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HomeMy WebLinkAboutSTRUCTURAL CALCS - 17-00182 - 733 S 2275 W - SFRYork Engineering Structural Design (801) 876-3501 Structural Calculations Princeton SF11B9 Prepared For: FKARTCHNER kI H 0 M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 3/31/2017 3/31/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: SFIIB9 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 pef, 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 stricture 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: SF11B9 LOCATION Back Front Left Right Interior FS: 1.11 FS 1.06 FS: 2.71 FS: 2.11 FG: 1.08 SOIL SPECS Density pcf) 125 125 125 125 125 Soil 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 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/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 Plan: PMrelon Date: IW4115 Location: SF11B9 LOADING SUMMARY Roof Live Load (ply. 40 Rool0eadLmU(pd): is Floor live Load(ps) 40 Floor Dead Load (psq: 10 Eatenor Wall Dead Load (pst): 20 Intetlor Wall Dead Load (pal): 10 Suspended Slab Dead Load (p.1 75 Sus detl Slab we Lead : 40 3.13 330 SNOW LOAD PARAMETERS 0.00 Roof So, (612): 7 Roof PlicM1(B): 30.26 Total Roof Lead(psH: SEW 8.30 SEISMIC LOAD PARAMETERS F,r: 1 R: 6.5 Ss: 1.550 Sui 1.550 See: 1.032 Cs: 0.206 Reduction Factor. 1.30 Adjamnt Factor: OTO Cs 0.145 SHEAR DISTRIBUTION Base Sheer Force Ib: 9,299 n.r 1 Lateral Farce r 0 Fear Laical Force Ib'. 4,513 Roof Lateral Force to a ace SO 35 — 15 37.5 30 8 10 SO 35 9 10 20,276 13.030 33,306 SEISMIC FORCE DISTRIBUTION Its(A)W.(klp) H,Wx %Force Total Shaer(klp) Fx Va of 23.23 31.4 721 66% 6.17 6.17 6.17 r2 10.00 33.31 366 34% 9.30 3.13 330 r1 1.00 0.00 0 0% 9.30 0.00 B.17 LLS 0.01 64.35 1,087 9,299 8.30 Plan: Princeton Date: 10/24/15 Done with 3rd Car extended garage Location: SF11 B9 Shear Wall Allowable Loads (plf) seismic (kips) wind (kips) seismic wind total left/right 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 -ntry/ Famlh 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 Poor 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 5565 551 551 331.5 357 186 186 729 872.5 Form (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 390 261 229 881 881 881 166 179 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 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 Sets Load (plf) 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 SW -1 SWA 'If FTW Is shown for Shear Wall, check corresponding Force Transfer calm 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 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 (Ib) 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 flacr 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 'arms 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 (lb) 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 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Ca 0.72 1 1 1 1 1 1 1 1 1 1 1 Sets Load (pIQ 213 0 0 0 0 0 0 0 0 0 0 0 Wind Load (pl0 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 Walt SWA SWA SWA SWA SW -1 SW4 SW4 SW4 SWA SWA SWA SW4 'If FTW is shown for Shear Wall, check corresponding Force Transfer calm Plan: Princeton Date: 10/24/15 Location: SF11 B9 Uplift Calculations Location Master Bed 2 Bed 3 Rear Left Right Entry/ Famill 2 Car 3rd Car 3rd Car Rear Left Front side Front side Front side Backside Left side Rightside 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 (11h) 601 805 354 2713 3506 3506 2209 1298 565 565 845 7579 Wall Length (ft) 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 (it) 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 DL (pit) 231 231 231 231 114 114 294 243 243 282 279 132 Sels.Uplift(Ibs) 1474 - - 0 0 0 0 3149 - 0 1823 0 Wind Uplift(Ibs) 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 From 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 (11h) 4675 0 0 0 0 0 0 0 0 0 0 0 Wind (1b) 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 Well Height (111) 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 (pit) 180 180 180 180 180 180 180 180 180 180 180 180 Total DL (pit) 132 132 345 345 345 345 345 345 345 345 345 345 Seis.Upfift(lbs) 0 - - - - - - - - - - - Wind Uplift (lbs) 269 - - - - - - - - - - - STHD70 Plan: Princeton Date: 10124115 Location: Si LOAD PARAMETERS l Load Seismic Load (lb): Tie -Down: 914 Wind Lead (Ib): Seismic: 137 805 0 0 Wind: 57.1 Load #3 SHEAR WALL SELECTION Load 414 Client: Other Shear Wall Cellout: Sli Selsmic Strength (lb/ft): 350 Seismic Strength with Reduction (Ib/ft) 350 Edge Nailing (in o.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.50 Wind FS 2.51 ASPECT RATIO Left Aspect Ratio: 100% Right Aspect Ratio: 100% Stress (psi): F'r (psi) Stud FS: 8 5 Front Bed 2 FORCE TRANSFER WALL 83 222 -,.,.1'83 183 All Units Iblft unless specified 183 6fs lh 222 8., . 2.5 6 Y.5 it Seismic: 137 Wind: 57.1 11 Dead Load Resistance l Load Reaction Location Tie -Down: Load 11 160 Uniform Seismic: 137 Load p2 0 0 Wind: 57.1 Load #3 0 0 Load 414 0 0 Shear Wail: SW -1 ---4' Edge Nailing and 12' Field Nailing Tie -Down: STHD10/RJ Straps: CS16--- Nails to Connect Boils: 1/2' Bolts @ 32° O.C. Stade 2:4 Studs Plan: Princeton Date: 10124115 Location: SF11B9 LOAD PARAMETERS Seismic Load (lb): Shear Wall: SW -1--- 4'Edge Nailing and 12'Fleld Nailing 803 Wind Load (Ib): Straps: 707 Bolts: 112' Bolts Q 32' O.C. Studs: SHEAR WALL SELECTION Client: Other Shear Wall Callouh SW -1 Seismic Strergth(Vill): 350 Seismic Strength with Reduction (IbIR) 308 Edge Nailing (in c.c.) 4 Field Nailing (in o.c.) 12 Seismic FS 1.69 Wind FS 2.70 ASPECT RATIO Left Aspect Ratio: 88% Right Aspect Ratio: 88% Stress (psi): FT (psi) Stud FS: 1 a 5 2 t Seismic: 119 Wind: 44.7 Front Bed 3 FORCE TRANSFER WALL 0.4 It Dead Load Resistance Load Reaction Location Load p1 160 Uniform Seismic: 119 Load #2 0 0 Wind: 44.7 Load N3 0 0 Load N4 0 0 Shear Wall: SW -1--- 4'Edge Nailing and 12'Fleld Nailing Tle-Down: iSTHD101RJ Straps: CS16-.-Nails to Connect Bolts: 112' Bolts Q 32' O.C. Studs: 2x4 Studs Plan: Pri Data 1024115 (lbs) Location: SF11M LEFT AND RIGHT Wind Loading Calculations using Main Wini force -Resisting System (MWFRS) Longitudinal Direction Low moryps, Was) -13.1 Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphin m Buildings Risk Category IITame'.&' Rooi(per Wss) Wind spent 115 Figure 26&'A -B orC Exlaa6tue Category C Secfian267 M upper floor 079 US main floor 0.70 Roof Height 046 Mean roof Height 242 Truss Span 29 Raef Sees 7112 Roof Angle (deg) 30.26 Sine = 0.5039 Lower Trusts Span 29 Lower roof Slope 7112 Lower our boysfte9) 30.26 Sine =0.5039 Load combinatim factor 98 (ASCE 7-102.4.1) Upper floor. pn 28.2 Table 27.&1 Upper floor, P. 28.1 Table 27.&1 Main Mor, Pe 28.1 Main floor, pa 260 Basement flaw, p, 260 Basement floor. pa 27.6 Upper Floor (p.9 Relative positioning Net Pressure 16.9 WMwerl 165 Lou 91 Leeward 64 Right 9.1 Mein Floor (pal) Net Pressure 16.8 WMward 10.4 Left 9.1 Leei 64 Right 9.1 Basement Floor Bast) Net Pressure 16.7 WM.W 10.3 Left 9.1 Lai 6A Right 91 Roof (par) Zone 1 Zane 2 Expawre Adj. Factor 1 WD Load Case 1 -7.7 41.1 Load Case T5 -5.3 Lower Beef (pull Load Case 1 -7.0 -10.1 Load Case 68 4.9 Roof Load Roof Height Length Arca but) HMibontal Force jibs) 8.46 38.00 3214 4123 Lower Roof Load Low Roof Height Upper Leri Lower length Low Four Length(ft) Nea(fts) Horizantal Force that 65 38 5o 12 101.5 1181.5 (might) (height) (height) Wall Load Basement 1 tat floor 10 2nd Door 9 fts 1.. (l 8s to. (to,) is to. (le.) Wall 50 514.9 500 52160 342 399.5 Leeward W 319.5 we 3205.7 342 2198.9 2nd Floor Diaphragm Shear Tonal Shearpbe) 7012 Right Wall Length 0 Leh Wall Length 0 tat Floor Diaphragm Shear Tonal Shear gbs) 15294 Right Wall Length 0 Leh Wall Length 0 Basement Diaphragm Shear TOWI Shear gbe) 19923 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 20340 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 floor(,, Wsa) 11.7 50.11 51.39 Low moryps, Was) -13.1 40.65 41.00 Lateral (lbs) 111 H2.5 Rooi(per Wss) 3.7 212.40 110.93 Low rooryper mna) 0.7 1162.76 607.30 Plan: I'shch. Date: IOQ4115 Lorafton: 6F11e9 FRONT AND BAC Wind Loading Calculations using Main W ndforce-Resisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Calegory II Table 126-1 Wnd apead 115 Figure 2fi.5-1A-Bar. Exposure Cak o C Sedlon 26] M upper floor 127 UB mainflar 1.43 Roof Height 8.46 Meanmof HelpM1l 242 Trues Span 29 Roof Slope 7112 Roof Angle (all 3026 Sine =0.5039 Lower Truss Span 29 Lawerraof5l., 7112 Lower roof Angle (deg) 3026 Sine =05039 Load mmbinatinn facmr On (ASCE 7-1024.1) Upper fares, Ph 27.2 Table 27.6-1 Upper floor, pe 26.5 Table 27.&1 Main flooq ph 26.5 Main fleas. pa 284 Basement floc, ph 26.4 Basement flow, pa 26.0 Upper Floor (pal) Relative posilloning Net Pressure 18.1 Wo"ard 104 Len 8.4 leeward 57 Right 8.4 Main Floor (psf) Net Pressure 15.8 Wndward 10.6 Left 7.9 Leeward 5.3 Right 7.9 Basement Floor(psN Net Pressure 15.7 Windeard 10.4 Left 7.9 Leeward 53 Right 7.9 Beef(psi) Zone1 Zen.2 Exposure All. Factor Tom Lp.d Case 1 .7.7 -11.1 Load Case 2 7,6 -5.3 Lower Roof(psN Load Case 1 .7.0 -10.1 Load Case 88 49 Roof Load Roof Height Lea,N Ms. (l Hgizenlal Fares gle) 8.46 3000 253.75 3255 Lower Roof Load Lauver Roof HelpM1l Upper Length Lower length Low Roof Lengih(ft) Area(ft) H.drorta Farce Obe) 6.5 30 35 5 42.291587 492.3 (height) (height) (height) Wall Load Basement i tat floor 10 2nd Boor 9 fla far. (lb.) W force Qhs) it, fares Obs) Wre.ad 38 305.2 350 3695.4 270 2800.1 LeeweN 35 184.2 350 1849.2 270 1543.5 2nd Floor Diaphragm Shear Total Shear(Ibs) 5427 Froat Wall Leaglh 0 Bac, Wall Length 0 1st Floor Diaphragm Shear T91al Shear(lbs) 10863 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (Post 13910 Front Wall Length 0 Bork, Wall Length 0 Base Wind Shear 14185 Hurricane Ties Factors of Safely Uplift line) Hi H2.5 Roof(pertmss) it) 50.11 Si39 Low roof her Wssl -13.1 -30.65 'Hoo Lateral (lbs) H1 1-12.5 Roof(par lmss) 108.5 7.23 ala Low roof (Per wss) 14.1 55.81 29.15 Plan: Prineston Date: 10124/15 Location: SF11B9 JOIST SPECIFICATION J,, ianC 1.13 Tmss Joists . Boise Cascade Joist Type: Til BCI Joist Series: 210 6000 Joist Depth (ft): 11.88 11 88 Joist Span (ftp 18 18 Joist Spacing (in): 19.2 19.2 LOAD PARAMETERS Floor Dead Load 10 10 Floor Live Load 40 40 Total Floor Load 50 50 SIMPLE SPAN JOIST Duration Increase 1 1 Joist Weight(pin 28 25 Joist Loading (pin 83 83 Max Reaction (lb) 745 743 Max Moment (ft -lb) 3353 3341 JOIST DETERMINATION Max Moment iW%(ft-Ib) 3795 3670 Moment FS 1.13 1.10 Max Shear 10% (to) 1655 1675 Shear FS 2.22 2.26 Damning Regulred(in) 2.00 2.00 Live Load Defection Limit 360 360 Live Load Denecticn (in) 0.53 0.54 A lovable Live Load Deflection (in) 0.60 0.60 LL Deflection FS 1.14 LH Total Load Defection Limit 240 240 Total Load Defection (In) 0.68 0.70 AlWwable Total Load De0eGlon (in) 0.90 0.90 TL Deflection FS 182 1.29 13/4' Allowable Reaction (b) 1005 1175 312' Allowable Reaction (Ib) 1460 1425 Name Opiate LOADING PARAMETERS FNr LFre Laaa mefl Flay Tdal Leaa(pso Rod Lava Leatl tpaq Red Telel Lead HAP Well Load UPAn BEAM SPECIFICATIONS Seem 5'.(a) Beam Weight PID BEAMS121NG P., Pa... Date IOn4115 I-das. 5F11B9 Total udlmmRwf Lead apn LVL)2)11 IA" Serena (2)2[Io'c WL(2)9In- Seven (2) VIO's LA(2)11 79" (2) 11 72' Stress, PE) 2.1IO's m(2191R" LVL (2)11718" LVLis) t17A- m Wall Le Tal MnRmaa(A IL.0,11lan,L1L9 111-. 13l BFnv_2I,emLe t), l r�RB-4 -c �,-11 6hrn r'31 S1"'..3.9 8lrrvnaH 1,92 SnwrI 83 1.55 PARTIALLY UNIFORM LOADING RB -1 R84 He. 0 ..a RE -5 Extended RULE R54 R84 0.88 Extend. PaNaate Mnlfrm Lund t LVL Sewn LVL eawn LVL LVL a. LVL LVL LVL 1SPa-1¢-181 40 40 40 40 40 40 40 40 40 e0 1 Seat pd. ON 50 50 50 50 50 50 W 50 50 50 1EM Pdm SO 40 40 40 40 40 40 40 40 40 40 1 Tellsam lo dist, Unilrud HH) 55 55 55 55 55 55 55 55 55 55 Panlaaly U,ff mLoaa2 20 20 20 20 A 20 PO 20 20 20 POINTLOAOS 18 11 11 9 9 2.5 6 8 8 Paint Load 1106 555 S. 8.55 13 C8 12.83 5.55 9.81 1206 12.06 Ilwawoft) 110 9.25 9.5 935 11.80 11.88 935 a 11.88 11.88 I Taal lmd(le) 3.5 3 0.5 3 0.5 S.5 8 ]5 0.5 3.5 Pdnl Lcnd2 01 0 0 0 0 0 0 C o .. 2Lwaaonaft) 5 6 31 4 2s 32 Ta 0 C I 2Tdd.(aft 4 0 2 4 3 3 0 0 0 0 Point I- ea 3 0 0 0 C 0 0 0 0 C 0 Total udlmmRwf Lead apn 13]5 165 852s 110 ..5 890 BIs 0 C p m Wall Le Tal MnRmaa(A 80 0 40 W 90 sG p p 0 p PARTIALLY UNIFORM LOADING 0 0 0 0 0 0 0 0 0 0 PaNaate Mnlfrm Lund t 0 0 0 0 0 0 0 Rml R f RCU 1SPa-1¢-181 0 0 00 O 0 0 30 25 32 1 Seat pd. ON 0 0 0 0 O 0 0 3 0 0 1EM Pdm SO 0 0 0 0 O 0 0 6 2 2 1 Tellsam lo dist, Unilrud HH) 0 0 0 0 0 0 0 825 687.5 880 Panlaaly U,ff mLoaa2 0 0 0 0 0 0 0 0 0 0 2S,,AH.9M1l (A) 0 0 O 0 0 0 0 0 O 0 2Stat Post HH 0 0 0 0 0 0 0 0 O 0 2EM Pdn1(A) 0 0 0 0 0 0 0 0 0 0 21.1 Pamaaty Uniform Lora(00 0 0 0 0 0 0 0 0 0 0 PulblyHer- Lora3 38panMei9Ift ON 0 0 0 O 0 0 0 0 0 0 3Smd Pdnt0A) 0 0 0 0 0 O 0 0 0 0 3EM Pa. (it) 0 0 0 0 0 0 0 0 0 0 3 7.1PaNally Uniform Lwa(00 0 0 0 0 0 0 0 0 0 0 POINTLOAOS Paint Load .1 Rad Red Ilwawoft) 0 0 0 O 0 0 0 3 2 2 I Taal lmd(le) 0 0 0 p 0 0 0 3325 27M 3597 Pdnl Lcnd2 2Lwaaonaft) O 0 0 0 0 O 0 0 0 0 2Tdd.(aft O 0 o p C 0 0 0 0 0 Point I- ea 3 3Lotion PH O 0 0 0 0 0 0 0 0 0 3Tda Lnad Ab) O 0 0 0 0 9 0 0 0 0 TAPERED LOADS Tapered Lata SbNn9 Pdn1(8) 0 0 0 O 0 0 0 0 2 2 Tapemd Lord EMO, Pdnl all 0 0 0 C 0 0 0 3 9 8 Tapemd Lust, M(S.A 0 0 0 1 0 0 0 185 248 303 Tapered LaNd el End 0 0 0 C O 0 0 2aB e3 138 REACTIONS B MOMENT owaem I.. I 1 1 1 1 1 1 1 1 1 Left Readda (Ib) 18M 938 27M 507 b18 42M 1038 27M was END Right ReasUe@) 18M 939 RIPS 597 N11 42M 1038 37M 1457 1915 Max M-n1116fl) 7348 2580 Am Saw 7591 9W0 .8 7274 6388 62W Max SM1earpb) 1838 939 2106 C87 3418 4284 1015 37M was 5068 Cv IW IDO 168 I.M 168 I.W 1N 1.N I.W 168 C 103 1.10 100 I.fO IUS I.CO 1.10 1.W 100 1.N Me<lin°) 41.59 37>5 9525 2715 41.68 41Y 27]5 3325 4158 41.53 Momen1.11neNee l(nr) 489 168 268 195 489 489 198 268 489 488 Matlmum SeMO, Stmea(Ibtl) 1071 724 925 247 1121 1405 182 1658 .1 1198 nlav�Gb BmMi1, a.. 11bA) BOX 993 HIM 968 wide 2604 5911 2684 2. 2604 A.da Manenl(Ibfll 17832 3529 11775 3529 17862 17862 3529 11775 17852 17562 MOMENT FS 2.43 1.37 EN 4.01 2.32 1.85 SAS 1.62 2.80 2.13 11-beeSM1<ar50eu Sall 235 198 285 183 285 285 193 285 295 285 Maximum SM1en Capadry(0) 7900 W63 6318 3E63 7680 7900 3663 5018 7968 7. SHEAR F3 4.30 391 2.33 8]4 211 1.44 3.53 1.69 1.% 1.55 Penn, NepubW 070 077 1.OJ SAE 1.911 1fi3 085 1A2 151 1. Eds. Wm; (psi) 2003.0.00 I.WO.Ca 2.D01 68683 1.6. 2.068.683 2000.030 l,.,.2.68368 3 2.403. 0.04 680.04 2.0. Laxad LoOeAeGen( ) SAS 0.13 0.04 001 O.W 0.14 O.W It 0.07 002 Lax Load Oe""a omit NO 3 68 368 368 350 we 368 368 ap 350 asset a Live Luad OeAe-(all 053 037 0.20 0.20 O.a O.a 0.08 020 aw p,a LIVE LOAD DEFLECTION F8 3.a 2.91 5.45 NAA a'. 3.07 19.83 ale 4.45 3.92 .1 Lmd Oafl.dion Pn) 035 0.19 O.P5 002 0.12 0.15 O.W 008 OW 012 TOUT LuaO Oefledion Leal 240 240 240 240 240 240 2. 240 MO 240 Pl.. TOUl Load Oe.(s) OW 0% O.a 030 045 Des 0.13 0. 045 Net TOTAL LOAD DEFLECTION FS 238 3.07 5.83 16.49 399 3.10 53.78 >53 176 3.78 PW: M¢mlon �mflBM .III N e 5 ".la] Srl 11 1 r.1, - CS 5,-111 +- Fr Qw-. r,l Neme RBA Op11anL RB 10 fl611 .1.4 UP04 LABG UFB-]OpElanC OF&4 DU -A UFBJ Option. UB4 OpMonC GMe Bbwn Bawr Bawn Barn Sawn LK LK LK LVL LK LVL LOADNO PARAMETERS FMnr. L.W eo w 4. a0 a0 eo 40 40 fo ao a0 Mr Taal Laae RAQ 50 So S9 50 3> 50 50 50 so RD 50 pwl...1W w w 40 10 40 40 40 w w 40 w RwITWILmE(ps(1 55 55 55 55 55 55 55 Wae Lr+tl(pa(1 x0 x0 ID x0 A M i0 xo RII z0 x0 BEAN BpECIFICAi1QY8 Beam$pen 0) 4 4 4 35 3 1 B B 8 ! 0 Bean Wer9S1(d0 S55 555 Ss5 555 SSs SN 9M R. 961 A. 8W BEAN NENO Been De'. M) 915 E. 8.x5 9.25 9x5 11 BF 9.5 9.5 95 Beam WANINx9M ] ] ] ] 3 1.i5 15 ].5 15 15 55 UNIFORM LOADING Fb Span(1) 0 0 0 0 11 tx 14 12 11 1 t] Rwl (1) 4 10 10 4 0 0 90 0 5 5 Wm Xe 1 rt 10 40 u a 6 s Taal Unllum Flm Loee 1po 0 0 0 0 300 3W 3W 3W 415 1zs Tam.. Rml Lme(pm 1m x]5 ns 110 0 o Bzs 0 1315 13].5 11] 5 TaalV fo-w.Ll (A xW a 40 80 2x0 o 2z0 xzo 0 I20 1W PAxTIAur UNIFORM LOADING Pa.d, L.. Lw01 Rml RW RON RW] Roal 19yM1ey1(01 0 0 0 0 31 0 0 30 30 3D B I sle. FAA, M) 0 0 0 0 10 0 4 0 $5 0 1EW.(1) 0 0 0 0 3 0 0 6 z 4 1 1 TdNv Pa.tl .1llo'm Lw01[!II 0 0 0 0 9]5 0 0 Bzs B35 Bxs 165 Paruary Vrilwm Lmll Wae Wan x BpendHl3M1l(nl 01 0 0 0 0 0 0 11 5 0 xslan Po]rl (m o 0 0 0 0 0 0 a 0 zs 0 N EM Pdminl 0 0 0 0 0 0 0 0 : 4 0 2 FVMry UW- Laeo(A o 0 0 0 0 0 0 o 1. 1. 0 A.daIO UXmrm Load 3 wm 39penmegM(1) 0 0 0 0 0 0 0 6 B 3s.e ft]0) o 0 0 0 0 0 0 a 1 a B 3EM FMnl lrtl 0 0 0 0 0 0 0 0 0 0 0 3 ToLI PeNXh UNNn Load (00 0 0 0 0 0 a 0 0 IW 0 a POINT LOADS IMA -a I Rwl .1 RAN liml Rml I L --(I 0 0 0 0 1 0 0 4 x 35 x I Tom LwdIP11 0 0 0 a nae 0 0 3395 nM 103e 1]H 1. Lwtlx Rml zLm6onlnl 01 0 0 0 0 0 0 0 4 0 2 Tam Load IA) 0 0 0 0 0 0 0 0 0 lode 0 F tLm 3 3LasL lm 0 0 0 0 0 0 0 0 0 3TaM L. W1 a a o a o o a o 0 0 0 TAPERED LOA03 TeµveO Load Pg 0 0 0 0 0 0 0 0 0 0 0 1.1, I,I) nw,M Loed EMlrp Faminl a a 0 0 0 a a o 0 x utlelslen 1pm 10 0 0 0 a a 13e a 0 110 ne 1pm a 0 a 0 0 a a z19 0 0 195 nencrloxe exoMENT Oa 1 I 1 I I I 1 I I FeF.F,re 8]I sol 811 Nx ]ro elx A. N]4 5396 3eN RJ9s NNN0e) Wxd N.A.RH0d1 831 soi GI W x9]] Blz 1M4 61 3x]1 395z ]0.51 NaaN-DObnl 831 581 H1 x93 l.,R 811 W98 RE ezee ]4n v9t fi6]1 Maa. al(rdl 831 581 HI 311 3x19 612 4. S1B0 5]So ]951 1395 Lr 1A3 IN LW Ifo 1.LO I.Cd 1.M IW 1.f0 IW G 110 110 110 Ifo 1W RD Ifo IW pma (efl n>3 1i]5 1135 41]5 1]]5 30.]9 33.15 3315 9315 I35 ]].25 Abngn1a11roNel(il 1 B 1m t89 195 1. MS 450 150 150 ]50 MO Mednum Be.,BVesa 0") I51 1ED N R3 1]a I A 1804 M91 W. 1531 owetl A.*A F.llbN RED ADD 0atl W] 9T Pb!< 2. R6& kfd< PPla ]A41 .-AW Mome"(.) 35A 3538 35A 35R 35x9 5911 11]]5 11]]5 11175 11]]5 11]]5 MOMEXTFB 5.58 6x9 551 11.00 1,25 11.59 1.93 1Ax 1..1.G 1.78 pvaW$Irm$Vme 1Wl1 190 19B IH 188 180 385 z&5 2. x85 xB5 385 um$BH�tapetirylMl ]085 1081 1553 3563 6310 Ito 1,17 WIB SN8 SHEAR FB 5.80 Am 10. 114 1. 845 1.55 115 11] leo 1.H BealFq Rpoaeo 051 DID OAB O.I 0. 038 2. OH 1.I 1.I 9M 1.51 IE] Eb¢UCMWuea (pll 1.E0.W] 1.I].0.tl I .(f3 I.NO,D I.Noi 2L0. x. 1.W].KO 3.IX0.W] R.0.9�A 1.m0.K0 IYm Lwtl wMNm('n) 0W D. a.W 0W 041 0M A.A 0as o.N 0W 0I 0W 363 3W 360 360 LED 380 3I ]60 3W 350 AD -.RL I.d Oel: Hande Lee (nl 0..1 013 1A 013 311 013 01] 010 0A 0M ON FLECTION FS LOA00EF.(.)HFS ]9]8 1]b.b] I. N.]0 ].1] U.0. SM 138 553 TLFTAU Taul Leda 0eW.0 041 D 301 Am 001 303 0.01 Dol 303 BAD,AR 300 310 3W D. 300 Taal L.'A"L 810 x10 xa0 z10 zw zw 1m xw a0 . LOadEeION D. 3MI 0.30 0.19 0.15 3M 0.30 333 0.]0 D. D. U.]o FM) TOTAL LOAD OEFLECTIOX Fe T.1 -WAD Y.H ]&n ]].9f I.18 IO.H 61.91 l.]6 303 ].]! ].1e 105 Plan: Pnncelon Lab: 10!4115 Lcwlbm SF1189 LVL 13)117W Sawn(2)2XIWs Sawn(2)2z1Pa LVL 13)14^ -A-(2)111re^ OLB 31re^x 19s^ LVL (2)9W LVL(3)11 TR^ LVL(1)11 in' 11,111: 14 scar. 2.67 511-2,71 Mnent 139 NI -enc 158 Manenr 1.34 SFear: vv LL Cenecm¢v530 shear sBP Noma UFILS UFS -8 UFB-7 UFB4 UFB4 UFB-10 UFB4l all MFB-2 Grace LVL Sawn Sawn LVL LVL GLB I.M. LVL I.M. LOADING PARAMETERS FIMx Live Ldadi Nxf) 40 40 40 40 40 40 40 40 40 Flaw Total Load oxf) 50 50 50 50 SO SO SO SO 50 Rwf Live Load oaft 40 40 40 40 40 40 40 40 40 Now Total Lead(Psq 55 55 55 55 55 55 85 55 55 Well Load(pan 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam SW (ft) 13 3 2 12 13.5 21 8 13 3 Beam Weghlod, 1009 555 555 2132 1208 2438 9.64 1809 803 BEAM SMING Beam Depth(in) 11.88 9.25 0.25 14 11.88 1915 9.5 11.83 11.58 Beam WldBVrVeigM 5.25 3 3 5.25 3.5 5.125 3.5 5.25 1.15 UNIFORM LOADING Flew Slwn(ld 29 30 12 14 2 18 30 20 11 Roof Span(it) 0 0 30 30 10 9 0 0 0 Wag HeI bl R 8 0 11 4 8 8 0 0 0 Tolol Unibtm Fbw L0ad4,10 725 250 300 350 w am 750 700 275 Toll Uniform RWLoad(pl1( 0 0 025 825 275 247.5 0 0 0 Tobi Unlbnn Well Load(Pl0 160 180 220 SO ISO 160 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load l -- - -- Rwr - - - - - 1SpanAll9M(ft) O O 0 40 0 0 0 0 0 16Wn Pnot#D 0 0 0 035 0 0 0 0 0 1End Polnt(9) 0 0 0 5.25 0 0 0 0 0 1 Totally Papally Uniform Lead(pl0 0 0 0 425 0 0 0 0 0 Papally Uniform Load2 -- -- -- Wall - - - - - 25pacloght(ft) 0 0 0 6 0 0 0 0 0 2Sbn Fee (ft) 0 0 0 5.25 0 0 0 0 0 2End Point Ill 0 0 0 12 0 0 0 0 0 2 Toll Peniafly Uniform Load(00 0 0 0 120 0 0 0 0 0 Patially UnXorm Loads -- -- - - - - 3SpenMeigbt(ft) 0 0 0 0 0 0 0 0 0 3Stan Point (ft) 0 0 0 0 0 0 0 0 0 3 End Pont pt) 0 0 0 0 0 0 0 0 0 3 Toll Pepefly Unlfwm Lsmd(on 0 0 0 0 0 0 0 0 0 POINTLOADS Point LoadI - - .... Raof -- - - - - 1Locemn(A) O O 0 025 0 0 0 0 0 1T011 Load (In) 0 0 0 2708 0 0 0 0 0 Point Lead2 - - -- Raof - - - - - 2LoraUon(ft) 0 0 0 535 0 0 0 0 0 2Toll Lead (Is) 0 0 0 2706 0 0 0 0 0 Pelnl Load 9 3L xm(b) 0 0 0 0 0 0 0 0 0 3Tetal Load(lb) 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Sbnx, Point IS) 0 0 0 0 0 0 0 0 0 Tapered Load Ending Poin1(ft) 0 0 0 0 0 0 0 0 0 Tapered Load at Stan off, 0 0 0 0 0 0 0 0 0 Tapered Loed at End(P10 0 0 0 0 0 0 0 0 0 REACTIONS& MOMENT Dual lareaae 1 1 1 1 1 1 1 1 1 Left Real N) 5870 1373 1351 5978 3355 9259 2279 4668 422 Rmbt Reall (Ib) 5070 1373 1351 8535 3355 8259 2279 4668 422 Max Mwnem (11,ft) 19078 1030 675 28008 11323 48607 3118 15170 316 Max Shear (Ib) 5870 1373 1351 8078 3355 9259 2279 4WE 422 C, 1.00 1.00 1.00 100 100 1.00 100 100 100 C, 103 1.10 1.10 100 1.03 1.00 1.00 1.00 1.00 &as@n2) 8237 27.75 21.75 7350 41.56 0.94 3325 8237 2079 Mwnenlef hand I dn') 734 198 198 1201 489 3167 250 734 245 Madmum Benning SOeu(Ibft) 1054 209 189 1025 1050 17% P9 1474 92 Allowable Bending SVess(Ibft) 2601 993 99(1 2546 M&I 2400 2881 2804 2801 Allawabie h1spa 4169) 26193 3529 3529 35387 17882 81959 11775 28793 0931 MOMENTFS 140 3.43 5.23 1.39 1.S8 134 3.44 1" 28.25 Al.bie Shear Streea(pa) 285 198 198 285 205 20 285 20 285 Maximum Shear Cell (m) 11850 No 3663 13965 7900 11650 6318 11850 39W SHEARFB 2.02 2.67 2.71 1.57 2.35 1.111 217 2.54 007 Bearing Reeulred 1.49 1.13 1.11 225 120 278 0.87 1.19 0.32 Elamc MWulus(psi) 2.030,000 "800.003 1,600000 2,000.00 2,003.003 1,800,030 2,050,000 2,000,000 2,003,000 LW Lead Oefleceon In) 026 000 000 0.18 0.19 0.42 004 025 0.00 Live Laad Defl.d.n Limit No 380 380 380 380 3E0 360 380 360 Aloxable LM Lead Cegessns(in) 0.43 0.10 007 040 0.45 0.70 0.20 043 0.10 LNE LOAD DEFLECTION FS 1.69 20.66 69.10 223 2,43 1.67 3.66 1]3 120.76 Tdal Load DegecBon(n) 040 001 000 027 0.38 ON 004 032 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Alowable Tobl Load De0el i.(In) 065 0.15 0.10 080 0Be 1.05 0.30 0.05 0.15 TOTAL LOAD DEFLECTION FS 1.63 28.18 64.0 2.19 1.76 1.54 6.71 2.05 141.70 Plan: Princeton Date: 10/24/15 Location: SF11 B9 8x8 POST (5) 2x4 FS: 9.6 FS: 1.05 Location: Front Porch UFB-5/ MFB-1 --- Right COLUMN DIMENSIONS: Total Column Length (it): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length ft: 9 0 MATERIAL SPECS: 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., 470,000 580,000 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 Fee 1,002 501 Cp 0.77 0.30 Fc 596462 Allowable Load 16,014 12,118 Plan: Princeton Date: 1084/15 Location: SF11B9 FS: ti? FS: 1.35 5-36 5-48 SPECS Soil Bearing Pressure (psf) 1500 1500 Footing Wtlth/Diameter(in) 36 48 Footing Length/Diameter(in 36 48 Footing Depth (in) 10 12 CALCULATIONS Area Required (ftr) 7.71 11.84 Area Provided (ft?) 9.00 16.00 36" Square by 10" Deep 48" Square by 12" Deep Concrete Footing with (4) Concrete Footing with (6)