Length 0 Left Wall Length 0 tat Floor Diaphragm Shear Total Sheer Obs) 15294 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Sheergign 19923 Right Wall Length 0 Left Well Length 0 Base Wind Shear 20340 Hurricane Ties Factors of Safety Uplift (to.) H1 H2.5 Roof (per Was) 11.7 50.11 51.39 Low rcaf(eo Wes) -13.1 40.65 41.60 Lateral (be) H1 H2.5 Rcof(per Wae) 3.7 212.40 110.93 Low roof (par truss) 0.7 10236 607.30 Plan: Pri Date: 1x44115 Location: SF888 FRONT AND BAC Wind Loading Calculations using Main Witu forceReslsting System (MWFRS) Transve me Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphragm Buildings Risk Category II T'S 1.5-1 Wind speed 113 Figure 28.5-tA-B orC Ex sure Cargill C SecWn 26.7 -B upper floor 1.27 Lie mein Moor 1.43 Roof Helgla 0.46 Mean roof Height 24.2 Trans Span 29 Footsore 7h2 Roof Angle to") 30.26 Sin, 0.5039 Lower Trus. Span 29 Lower roof Slope 7112 Lower roof Angie(us,) 30.28 Sine=0.5039 Load combaagon factor 0.6 (ASCE]-102.4.1) Upper floor, pn 27.2 Table 27.64 Upper ki pa 26.5 Table 27.6-1 Main floor, pn 26.5 Main floor. pe 26.4 Basement floor. p„ 26.4 Basement iloar. pe 26.0 Upper Floor Bed) Relative positioning Net Pressure 16.1 Wncl 10.4 Left 8.4 Leeward 5.7 Right 8.4 Main Floor (psf) Net Pressure 15.8 windward 10.6 Leh 7.9 Leeward 5.3 Right 7.9 Basement Floor (psi) Net Pressure 15.7 Wndwere 10.4 Left 7.9 Leai 5.3 Right 7.9 Roof (pan Zen.I Zone Exposure adj. Factor 1.000 Lead Camel -7.7 -11.1 Load Case 7.5 -5.3 Lauver Roof (pal Load Case -7.0 -10.1 Lead Case 2 6.0 4.9 Roof Lead Reof Haight Length area (,i Horizontal Force (lbs) 8.46 30.00 253.75 3255 Lower Roof Lead Lower Roof Height Upper Length Lower length Law Raol Length(%) Areola°) Halmirtal Forw(be) 8.5 30 35 5 42.291667 492.3 (height) (height) (heghi) Wall Load Basement 1 tat floor 10 2nd Door 9 fl° for. (Iles) fte force (11m) Wr for dbs) Windward 35 365.2 SW 3695.4 270 28 1 Leeward 35 184.2 350 1849.2 270 1543.5 2nd Floor Diaphragm Shear Total Shear(Ibs) 5427 That Wall Length 0 Back Wall Length 0 Tat Floor Diaphragm Shear Total Shear (Red 10863 Front Wall Length 0 Bark Well Length 0 Basement Diaphragm Shear Total Shear Qhs) 13910 Front Wall Length 0 Back Well Length 0 Base Wind Shear 14105 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (11 Wes) 11.7 50.11 51.39 Law roof (Far Wae) -13.1 40.65 41.00 Lateral (ha) H1 H2.5 Roof(per Wss) 108.5 7.23 3.78 L.hoof(par Wa3) 14.1 55.61 29.15 Plan: Princeton Date: 10Q4115 Joist Series: 21 000 0 6 Joist Dept (ft): 11.88 11.88 Joist Span (ft): 18 18 Joist Spacing (In): 19.2 19.2 LOAD PARAMETERS Floor Dead Load 10 10 Floor Ltve Load 40 40 Tepid Floor Load 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight Ing 2A 2.5 Joint Leading (pig 83 83 Max Reaction(Ibi 745 743 Max Moment (ft -Ib) 3353 3341 JOIST DETERMINATION Max Moment iW%(ft-Ib) 3795 3670 Moment FB 1.13 1.10 Max Shear 100%(Ib) 1655 1675 Shear FS 2.22 226 Beefing Required (In) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.53 0.54 Allowable Live Load Deflection (in) 0.60 0.60 LL Deflection FS 1.14 1.11 Total Lead Deflection Limit 240 240 Total Load Deflection (in) 0.68 0.70 Allewable Total Load Deflection (in) 0.90 0.90 TL Deflection FS 1.32 1.29 13/4' Allowable Reaction (Ib) 1005 1175 3112' Allowable Reaction (lb) 1460 1425 Name GrtE¢ LOADING PARAXETERS F.Livo.annn F. Twol i ansn i Lire Land) Raol Taw Load (i Walbon A SEAM SPECIFICATIONS Ream Span lfll ... oiti too SEAM SONG Som O.D. ant Tool Unilom Wall LwE TO, Pnnulm On. IMN115 aean: si i TLD loon. Fi LVL 40 Eo 40 55 20 16 12.08 umrarm Loae(A 2 End Point (H 2 Total Partially Wham L00al on PoMor Dntlmm1 3 a sl." .I9M(R) 351017 Point Oft) 3 EM Pohl to 3 TORI PaOely Vnllorm i (pa, POINT LOA00 Polnl LoodI -.1t OR) 1 Tobi li (b) Poli 2 2 Loratlm AD 2 T.W LwC 0) POI;A Load3 3Laraeon (fl) 3Tob I-Acl ) TAPERED LOADS owami,I- 40 Rceuion pet Mex Ikii 0.) A, xSeeegN) G Areapn' Xanenl of lana I eandiSU At-ble Bandiaq SOae a" ) Af-laledcnme 0eas 59'01 SIOSIE TMan.nlodn) XOXEXTFS Al .A-St Olpo(pal) Madmom Seear Capatlry (b) SREAR Re ciAnial Eli"A"( Li Lw6 Deflator LOH Lira LcafiNfl�.Load Limn LIVEL 1. DD L0aa00ONFS Gn) Toad LOAD DEFLECTION NO FB TWILaa600 orlon() Tolol 0enanlbn Llmll TOTAL EFL CTORI Pnl TOTAL LOM DEFLECTOR FB 11.08 S.5 RBR Sawn 4a So 40 55 m N 555 9.25 J 137,5 165 SO 0 0 o 0 0 0 0 0 a e 0 0 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 10 3 0 0 a 0 a 0 a 0 0 0 10 0 0 0 1 1 1 N 939 IS. NA 7346 2559 1930 Na 59 I. I.an 1.10 IC50 27.75 499 193 1071 724 2604 990 nEOz 3529 2.0 1.57 285 190 7933 3600 4.30 3.91 0.70 o.n 2.003.000 1059.000 0.15 0.13 380 380 0.53 0.37 ],50 3N 0.35 a.1B 240 240 e.ep HM 2.2. 3.07 8525 an a 6875 RBnau A R03 RB-S ENarded Sewn LVL LVL Ad do 40 50 So W 40 10 41 at D 55 20 20 0 6 9a 10 555 1208 12. 921. 0 11.00 3 1: 3.0 8525 110 6875 800 40 JO 60 50 0 0 a 0 0 0 p p o a a D o a o 0 0 o 10 a o 0 0 10 6 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 01 825 a 0 e a a a I1 0 0 t 08 SIT 3116 4201 9M E87 0119 4264 dafi0 SM 7591 6640 2708 597 Jdl6 42& I'Go 1.59 1.W 1.59 LW 1.10 1.00 1.133 33.25 22.25 4159 41M 250 148 b6 AM 925 247 1121 14M 2804 SON 2fip1 260A 11775 2529 1782 17562 2.M 441 2.32 199 285 tb No 265 8]16 2851 750] 7900 2]J 824231 9 194 1.03 0.48 Lao im 2.00.003 1.659900 2,00H. 2.000.000 0.04 o.at 1 010 360 360 350 050 020 010 080 0.]0 5.48 38.87 0.94 3.92 0.05 0.02 0.12 0.15 240 240 240 240 0.30 0Jo OAS 0.45 0.85 16A8 3.69 3.10 '- x S,- 155 R88 IS 1 R82E,ii Sewn LVL LVL Ll 40 d0 do 40 0 50 so 40 40 40 40 Na 55 20 20 20 20 z.5 6 9 9 5.55 961 12M 1206 9.25 9,5 11.00 11,80 J ].5 ].5 J.5 0 0 0 0 30 0 0 0 01 0 0 0 0 0 0 825 0 a 0 0 0 0 0 R. Rwl Rost 0 30 2 32 0 0 0 0 6 2 2 0 825 687.5 w 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 a 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 RaN RON FEW 0 3 2 2 0 3385 2705 3597 0 0 0 0 0 a o 0 0 0 0 a 0 0 0 0 0 0 2 2 0 3 9 9 0 165 246 30] 0 6 6J 138 1 1 1 Io99 27.3W 5090 IOY 3733 1457 1915 646 72. 6Y6 5206 1036 3723 ]996 5990 IGo I.CO 159 IW 4.10 1.80 1 W GO 27.]5 33.25 ALSO 41.50 196 NO A59 409 182 PON 031 1196 990 2684 26W ZEN wn 11775 17862 17862 5A5 1.62 .0 2.18 too 285 295 285 386] MIS 7959 ifrp 3.53 1.09 199 1.55 0.85 L42 151 1.99 1.600.000 2.000.000 2000.590 2000.000 o.o0 0.06 0.07 0.09 380 360 359 380 a.a6 020 0.30 0.30 49.63 3.26 4A5 ]b2 ON 000 0.0 0.12 240 240 240 240 0.13 0x 0.45 OAS SJ.70 330 4.76 3.70 TWI Union, Rml Luaa(p'D .a-1]19!10'4 Sawn ()UNIT. Sawn Rl3l HO Swan"..... Sawn(2)%5.'101 LVL D)119R' LVL(a).'Or LVL jO.IOr LVL". 1T LVL I]I.9M LW13191.- TeTonalUna- WaL Luna SO n' is R 1-1:1. 1111 551 sear 14] E -:..r. l.le Saar tl ' 21441 1.15 S-, I.1= 3 -.sr.. f' 3'.aear wa Nanw 0.b9•.•ant Pb11 UFB-1Sawn UFB3 UFBi UFBi Optlont UF.�O.IIanA UFB.a.ptlenB ltw UFOJOMIonC ParWIry LInFmm L.l Gwa Sawn Sawn a- 8mm Sean Sawn LVL LVL LN LVL LVL LK WAD PARAMETERS 0 0 0 O JI a 0 3a ]0 30 0 .LN. Flan LNal malNn anm 0 w40 0 a0 En 40 1. 40 a0 w FlanL'a Laa(OND SJ 50 0 50 50 0 50 6 110 50 50 PM 90 40 a0 a. w m w0 a0 10 10 40 40 40 Toaw Laa(G, PMS TodISHII pf) Ss IS ss ss % 53 Ss Ss Ss 2CpaM1nI.M(1) 30 YO RO M A 10 ]0 30 30 30 30 RWaS EAS SPECIFICATIONS BE.W. 0 0 0 0 0 0 O 0 0 2.5 0 Seem span(.ATOXB 0 S 0 A ] S • 0 8 a 8 We'gM(IYfI Inn DR) 555 E. 11.55 A 555 665 80] 9ba 9G 904 9fif 984 ..A 5.1X0 WaA Ream &am OepT B.]5 9]5 935 835 935 1110 .s 95 5 9 .5 0 wa tivWe Beam WdMM 3 l ] ] ] 1.45 S ].5 ].5 35 3.5 ]f TWI Union, Rml Luaa(p'D In 3I5 3]5 110 0 0 035 1]151 3].5 1315 TeTonalUna- WaL Luna SO 3W 0 v0 00 330 0 3311 3N 0 130 ILO PA0.TALLY U XIFORM LOAOOIG ParWIry LInFmm L.l Roal Pmt .1 Rcol RM 19paM1egM11(a) 0 0 0 O JI a 0 3a ]0 30 0 1 CIM Poll IN 0 0 0 0 1 0 0 4 0 2.5 0 I Paaw 0) 0 0 0 0 3 0 0 6 2 42 1 Tandy PM41y Una- Lwa(M 0 0 0 0 935 0 0 035 IS C35 165 PUSeay Unawm Lma z WeA Waa 2CpaM1nI.M(1) 0 0 0 0 0 0 0 0 11 5 0 2 Sawn Tian IN 0 0 0 0 0 0 O 0 0 2.5 0 3End ..(a) 0 0 0 a 0 0 O 0 2 a 0 11. Penta% Un. 1. GO 0 0 0 O 0 0 0 0 2M 1W 0 Pa'baly ua,. LW 3 WaA 3snwn`aw 1(H) a 0 0 0 0 0 0 0 5 0 0 .swan Po'm(a) a 0 a 0 0 0 0 0 z 0 0 3End Paint IS) 0 0 0 0 0 0 0 0 0 0 0 3 TWI P.nialy UnOmn Load AFI 0 0 0 0 0 0 0 0 1 O 0 0 PONT LOADS Panty L.I POM RaM Pmt Pml RW tlm.(a) 0 0 0 0 f 0 0 ( 2 2.S 2 t Talc Load RIG 0 0 0 0 a. 0 0 3305 2. t030 21M Da. .2 RW 2..(E) 0 0 0 a 0 0 00 0 4a 2TMM Law Ob) 0 0 0 0 0 0 0 0 0 1036 a Pam Lw ] 3 LmYM.(4) 0 0 10 0 a 0 0 0 0 0 aTOW LW Ob) 0 a a 0 a 0 0 0 0 0 0 TMEREO LOADS Loa swrS,R Fdnl(1) 0 0 0 0 0 0 O 0 0 0 0 T,,wd almraa Load Exna Paint (0) 0 0 a 0 0 0 0 6 0 0 2 lww. Lod nl On. (00 0 0 0 0 0 0 0 133 0 0 fw0 T nd load .1 "'U." 0 0 0 0 0 0 0 zae 0 0 fw REACTIONS S MOMENT ..I-- I I I 1 1 1 1 1 1 LOS PexOs (M) W1 An 841 ]w0. 4. 0411 5199 ANN, 4. NMI Raw. 06) GI An G I 312 Ra] 0. 4. 5196 32J1 3952 m 0Wnn1110'0) 0]1 %1 N1 380 361E 612 8098 .1. 1422 1191 0915 Mav 3Mv 0a) 651 %1 B11 342 3T6 612 4. 51% 539• ]852 4393 On LOO 140 1.M 1 W tm LW 1.00 f W 1.W 1.W t. y ID LI0 .1. fl0 Lt0 LM 1W tW 1m Im 113 Awa (a) 23.33 21.15 21.16 21.33 21.111 2D.N. 33.25 3335 ..a5 ]3211 3326 Moment a hada l ory 199 1 G 196 190 1% 245 z50 250 2110 250 1. Maanmm sananw Rrem(-) m til 160 M RG I 1369 10G 1682 1839 1521 NMnbM Smda05a. I.) 803 GEN 9W 9v2 930 2%4 3081 2(91 2%4 2W 2. NMyhla MprnnlOM) 351 35M ]SA 95R %M 8931 111151 1115 111311 1IPS !ITS ROME. FB 559 BX Sal 11.00 135 MX 1,N 1.43 139 1.W 1. Nkwada.1 E- 011) 189 1. 1% 19B 103 205 SEE 2. 235 205 205 MaNmum BMar.,noy(MI JS03 3¢% ]003 989] 3531 1Q0 &310 B]1. 6310 W11 Bna SHEAR Fs SM 6.53 5.11 10.]0 1.11 BAS 1.% 1.15 1.1] 1.W 1M .Ing Pryu9w OSA Safi 0% 030 219 043 1.% 208 205 1.51 1A1 Ela51kM vlua Gma 1.EM,W] 1,W..a'Jp 1'... 1.8(0.0]0 1,BW,W9 3,00n. 20W.Wa 2W3.MO 3.0.X,1. 2.000 2000. LM Loa Dweca. On) OW D. ON OW 0.01 O.W O,Os O.LO DOE D. 000 LM 1. a. Law ]W ]WNA %0 SES J59 490 RN SFA) YO %0 NMrebM. L. OalMakn On) 0.13 0.13 O.ta S13 DID 013 RM 020 030 D. 020 LAR LOAD DEFLECTOR FB 80.10 ]030 3a3a 136.02 10.40 K20 404 113 ]]0 Sall ]A3 TW W., DO aw.n ON Row Oot Sol G. R01 OW 0. 0.10 SW o.as ON,TwalloM0aae2icn LM1 3w 240 .0 NO 210 2w 240 240 240 240 R4a N.. Taw d MOaOWn MI OM 030 0.20 GAS 0.15 R20 0.]0 S. 0211 R'30 030 TOTAL LOA. DEFLECT.. FB ..a9 33.19 ".HS 0].18 ISIS M.04 ]30 00] 1.31 1.2• >A11 Plan: Ptlnralon Data 10i 6heec 2 7 Bbeir271 At IM.nL LW Mcmxn[I o'haar. 277 LL DeAxlkn:.63C Soar93) Name UFB-S Ui UFS -7 UFB4 UFSA UFB40 UFS -111 MF&1 MFB4 Grade LVL Sawn Sawn LVL LVL CUB LVL LVL LVL LOADING PARAMETERS Floor Live Lead graN 40 40 40 40 40 40 40 40 40 Fit T0tal Load(p50 W W 50 50 50 50 50 W 50 Roof LWe Lead (on 40 40 40 40 40 40 40 40 40 Fool Total Lead gri 55 55 55 55 55 55 55 55 55 Wall Lead(pap 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Stone (111 13 3 2 12 13.5 21 0 13 3 Beam Weight(00 1009 555 5.55 2192 12.06 2626 9.64 1809 603 BEAM SUING Bram Dep0i (in) 11.00 9.25 933 14 11,80 19.5 9.3 11.00 11.88 Baam WdauWeigN1 5.25 3 3 5.25 3.5 5.125 3.5 5.25 1.75 UNIFORM LOADING fi Span 161 29 30 12 14 1 2 18 30 20 11 Roof Span Ift) 0 0 30 W ' 10 9 0 0 0 Wng"elgh1(Q) B 0 11 -4 8 8 0 0 0 Tong UnMorm Floor Lead(In 725 7W 307 350 W 450 750 7W 276 TOtal UnRorm Feel Lead g1f) 0 0 825 025 275 247.5 0 0 0 Tend Uniform Well LNi(pi 160 160 220 00 160 160 0 0 0 PARTIALLY UNIFORM LOADING Permit, Uniform Load 1 Roof 1bpre,Hi(10 0 0 0 40 O a 0 a 0 1 Start Point 111) 0 0 0 025 0 D 0 0 0 1End Point IF) 0 0 0 525 0 0 0 0 0 1 TOWly Penally Uniform Lead(p10 0 0 0 425 0 0 0 a 0 Paially Uniform Lead - Well - - - - - 2SparvHephl(fl) 0 O 0 6 0 0 0 0 0 2Start Point IS) 0 O 0 525 0 0 0 O 0 2End Print (it) a 0 0 12 0 0 0 0 0 2 Total Parelly Uniform Lead Ipd1 0 0 0 120 O 0 0 0 0 Partially UnOam Lar 3 3SparAhlgM(ld 0 0 O 0 0 0 0 a 0 3 Sean Point (R) 0 0 0 0 0 0 0 0 0 3End Point (111 0 0 0 0 0 0 0 0 0 3 Total Parally Unit. Lead(PIU 0 0 0 0 0 0 a 0 0 POINTLOAOS Palm Lead - - - R[af - - - - - Itrcaticn(a1 0 0 0 0.25 a 0 0 0 0 1 Total Lead (Il) 0 0 0 2709 0 0 0 0 0 Purim Lead - - - Reof - - - - - 2L.gm(n) 0 0 0 525 0 0 0 0 0 2 Total Load (Ih1 0 0 a 2708 0 0 0 0 0 Point Lead - - - - - - - - - 3L.W(ft) 0 0 0 0 0 0 0 0 0 3T0nd Lead (to) 0 0 0 0 a 0 0 0 0 TAPERED LOADS Tapered Load starling POim 00 0 0 0 0 D 0 0 0 0 To,erml Load Ending Prim (ft) 0 0 0 0 0 0 0 0 0 Tapmed Load at Stan(pN1 0 0 0 0 0 0 0 0 0 Tapered Lead at EW (Pill 0 0 O 0 0 0 0 0 0 REACTIONS 8 MOMENT Dmagion Immerse 1 1 1 1 1 1 1 1 1 Left New. Sd 5970 1373 1351 U78 3355 9259 2279 4661 422 Right Rawlen Old 5970 1373 1351 8535 3355 9259 299 4888 422 Max moment(Ih-a) 19078 1DW 675 26005 11323 48607 3416 15170 316 Max Shear (III 5870 1373 1351 8078 W55 9259 2279 4855 422 C, 100 1.00 107 1.00 IN 1.07 100 100 1.07 C, 1.00 110 1.10 100 100 1.00 1.00 1.00 IN Ara 111 6237 2725 27.75 73.50 4158 99.94 3325 62.37 20,79 Moment of Inertia I iii 734 198 190 1201 459 3167 250 734 245 Maximum Berdin9 Sam.Ur111 1854 289 189 1825 1650 1798 779 1474 92 Allowdild Bendirp SOeu(A-ft) 2604 99) at 2546 2604 2403 2684 2504 2604 Allowable Momem(1i 26783 3529 3529 36387 17062 64959 11775 2670 0931 MOMENTFS 1.40 343 5.23 1.39 1.30 1.34 355 1.77 2835 amwabla Shear Soho (Fall 285 190 198 205 285 265 205 285 205 Maximum Shear Cepaory(b) 11&50 SUM 3663 13985 7900 176% 6310 11850 3907 SHEAR FS 2.02 267 2.71 1.57 2.35 1.91 2.77 244 937 Bead,Fequlmi 149 1.13 1.11 2.25 128 2]0 087 1.10 032 Hai Modi(I*ai) 2.W3.0.tl 1.600.003 1.830.000 2.001 2.000.000 1.090.070 2.O00.000 2.M.000 2.073.030 LWe Load 0e6¢Ilon(in) 0.26 007 000 0.18 0.19 042 0.04 025 OA3 LW Lead Oeaechon Limit 360 360 360 360 380 380 360 350 360 Pllmveble Live Lead Ooflai(in) 0.43 0.10 0.07 040 045 070 0.20 043 0.10 LIVE LOAD DEFLECTION IS 1.69 28.08 69.10 2.23 2.43 1.67 3.66 1.75 120.76 Taal Load Oeneclbn Ont O.4o 0.01 0.00 027 035 0.68 0.04 032 0.00 Total Load De6emen Limit 240 240 240 240 240 240 240 240 240 Allowahle Total Lead Deflection(i.) Deg, 0.15 SAO 060 068 1.05 030 065 0.15 TOTAL LOAD DEFLECTION FS 1.63 28.18 6442 2.19 1.70 1.54 6.71 2.05 14140 Plan: Princeton Date: 10/24/15 Location: SF8B8 MATERIAL PROPERTIES: 6x6 POST (5) 20 F, FS: 9.6 FS: 1.05 E Front Porch UFS -5/ MFB-1 Location: --- 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 in' : 30.25 26.25 Axial Load: 1,876 11,571 MATERIAL PROPERTIES: F, 700 1,350 E 1,300,000 1,600,000 E,,, 470,000 580,000 Lex/dx 19.64 30.86 Ley/dy 19.64 0.00 FACTORS: Cd 1 1 C1 1.1 1.15 Ke 1 1 Fc' 770 1,553 Fee 1,002 501 Cp 0.77 0.30 Plan: Princeton Date: 10/24/15 Location: SF868 FS: 3.17 FS1,35 S-3fi SLB SPECS Sail Bearing Pressure (pat) 1500 1500 Footing Witlih/Diameter (in) 36 48 Footing LenglhlDiameter (in 36 48 Footing Del 1 10 12 CALCULATIONS Area Required (8°) 7.71 11.84 Area Pro, 9.00 16.00 36' Square by 10" Deep 48" Square by 12" Deep Concrete Footing with (4) Concrete Footing with (6) #4 Bars Each Wav q4 Bars Each Wav