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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00086 - 300 Baldwin Dr - SFRYork Enc�ineering Structural Design (801)876-3501 Structural Calculations Princeton FS6B8 Prepared For: F, KARTCHNER H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 2/27/2017 2/27/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Princeton Location: FS6138 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801)876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (pso: Roof Dead Load (pso: Floor Loads: Floor Live Load (pso: Floor Dead Load (pso: Seismic Design Category: Wind Speed: Material Properties: Concrete (fc ): 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 42 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. 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: FS6138 LOCATION Back Front Left Right Interior FS: 1.11 FS: 1.06 FS: 2.71 FS: 2.71 FS: 1.08 SOIL SPECS Density(pcf) 125 125 125 125 125 Soil Pressure s 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 pian: Princeton Date: 1024/15 Lotion: F86BS Roof Use Load bad. Rest Dead Load Boul) Floor Live Load par) Floor Dead Load (p l): Exterior Wan Dead Load (psf): Interior Wall Dead Load dol). Suspended Slab Dead Load B Roof Slope (x112): Roof Pitch(0): F.: R'. Sa: Sve: S,e: Ce: Reductlon Factor: Adjacent Faster. Base Sheer Force lb: Flood Lateral Form lb: Finer Lateral Force 2: Roof Lateral For. It, 59 35 — 15 8 25659 5,380 31.039 Floor 37.5 30 8 10 20276 13,030 33.306 SEISMIC FORCE DISTRIBUTION Hv IRI Wa lkip) Hax Wv % Farce Total $hear(kip) Fv VV,,Real Floor2 Flood 23.23 10.00 1.00 31.09 3331 000 221 SB%6.17 366 34% 9.30 o OA 9.30 6.17 3.13 O,Oo 6.17 9.30 6.17 TOTALSI 0.01 84.33 1.087 9.299 9.30 Plan: Princeton Data: 10/24/15 Done with 3rd Car emended garage Location: FS6B8 Shear Wall Allowable Loads (pit) saismic (kips) wind (kips) seismic wind total left/dght front/back SWi 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 SW3 585 819 Location Master Bed 2 Bed 3 Rear Left Right -ntryl 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 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) 246.5 165 145 556.5 551 551 331.5 357 186 186 729 872.5 Force (11h) 1362 912 601 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 Wnd Ob) 1189 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 565 566 4928 7579 'Shear Wall 6.6 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 Seis Load (pill 244 110 140 123 295 390 27 249 159 Wind Load (pl0 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 SWJ SW-3 SW-1 SW-1 SW-1 1f FTW Is shown for Shear Wall, check corresponding Force Transfer sales 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 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 '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 Wnd Ob) 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. Co 0.72 1 1 1 1 1 1 1 1 1 1 1 Sets Load (pill 213 0 0 0 0 0 0 0 0 0 0 0 Wind Load (pill 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 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 'If FTW is shown for Shear Wall, check corresponding Force Transfer talcs Plan: Princeton Date: 10/24/15 Location: FS668 Uplift Calculations Location Master Bed 2 Bed 3 Rear Left Right =ntryl Famill 2 Car 3rd Car 3rd Car Rear Left Frontside Front side Front side Backside Leff side Right side Front side Front side Front side Backside Bark 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 Wnd (lb) 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 6 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(plo 160 160 160 160 160 160 180 180 180 180 180 180 Total DL (ph) 231 231 231 231 114 1f4 294 243 243 282 279 132 Seis.Uplift(Ibs) 1474 - - 0 0 0 0 3149 - 0 1823 0 Wnd 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 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 Wnd (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 (ft) 4 4 30 30 30 30 30 30 30 30 30 30 Wall Load(plp 180 180 180 180 180 180 180 180 180 180 180 180 Total DL(plf) 132 132 345 345 345 345 345 345 345 345 345 345 Seis.Uplift (lbs) 0 Wnd Uplift (the) 269 - - - - - - STHD70 Plan: Pdncelan Date: 10/24/15 Location: FS6B8 Load (lb): Seismic Strength Qs/ft): Seismic Strength with Reduction Edge Nailing (in o.c.) Field Nailing (in ox..) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: FT (psi) Stud FS: Shear Wall: SW.1 -- 4" Edge Nailing and 12" Field Nailing Front Bed 2 STHD10i Straps: CS16--dads to Connect Bots: FORCE TRANSFER WALL Studs: 2x4 Studs 83 222 83 B 5 183 All Units lb)ft unless specified 183 665 f: 665 lb 2 83 222 83 2.5 6 t 2.5 t Dead Load Resistance l Ladd Reaction Location Seismic 737 Load 760 Unirtna Seismic:137 Wind d: 57.1 42 a Load N2 0 0 NAnd: 57.17.1 Loi 0 0 Loi 0 0 Shear Wall: SW.1 -- 4" Edge Nailing and 12" Field Nailing Tlei STHD10i Straps: CS16--dads to Connect Bots: 112" Bolts @ 32'0,C. Studs: 2x4 Studs Plan: Princeton Date: 10124115 Location: FS688 LOAD PARAMETERS Seismic Load Ob): Client: Seismic Strength (lbift): Seismic Strength with Reduction Edge Nailing (in o.c.) Field Nailing (in o.o) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Stress Stud FS: Front Bed 3 FORCE TRANSFER WALL 98 206 - 98 183 183 All Units lblft unless specified 6181" 618 ib 98 206 98 2.2 6 2.2 it Seismic: 119 W M: 44.7 10.4 Dead Load Resistance Load Reaction Location Load#1 160 Umfonn Load #2 0 0 Load #3 0 0 Load #4 0 0 Z Seismic 119 Wind: 44.7 Shear Wall: SW -1-4" Edge Nailing and 12" Field Nailing Tie -Down: STHD101RJ Straps: OS16 — Nails to Connect Bolts: V2" Bolts @ 32" O.C. Studs: 2x4 Studs plan: Pdneetae Dale: 10Rd/15 Location F6696 LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Resisting System(MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphzam Buildings Risk Category 11 Table ii Wmd s, a, 115 Figure 2Sft, 1 A-BorC Exposure Category C S,OrO 263 1B upper WO( 039 LB main floor 0.20 Raaf Height 8.46 Mean root Height 24.2 Truss Span 29 Roof Slepe 7/12 Roof Angle (d,) 30.26 Sine-0.5039 Lower Truss Span 29 Lower roof Slope 7112 Lower roof Angle(de9) 30.26 Sine-0.5039 Load wart don factor 0.6 (ASCE T-102.4.1) Upper floor,, 282 Table 27,64 Upper flee,, 28.1 Table 27.6-1 Main finer, P„ 28.1 Main fico,, 28.0 Basement floor, p. 28.0 Basement floor. pa 27.6 Upper Floor Paf) Rela4ve positioning Net Pressure 16.9 Wntlward 10.5 Left 9.1 LeewaN 6.4 Rght 9,1 Main Floor (pan Net Pressure 16.8 Wndward 10.4 Left 9.1 Leeward 6.4 Rght 9.1 Basement Floor (pan Net Pressure 163 Wirot 10.3 Left 9.1 Leeward 6.4 Rght 9.1 Roof(psQ Zenet Zone Expecure Act, Factor 1.000 Load Case 1 -7.7 -11.1 Load Case 7.5 -5.3 Lower Roof IPafl Lead Coca -7.0 -10.1 Load Case 6.8 4.9 Roof Load Roof Heigh Length Area di Horizontal Force Qto) 8.46 38.00 321.4 4123 Lower Roof Load Low Roof Height tipper tenglh Lower length Low Roof Length(fl) Area(art Honzomal Force fli 8.5 36 50 12 101.5 11815 (height) (heighp (height) Wall Load Basement 1 tat floor 10 2nd floor 9 i force(IM) ft° force (iW) ft force(Ito) Windward 50 514.9 500 5216.8 342 3579.5 Leeward 50 3195 500 3205.7 342 2198.9 2nd Floor Diaphragm Shear Total Shear Non 7012 Right Wall Length 0 Left Wall Length 0 lot Floor Diaphragm Shear Total Shear fibs) 15294 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear lbs) 19923 Right Wall Length 0 Left Wall Length 0 Base Wind Sheaf 20340 Hurricane Ties Factors of Safety Uplift dbe) Ht H2.5 Roof(per i.e.) 113 50.11 51.39 Low .of filer truss) -13.1 30.65 41.00 Lateral (lbs) Hi H2.5 Beef (,a, tress) 3.7 212.40 110.93 Law raof(par Was) 0.7 1162.76 607.30 Plan: Pori Date: 1004115 Location: Fugue FRONT AND BAC Wind Loading Calculations using Main W n (force -Resisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphragm Buildings Risk Category II Tabteizt Wind speed 115 Figore26.61 A-8 or Espgsure Category C Section 25] 113 upper Mor 1.27 1-r13 main Aoor 1.43 Roof Height 8.48 Mean of Height 24.2 Truss Span 29 Roof Slope 7112 Roof Angle(deg) 30.26 Sine -0.5039 Lower Truss Span 29 Lower of Slope 7112 Lower of An&(it,) 30.26 Sine=0.5039 Load eombinaEon factor 0.6 (ASCE 7-102.4.1) Upper floor,, 27.2 Table 27.61 Upper floor, pe 26.5 Table 27.61 Main Mop p„ 26.5 Mein fee"po 26.4 Basement floor, pn 26.4 Basement floaq pa 26.0 Upper Floor (psU Relative positioning Net Pressure 16.1 WndwaN 10.4 Let 8.4 Leeward 5.7 Right 8.4 Main Floor (pall Net Pressure 15.8 Woodward 10.6 Let 7.9 Leeward 5.3 flight 7.9 Basement Floor(pli Net Pressure 15.7 Windward 10.4 Lou 7.9 LeewaN 5.3 Right 7.9 Roof(psQ Zene1 Zone Exteriors Adj. Factor 1.000 Lead Case -7.7 -11.1 Lead Case 2 7.5 b.3 Lower Roof (psfl Load Case 1 -7.0 -10.1 Load Case 2 8.8 4.9 Roof Load Roof Heigh Length Area(fi') Hadmntal Force Qhs) 8.46 3100 253.75 3255 Lower Roof Load Lower Roof Heght Upper Length Lower length Low Roof Length(g) Area(fl) Horizontal Force Qls) 8.5 30 35 5 42.291667 492.3 (height) (height) (height) Wall Load Basemen) 1 lsl floor 10 grid floor 9 n' force Oros) A° force Qts) flag force Qbs) Wndward 35 365.2 350 3595A 270 2800.1 Leeward 35 1842 350 18493 270 153.5 2nd Floor Diaphragm Shear Total Shear illus) 5427 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Sheer Qbs) 10083 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear Qbs) 13910 Front Wall Length 0 Back Wan Length 0 Base Wind Shear 14185 Hurricane Tea Factors of Safely Uplift (Ii no H25 Roof (pan Imes) 11.7 50.11 S1L9 Law met goof truss) -13.1 40.65 41.00 Lateral Qbs) H1 H2.5 Roof (per goes) 108.5 7.23 3.78 Law met fter truss) 14,1 55.81 29.15 Plan: Princeton Date: ton4115 Joist Series: 210 6000 Joist Depth (fl): 11.88 11.88 Joist Span (8): 1 18 18 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 (p111 2.8 2.5 Joist Loading(p1/1 83 83 Max Reaction 0b) 745 743 Max Moment (fl -Ib) 3353 3341 JOIST DETERMINATION Max Moment 100% (R -lb) 3795 U70 Moment FS 1.13 1.10 Max Shear 100%(Ib) 1555 1675 Shear FS 2.22 2.26 Beating Required (in) 2.00 2.00 Live Load Deflection Limit 360 360 Live Load Deflection (in) 0.53 0.54 Allavreble Live Load Defledion (in) 0.60 0.60 LL Deflection FS 1.14 1.11 Total Load Deflection Limit 240 240 Total Load Deflection 0n) 0.88 0.70 Allowable Total Load Deflecticn(in) 0.90 0.90 TL Deflection F5 1,32 1.28 1314- Allowable Reaction 0b) 1005 1175 31Y1" Allowable Reaction 0b) 1460 1425 Plan: Parotin Data IOQ4115 TLo n-Pirn. Ll Y 13"ar.203 V'RBO M;-L]91 r .2J1 lea,1.9d n F ±enY t. a C-0sm. t $eer 155 Name R&1 R.2 RBA RBS RBd EsleMe! RkED RbT RBd RBd EdenEand GreM LVL Saxe LVL Sawn LVL LVL Saxe LVL LYL LVL LOADING PARAMETERS Flow UN Load(Mp 40 40 40 CO 40 40 40 40 10 IO R-TOOLOU(M) A 50 50 50 SO SO 50 50 50 NO ROALNOLoeE(My 40 40 40 40 CO 40 40 40 40 40 Rwi Tdel LoeU(Mp 55 55 55 55 55 55 55 55 55 SS V.yILoad(g0 m 20 20 20 A 20 20 20 20 20 BEAM SPEUFICATIONS Be-Spon(ft) 18 11 6 0 9 S 2.5 5 9 9 Beam Wtiyd(dy 1206 5.55 981 555 12.06 121& 555 ON 12.0 1205 BEAM SIMNG Bum Dep (in) 11.88 9.25 9.5 9.25 11.88 it." 9.25 9.5 11.88 11.85 Bum NAMMkipn 15 5 3.5 3 3.5 5.5 5 5.5 3.5 5.5 UNIFORM LOADING R., Span on) O 0 0 0 a 0 0 0 0 0 Roof Span (it) 5 8 31 9 25 11 30 0 0 0 M11 Hti M II 4 0 2 d 3 3 0 0 0 0 TOW Union Floor LOM UPS, 0 0 rl 0 a 0 0 0 0 0 TOO Uniform Rod Load (PUT 1]].5 165 0525 110 RTS 880 925 0 0 0 Tad Unarm Vftl Load (00 90 O 40 90 85 M 0 O 0 0 PARTIALLY UNIFORM LOADING Ponai UrOfam LOW!1 RON R. RW 1S{andN.0t(it) 0 0 0 0 0 0 0 30 25 32 1&.0 Piano (0) 0 0 0 0 0 0 0 3 a 0 IEnd Point (A) 0 0 0 0 0 0 0 6 2 2 I TOWN PWIWIN Unrcwm Load PS, 0 0 0 0 0 0 0 825 WS BW Pa ftly Unit= Loea2 _ 2SpaMalgaatdd 0 0 a 0 a 0 0 0 O O 2B1ad Point (it) 0 0 a a a 0 0 0 O O 2End Pont (it) 0 0 0 0 a 0 0 0 0 0 2 Total PaNYN UNmrm Load UOM 0 o a a a 0 0 0 a 0 PaNaly Urilam Lead] 3BIwM1ei9M (rt) 0 0 0 a O 0 0 0 a 0 3&a. Edat(n) 0 0 0 0 O 0 0 0 0 0 3End Pa Un) 0 0 0 0 0 0 0 0 0 a 3 Total Paiddy Unform Load QW) 0 0 0 0 0 0 0 0 a a POINT LOAFS Point Load ROM R. RW 1Lon (1) 0 0 0 0 0 0 0 3 2 2 1 Total Load Qt) 0 0 0 a 0 0 0 SON 27M 3597 Ford Load 2 2Lwa1on(n) 0 0 0 a 0 0 0 0 a 0 2TOW Load Do 0 0 o a 0 0 0 0 a 0 Pam Laid 3Loceoondo 0 0 0 a 0 0 0 0 a 0 3TOW Load Do) a D D a 0 0 0 0 a 0 TAPERED LOADS Tapered Load Standing Point (fl) 0 0 0 0 0 0 0 0 2 2 Tapered Lod EMn9 Point (it) 0 0 0 a 0 0 0 3 9 B Tapered Load at Sdd(04 0 0 0 a 0 0 0 165 248 303 Tapered Load at End (A 0 0 0 0 0 0 0 24 SO 138 REACTIONS S MOMENT Doodon Increase 1 1 1 1 1 t 1 1 1 1 Left Reason 279) 18]8 930 2706 582 MIS 42U IOU Val 39P8 Paid ROD Reaction SO 18]8 939 27M 537 MIS 1304 low 323] 1457 1915 Ma, Namedgftbft) 2318 2500 ICM 850 2901 Saw 818 201 6305 6200 Mav Btiear Bti) 19]8 835 2718 MJ ]110 1204 1030 3233 39% Sam C. 1.06 TOO 1.06 1.06 106 1.06 1.M 1M 1M 1.06 Cr 1.06 1.10 1.06 1.10 1m 1.06 110 1M TOO 1.06 Fra UV) 4159 27.75 3325 22.25 4153 11.58 0.25 3325 11.58 11.58 Mamentoflnxtiel(In') A. 188 206 198 !89 489 198 206 488 189 Manmum BeMiq SDes Da -D 1021 724 925 242 1121 1405 182 1959 931 1106 A.WeBeMdiso-Bbft) 2064 am AM MO 2KM 2504 990 2954 2061 2061 NNmadem-Ora bft) 17552 Min 11775 35A 17062 17832 3529 11775 IMM 17082 MOMENTFS 243 1.37 2.90 ALM 2.32 1A5 SAS 1.62 2!0 213 Nlmnde SM1ear Suessd.) 235 199 285 198 235 285 198 245 285 285 Manmum SMOCanddyatal ]060 SM3 aMs %&3 707 790 ]%] 6315 7M NOD SNEAR FS 0.% 3.91 2.33 8.24 1M I'm 3.9 169 1.99 1.35 Beaan9Reyured 0.70 0.77 1.03 013 IN 1.06 085 142 1.51 1.81 Elastin Mw3Acs(ryl 2wadod 1.803,000 Z.OM,OOO Iamom 2000,IXO 2060.063 I'S0000 200. ZOOSOOO 2.03.030 WeLoad DeAxdon Bn) 0.15 0.13 0.01 001 a.0 0.10 OW 00 0.07 ON 1NOLOed Defladm Umn 306 360 350 306 %0 306 900 MO %0 %O AlWaatle Uve Load Detention (in) 053 0.37 020 am Om am 0.03 020 0.30 0% UNE LOAD DEFLECTION FS 130 291 5.13 26.87 3.06 0.0] 49OM 3.26 1.15 SR TOW Load DaneNm(in) 035 0.18 005 002 0.12 015 OW 008 ON 012 TWO Load DenaO.n Umn 240 210 240 240 210 240 240 240 240 240 Aloi TOW Lood Ddlection jd Om 055 030 Om 045 ON 0.13 0m 0.45 045 TOTAL LOAD OEFLECIOON FS 2.29 3.07 5.35 16.49 3.89 310 5570 3.53 176 S73 Phn Piimm Dale'.1N21115 Lwtim:F%% Sewn lxl zxlOs 6awn Pl:xlo•. Bawn M1 2x111 9mm dl 2x101 &avn a,2XW: LK ul 117A- LN OR m^ LK Mn 1n- .(2).1.- LUL Pl9 yr LK 1219W = �UP. � 115 Yaa•I17 a1. 15 -ar,1 nA Name RBJ RS-90PIIMC R0.10 Bill NEW UFB-! OF OI C UF8900enA OF&L Op11tn8 OFSA Op110nL 0nae &sun 9wT BRAD 8sm &awn LVL LVL LN LVL LUL LVL LOADING PARAMETERS fbcrl L11d( 4 SO w w w 40 w 40 w w p b fkw Ta.11-1'D ED DO ® EO ED 5] 50 W Ba `A FDI LMLW (!ell 40 w w 40 40 w w 40 w BE w Nm Rwl TaalLwe(pep % % BE BE BE % 55 BE BE BEDAI % ZI A A A M M .YI A M XI A BEAM SPECIF BE... MMIFICAlXIN3 Bnmig.M 4 4 4 >fi d 4 8 6 9 S 9 Beam (MFI 5% 5% 555 555 5% fiN B. 861 761 BBf 9.H SEAM SIDIN On.Cep! 9.x! 3 9.25 935 9.25 179 9.5 P.5 9.5 &am N d 15 3 S 5 1..1! l.! 3.5 Al S.5 19 RMLOAVN UNIFORM LOADING 3wnW 0 o `0 12 17 Ri Ro ((1 4 1 a D 0 0 m a 0 5 5 s D 5 KhII Xe n 1 M m 0 o x 2 a 1 n 0 n n 0 6 s Unaum. Lma(pm a 0 0 0 DJ SO SO iL a2s 42s 426 ,.I Ta1.l +10 275 P$ 110 0 0 025 0 131.5 13].5 1375 Talal tJi1-RmlLO dW jpm '� 0 w FO 2A 0 ZN Zp 0 1A 10] AL[Y NIF RM PARPALLY Load IL0ApH0 PareallyVMmm LwE1 Rml qml Rml R. Rmf 1 SpaMiN9N lm 0 0 0 0 1 0 0 30 33 0 a 1 NaA Pan () 0 0 0 0 1 1 0 0 4 4 O ].E 0 1 PMPan(nl 0 0 0 0 3 0 0 B 2 4 ] 1,HyU Pali wm Lwa(SAj 0 0 0 0 0 0 325 3]6 165 LI d2 p.2 lwa2 - .1 y11 yAA `A 2V.nm.gn (nl 0 0 0 0 0 0 0 0 u s 0 2 Yen (A 0 0 0 0 0 0 0 0 0 0 1 FMPninN 29) 0 0 0 0 0 0 0 0 ] 1 a 0 2rcyUp.rae9y a iblm la.afPm a 0 0 0 0 0 o O zA o Pa3 Mat Lwa3 VAI - SiM 33wrvNegn(q 0 0 0 0 0 0 0 O s 0 0 3Stwi Paln(A) O 0 0 0 0 0 O 0 z 0 0 3 -EM Pobgq 0 O 0 0 0 0 O 0 0 0 0 3TnIY Poluny ulrcolm Lnaa (qq O O o 0 0 o O o +m o 0 MINT ..LOA03 Laetl 1 R1 Rwl Raal q q2 IIm6w1(A) 0 0 0 0 1 0 0 ] A ]s z 1 Tow tees (nl 0 0 0 0 2ILg a 0 3165 2]C9 +o5e 2101 Pcw W.e z R., 2L-0 (nl 0 0 0 0 0 0 0 0 0 a a 2Tola twe(el 0 O 0 D 0 0 0 0 0 1039 0 POM ml 3Lew([n(A) 0 0 0 0 0 0 0 0 0 0 0 311. Lwa@I 0 0 0 0 0 0 0 0 0 0 0 TAPEREDL - T""I. Iall. tiM(m 0 0 0 0 O 0 0 0 0 0 0 Tapvee Lwa E=drg Paha( AI 0 0 0 0 0 0 O 0 0 2 Tewr.eLwaMMN(pm o 0 0 0 0 0 0 14N 0 0 110 T. ,.a Le.am EM o 0 0 0 O 0 O 2. 0 0 190 REACIFON93 MOMENT M.Eenl- 1 1 1 1 1 1 1 1 1 1 1 LlReepgn (bl 6J1 %1 G1 312 3213 612 <CaiO 91)4 EY8 YBa 4ffi W9N fleaNmlbl F11 %1 Nf 32 Mi] 812 w6t •69 3H1 3052 yd1 1b[ManeM(@9) fi31 %1 G, YA MIS A,2 NWi 0369 )4T1 7191 .4 W[Snev,b) fi31 %1 841 312 3216 012 iOFq 5189 s3Y M5] 4195 10] 1.0) 1.O] IW I.O] IW 101 G 1.10 1.10 +10 1.10 1.10 IA1 I.DO I.W 1W 1.W I.OJ Aw0� V.. 2].)5 211s 2).)5 ])35 m7E 31M 9]s 1}M 3).2E U. AbmenIW WN'.IIi'I 1% +A Iw 1% 1% 245 1W 2b $`A 2. 250 Matlmum Be.ng bless"Ill 1P +57 IOD & ]91 1]8 13E9 1. 16M 18E 1521 Nmvawe Eetx O&cess annl p2 S3 99J 930 BOB MO4 2a 2d0a 2604 M35 2%4 IhvrzWe MaroYQM1 %A SSM 354 35R ]5A %31 1111s 1')A Ons 11)]s 11]]5 MOMENT F9 SH 9.H 1.11 11.. 135 11.59 I.B. 1A] Ill 1.N LM ..En.n S. -OA, 199 1% 1% IM 190 MS MS 265 M5 M5 235 Meumum=faw=Uy1N1 3%3 NAM 36A %6i 3E61 8d .8 .1. fi313 .10 6316 SNEAR 1. 1.90 0.11 5.i1 1030 1.14 6.45 I.A. 1.15 1.11 1.60 I.M ."Rpur O. O.. a5J OM 2.% 01) I'm 3W 205 +.51 IB) F1..o..Dol I.i'V,W] 1.WJ.OD ,BO,N] I.YA,D]0 I. W] 2..20]0.0.0 2..2,OS,032 2O]D,%]- 2.. Ire Lwa W. -C) am aero a. 0. Ool 100 005 0. 0.% a% 006 Ins L. MAenbnlimll ]d1 35J 3W b] 3b 331 Sero ]m ]b 3.0 143 Nwnde" Lwa Dell fn) 013 0.13 0.13 012 O+0 013 am 0M OM OM 020 M MAD DEFLECTION FS M.]0 3030 N33 13!73 1070 46.10 AU ].1] All 330 1!] Tale!Lwa OeRed-Qnl 001 0.01 001 O. 001 003 O(B 010 BE O.R am Tms Lwa De. -1.11 3p 3M1 zb 240 24D 2b 2. 2w 2b 2w 240 .W. Tom L. De. on) O.A OA am 0,+0 0.15 0.4 0.30 O9] 033 0.3] 03] T L LOAO DEFLECTRIN FS A. MINE 33.98 10.19 la. BA. ].]8 303 3.3! A. 301 Plan: Princeton Ons: 1024115 Location'. FSBBB SOME _ ilm LVL(3)117M" Sawn (3)2%106 Sawn(2)2%10's LVL PII4" --i LVL (2111718" OLB 3111"x19.5" LVL(2)9II2" LVL(3)117M" LVL(1111Yet" V-nl :4n" .. P.1 - ,L _Cea- 2.: LLC 0 cticn Li Shea.- 43 Name UFB45 UF84 UFB-9 UFB- UFBA UFB-10 UFB.11 MFB-1 Wi Grade LVL Sawn Sawn LVL LVL GLB LVL LVL LVL LOADING PARAMETERS Floor Lrve LOWmaR 40 40 q0 40 40 40 40 40 40 Floor TMal Load(g0 50 50 50 50 50 50 50 50 50 ROOT Lrve LOW RAq 40 40 40 40 40 40 40 40 40 Pont Total Loatl(ceR 55 55 55 55 55 55 55 55 55 Wall Load lost 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span did 13 3 2 12 13,5 21 6 13 3 Beam WeMM1t(09 1809 5.55 531 21.32 12.37 24.26 9.64 1809 603 BEAM SIZING Beam Depth (in) 11.68 9,25 9.25 14 11.88 19.5 9,5 11.68 11.88 Beam NothmeIgit 323 3 3 323 J.5 5.123 15 5,33 1.75 UNIFORM LOADING Floor Span (R) 29 30 12 14 2 16 30 28 11 R00I Sawn (R) 0 0 30 30 10 9 0 0 0 Wall He' M ft 8 8 11 4 8 8 0 0 0 Total Uniform Floor LOW (pit) 725 750 we 350 50 450 750 700 275 Total Un110rm Rood LOad hi 0 0 825 025 275 247.5 0 0 0 Total Uni Wa0 Load (pit) 160 160 320 80 160 180 0 0 0 PARTIALLY UNIFORM LOADING Partially Unllotm Load l - - - Ro01 - - - _ _ 1Andrei let 0 0 0 J9 0 0 0 0 0 1Stan Point st) 0 a 0 025 0 0 0 0 0 1End Point ed 0 0 0 5.25 0 0 0 a 0 1 TOnly Padiapy Uniform Lord(ep 0 0 0 -025 0 0 0 0 0 PaMalty Unitmm Load 2 - - - Wall - - - 2SpaMisightDU 0 0 0 e 0 0 0 a 0 2Start Paid (H 0 0 0 525 0 0 0 a 0 2End Point(it) 0 0 0 12 0 0 0 a 0 2 Total Partially Uniform Und(pip 0 0 0 120 0 0 0 a 0 Partially Uniform Load 3 - - _ _ - - 3SIanMegM11(d) a 0 0 a 0 0 0 a 0 3Stan Point (it) a 0 0 0 0 0 a a 0 3End POid Rld 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform LOM ldo 0 0 0 0 0 0 0 a 0 POINT LOADS Point Load 1 Rml 1 Location (it) 0 0 a 0.25 0 0 0 0 0 1Total Load db) 0 0 0 27W a 0 0 0 0 Point Load - - - Rool - - - _ _ 2Loutlon(ft) 0 0 0 525 a 0 0 0 0 2Total LOM (Ib) 0 0 0 27M 0 0 0 0 0 Point Load - - _ - 3Locathm (III 0 0 0 0 0 0 0 0 0 3Total Load Rd) 0 0 0 0 0 0 0 0 0 TAPEREDLOADS Tapered Load Starting Point (it) 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 a 0 0 0 0 Tapered Load at Sold (01 O 0 0 0 0 0 0 0 0 red LOM MEM a o 0 o a o 0 o D REACTIONS 5 MOMENT 1 1 1 1 1 1 1 1 1 Lee Reactor Lill Readion(Ib) 1373 1351 88]8 3355 4668 422 M70 58]0 85R W59 9259 M79 3279 1817 422 MRight o...,n(Ib) Max Soar 1900 Iwo 1370 651 635 26086 132 3355 3418 318 HIS) Miss Shear Qbl 5870 1351 8878 W59 2P9 4668 422 O. im 1m To 1m 1.00 I'M To im 1.00 To 1.0 C. ieo i..7 To 1.W L.9 Lao 1.ao 1m 1.,7 Area 2,3 623] 2i9a 27,75 3.5 99.94 3250 83.37 79 3245 Moment Moment of I ]34 188 190 1201 1301 489 3A 4 medial,nside Muimom BeMlrg she 1654 209 189 1025 1850 166 170 779 4 14]1 92 92 a.iib-ft) PendMoment 64ess (16M1) 2604 89'J 2546 2601 24M 295 3Wd 3604 2031 Alowai Allows (1611) 3538 52 3529 36307 t1.38 Bd858 11775 26793 8931 NTMomanl MOMENT FS 1.40 1.40 3.23 1.39 tb 384 277 2835 ar Steers(,no)285 198 188 265 265 265 265 205 M-firm"In Maximum BM1eat Cepadry(IEI 11.02 3583 ell 2.71 11.57 9 2830 0659 31 6318 11850 3939 SHEAR IS 3.03 267 3.71 1.57 3.35 1.91 3.77 2.31 0.37 Beating RequAM 1,49 1.13 13 2.25 1.28 2]8 087 218 0.32 Elast0010 3,CQN lost 1,8W.W0 2,0.18 3.000 ,5 1,BOO,2 20Red 2,0,25 2,do I -we LOM Collection (IndLin 026 O.W Do ao Oe -v. LMe Load Detentionad UmA 380 380 387 35a Sol 260 360 we 360 we 360 we 350 AlowaiiS (in) 0.89 GID O.W 0.45 0]0 0.20 0.10 LIVE LOAD DEFLECTION LIVE LOADDEFLEn(in) IS TION 1.80 2.37 2.23 1.61 566 1.75 1.75 120.76 Total Load DeAeaion 0.40 001 son 0.03 ON 0.2] Best 0.38 OSB O.40 0.32 O.OJ Lim Tom, LOM CrolTotal 210 240 210 240 210 240 210 210 210 Load elle (in) Aflo,iiTOTAL LoadECTION 0.85 015 0.10 037 068 105 065 0.15 TOTAL LOAD OfFLEGTI0N F5 LOAD I 1.63 38.18 B1.d] 3.19 ip8 1.51 6.71 6.71 3.05 141A0 Plan: Princeton Date: 10/24/15 Location: FS6B8 6x6 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 (it): 9 9 Y-Unbraced Length it: 9 0 MATERIAL SPECS: Matenal: Doug Fir#2 Doug Fir 412 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 Em;,, 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 596 462 Allowable Load 18,014 12,118 Plan: Princeton Date: 10/24/15 Location: FS6B8 FS: 1.17 FS: 1.35 Cailout 5-36 548 Load (to) 11,571 17,755 SPECS Soil Bearing Pressure (psf) 1500 1500 Footing W dthtDiameter(in) 36 48 Footing Length/Diameter(in 36 48 Footing Depth (in) 10 12 CALCULADONS Area Required (fF) 7.71 11.84 Area Provided (8) 9.00 16.00 36" Square by 10" Deep 48" Square by 12" Deep :oncrete Footing with (4) Concrete Footing with (6) 44 Bars Each Wav 44 Bars Each Wav