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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00542 - 784 S 2275 W - New SFR^h. York IEngineering Structural Design (801)876-3501 Structural Calculations Rockford SF6B8 Prepared For: KARTCHNER H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 9/1/2017 9/1/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Rockford Location: SF6138 From: York Engineering Inc. 2329 West Spring Hollow Road Morgan, Utah 84050 (801)876-3501 Design Criteria 2015 IBC: Roof Loads: Roof Snow Load (psf): Roof Dead Load (psf): Floor Loads: Floor Live Load (psf): Floor Dead Load (psf): Seismic Design Category: Wind Speed: Material Properties: Concrete (f,'): Concrete Reinforcement: Site Conditions: Backfill: Dimensional Lumber: Posts and Timbers: Steel: 40 15 40 12 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 Doug Fir #1 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. Prefab 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 two plates is not permitted without special engineering. 12. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI conrete shall be used. 13. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. 14. Block all horizontal edges 1 1/2" nominal or wider. 15. 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. York IEngineering Table of Contents Snow Calculation Footings Seismic Shear FTW FTW (2) FTW (3) Wind (Left & Right Loading) Wind (Front & Back Loading) Joists Beam Schedule Beams Beams (2) Beams (3) Posts Spot Footings 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Plan: Rockford Date: 6/14/2017 Location: SF6B8 LOCATION Back Front Left Right Interior FS: 1.04 FS: 1.31 FS: 2.47 FS: 2.47 FS: 1.55 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (pso 1500 1500 1500 1500 1500 Weight (k/Ift) 0.04 0.04 0.04 0.04 0.03 BUILDING LOADS Roof Span (ft) 30 30 10 10 0 Floor Span (ft) 36 17 4 4 28 Wall Height (ft) 18 18 18 18 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 2.12 1.63 0.74 0.74 1.09 FOOTING SPECS Footing Width in 20 20 20 20 16 Footing Width (ft) 1.67 1.67 1.67 1.67 1.33 Footing Height (ft) 0.83 0.83 0.83 0.83 0.67 FOUNDATION Height Above Grade (in) 8 8 8 8 8 Wall Thickness (in) 8 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.40 1.90 1.01 1.01 1.29 Soil Load (ksf) 1.44 1.14 0.61 0.61 0.97 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 Footings Flan: RoWord Date: 6I14W7 Location: SF6B8 Roof Live Load (pal): Roof DeadLoad(pd: Floc Live Load (psl): Flow Dead Load (,so: Exterior Wall Dead Load (pal): Interior Wall Dead Load (per): Suspended Slab Dead Load (I Roof SI pe (W12): Roof FBCT (0): Site Class: F,: R: Ss: Eve: Roa: Ce: Redundancy Factor, p: ASD Load Combination Factor Base SM1ear Force lb: Floor i Labral Fares It, Floor Lateral Force It, Roof lateral Force Ib: Rae1 43A4 30.01 — 15 8 29.434 11,482 40,916 Floor2 33.12 39 8 12 20,019 26,143 46,162 Flood 43.44 36 9 12 t0,W2 16,290 26.322 Seismic SEISMIC FORCE DISTRIBUTION H. (ft) Wx(kip) HxxWx %Force Total SM1ear(i Fs Vx Raaf Floor Flood 22.W 10.00 1.00 40.92 46.13 0.00 921 64% 7.33 500 36% 11.37 0 0% 11.37 7.33 4.04 0.00 7.33 11.37 11.37 TOTALS 0.01 67.00 1,d 11,36) 11.37 Seismic Plan: Rockford Data 6/14/2017 Location: SF6B8 Shear Wall Allowable Loads (pit) Seiamlc(kipa) Wind (kips) seismic vend total lefl7right BonVoaek 2nd Floor 7.3 kips 5.8 6.8 SW -1 350 490 1 at Floor 4.0 kips 7.6 6.6 Si 450 630 Basement 0.0 kips 4.4 3.8 SW -3 585 819 Location Master Bed 42 Bed A3 Back Wall Master Bed W2 Right wall Entry Garage Backwall Ord car and car Front side Fmntskie Frontaide Back side Left side Left side Rigbtside precede premises Backside Frentside Backside Floor 2 2 2 2 2 2 2 1 1 1 1 1 Lines up wl none none none none none none none second floor secand Moor second floor no rwne Width 14 11.33 10.67 33 20 12.5 38.5 14 22 36 12 12 Depth 28 42 40 38.5 36 22 33 38 22 22 24 24 Area (sol 196 237.93 213.4 635.25 504 137.5 335.25 266 242 396 144 144 Force (11h) 1122 1362 1222 3637 2885 787 3637 651 592 969 352 352 Ado Force 1120 1359 1219 3628 2892 789 3645 650 591 967 352 352 %of floor 15% 19% 17% 30% 39% 11% 50% h6% 15% 24% 9% 9°6 Fl, Diaphragm 315 382 343 1020 813 222 1025 183 166 272 0 0 Tfan ishad Farce: 0 0 0 0 0 0 0 0 0 0 0 0 mss from Upper 0 0 0 0 0 0 0 1120 2578 3628 0 0 Total Seismic 1120 1359 1219 3628 2892 789 3645 1921 3307 4822 352 352 Wind (b) 1038 1260 1130 3361 2276 621 2869 1068 972 1590 578 578 Adj. Force 1036 1257 1128 3357 2281 622 2875 1066 970 1587 577 677 %of total 15% 19% 17% 50% 39% 11% 50% 16% 15% 24% 9% 9% Total Wnd 1036 1257 1128 3357 2201 622 2875 2102 3355 4944 577 571 Shear Wall 8 6 5.5 23.25 13 14 25 FTW 6 FM Portal 12 Aspect Rot. 1 0.92 0.89 1 1 1 1 0.96 Frame 1 PSW Adj. Ce 0.73 0.79 0.8 0.89 1 1 1 1 1 Sets Lead (pig 140 227 222 158 222 SO 146 29 Wind Load (1 129.5 209.5 205.0 144.4 175.5 44.5 115.0 48.1 Shear Wall SW -i SWA SIA -1 SW -1 SW -0 Si SW -0 Sl Si %Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 50% 100% 100% 100% Wail Length (ft) 14 11.33 10.67 33 13 14 25 FTN 3 1 Portal 12 Wall Height (it) 8 8 S 8 8 8 8 9 7 9 9 9 Floor Span Ug 0 0 0 0 0 0 0 17 0 36 17 36 Fri Siren IT) 30 4 4 30 4 to 10 30 4 30 30 30 Well Load (pig 160 160 160 160 160 160 160 100 140 ISO ISO 180 Total DL (p10 231 114 114 231 114 141 141 3042 102 372.6 304.2 372.6 Sete.Upitft(Ibe) 0 397 382 0 1039 0 0 - 3705 - - 0 Wind Uplift lire) 0 306 297 0 663 a 0 - 3761 - - 0 CS16X42- STH014 Location Family Garage Kitchen 3rd car Garage Laterite Left side Fighters Rghtstde Fmn0askmid Floor 1 1 1 1 1 Lines up wl second floor second Haar second floor none none WON 28 14 28 24 22 Depth 36 22 36 12 42 Area hi 504 154 802 144 462 Force (b) 1233 377 1963 352 1131 Ado Force 1270 388 2020 363 1129 %offlopr 31% 10% 50% 9% 28% Fir, Diaphragm 357 109 568 0 0 ansfered Farces 0 0 0 0 0 orees from Upper 2892 789 3645 0 0 Total Seismic 4197 1188 5721 363 1129 Wnd(Ib) 2307 705 3670 659 1855 Adj. Force 2374 726 3778 678 1852 %of Iota] 31% 10% 50% 9% 28% Total Wand 4656 1343 6654 678 1652 Shear Wall 11 14 20 8.67 17 Aspect Fight, 1 1 1 1 1 PSW ABI. Ce 1 1 1 1 1 Seis Lead gill) 382 85 286 42 66 Wrod Load (pin '- 4232 96.3 332.7 782 108.9 Uplift %Farce on pier 100% 100% 100% 100% 100% Wall Length (ft) 11 14 20 8.67 P Wali Height (fl) 9 9 9 9 9 Floor Span (ft) 4 10 4 0 36 Roof Spain (ft) 4 10 10 4 0 Wall Lead (pin 360 180 340 180 180 Total DL (pig 248.4 189 263.4 126 237.6 Seis.Upltfl(Ibs) 2068 0 0 0 0 Wnd UOlift (Ibs) 2483 0 380 150 0 7 Shear Plan: Rockford Date: 611412017 Location: SF698 LOAD PARAMETERS Seismic Strength(IbH): Edge Nailing (in o.c.) Field Nailing (In o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Stress (p: FF (pa0 Stud FS: Entry FORCE TRANSFER WALL -144 455 46 296 All Units lbift unless specified 296 68211, 68216 -144 455 46 4.5 3 2 Seismic: 0 wnd: 159 8 9.5 ..................I Dead Load Resistance Load San Location Wall Load 340 Uniform Floor 8 Uniform Roof 34 Unitortn Point Load 0 0 l Seismic: 0 Wind. 159 FTW Shear Wall SM --2- Edge Nailing and 12' Field Nailing Tie -Down: LSTHDBIRJ Straps: CS16--Nails to Connect Bolts: LIT Bolts (8132" O.C. Studs: 2x4 Slods FTW Plan: Rockford Date: 6/14/2017 Location: SF688 LOAD PARAMETERS 2,210 Shear Wall: Seismic Load (to): Wind Load (lb): 2,266 Straps: CS16--Nails to Connect SHEAR WALL SELECTION SW -2 450 m Shear Wall Callout Seismic Strength(Ib/6): Edge Nailing (in o.c.) 3 Field Nailing (in c.c.) 12 Seismic FS 1.12 Wind FS 1.53 ASPECT RATIO Left Aspect Ratio: 100% Right Aspect Ratio: 100% - Comer Seismic: LSTHD6R2J Wind: Stress (p, F'r (psi) Stud FS: Family FORCE TRANSFER WALL I FTW (2) Shear Wall: SW -2— 3' Edge Nailing and 12' Bad! Nailing Tie -Down: LSTHD8)RJ Straps: CS16--Nails to Connect Balls: 1/2" Bolts @ 32' O.C. Sleds 2x4 Studs I FTW (2) Plan: Rockford Date: 6114MV Location: SF6138 LOAD PARAMETERS 448 -146 Seismic Load (1b): All Units Ib1R unless specified 2,612 Wind Load (Ib): 448 2,67& SHEAR WALL SELECTION Load... S an Location Shear Wall CallmA: SW4 Seismic Strength(Iblft): Wind: 138 450 Edge Nailing (in c.c.) Wind: 738 3 Field Nailing (In o.c.) Roo( 30 Uniform 12 Seismic FS 1.01 Wind FB 1.37 ASPECT RATIO Left Aspect Rai LSTHD8)R3 100% Right Aspect Ratio: Straps: 100% F'1(p l) Stud FS: i I 2 FORCE TRANSFER WALL .103 448 -146 402 895!b All Units Ib1R unless specified 402 -103 448 446 10 FTW (3) <..__ . _ . _..__ 10.5 ------------------- a t Dead Load Resistance Load... S an Location Seismic: 80.8 Wall Load 340 Uniform Seismic: 80.8 Wind: 138 Floor 20 Uniform Wind: 738 Roo( 30 Uniform Point Load 0 0 Shear Wall: SW -2--3- Edge Nailing and 12' Field! Nailing Tie -Down: LSTHD8)R3 Straps: C816-- Nails to Connect Bolts: V7 Bolts @ 32'D.C. Studs: 2x4 Studs 10 FTW (3) Plan: rodubm Data 6114=7 Location: 8F.He LEFT AND RIGHT Wind Loading Calculations using Main WlndforceResisting System (MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Dlaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 28.5-1 A. or Ex sure Cate o C Sectbn 2fi] LAB uppw fear 1.17 13main floor 0.66 Roof Height 7.00 Mean mat Height 22.5 Truss Span 26 Roof Slope 6112 RWf Angle(it,) 26.60 Sine =0.4428 Lower Truss Span 24 Laxer roof Slope 6112 Lowermcf Atgle(deg) 26.60 Sine =0.4428 Lord combination factor 0.6 (ASCE A102.4.1) Upper floor. Pn 27.6 Table 27.8-1 upper flow. Pe 28.1 Table 27.6-1 Main gOaq p, 26.1 Main fiver, pa 28.0 Basement flee,, pn 26.0 Basement flee,, pe 27.6 Upper Floor (psD Relative posllbning Net Pressure 16.7 WOdwam 10.7 Left 8.7 Leewam 6.0 Right SJ Main Floor (psf) Net Pressure 16.8 Wndwam 10.4' Lest 9.1 Leeward 6A Right 8.1 Basement Floor (Pat) Net Pressure 16.7 Windward 10.3 Left 9.1 leeward 6.4 Right 9.1 Roof (pso Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case t 43.8 -11.0 Load Case2 6.9 5.3 Lower Roof (psf) Load Case 1 4+.1 -10.1 Lead Case 6.4 d.9 Roof Load Roof Height Length Mea (ft") Hor¢ontal Force (lbs) 7.00 36.00 252.0 3073 Lower Roof Load Low Roof Height upper Length Lower length Low Root Len,,tb(l Mea lhal Horizontal Force(in) 6.0 36 48 12 72.0 807.8 (height) (height) (height) Wail Load Basement 1 tat floor 10 2nd floor 9 h' foroo(Ibs) ft' to. (Its) ftr farce ilio) Windward 48 494.3 480 5000.1 324 3474.3 Leeward 48 306.8 480 3077.5 324 1937.5 2nd Floor Diaphragm Shear Total Shear(Ibe) 5779 Right Well Length 0 Left Wall Length 0 tat floor Diaphragm Shear Total Shear(Ias) 13336 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear6bs) V779 Right Wall Length 0 Left Well Length 0 Bae. Was! Shear 18179 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof leer buss) 24.6 23.81 24.42 Lax reel(ear Wes) 2.9 203.13 208.33 Lateral (Ibis) H1 HIS Roof(p Until 2.4 326.90 170.74 Low near beer miss) 0.5 1604.47 636.00 11 Wind (Left and Right Loading) Plan: R.Nan Date: Si L.tien: SFsee FRONT AND BAC Wind Leading Calculatlona using Main Wlndforce4tesisting System (M WFRS) Traneasse. Direction Table 27.5.1 Steps to Determina MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category 11 Table 15-1 Wind speed 119 Figure 26.5-1 A-9orC Ex ore Category C Sectlon 26.7 ue nipper floor 0.66 1111 main near 114 Raaf Height 7.00 Mean roof Height 23.5 Trust Span 28 Roof Slope 6112 Roof Aegle(on) 26.60 Sine =0A478 Lower Truss Span 24 Lasser moi Slope 6112 L.rroof Angla(deg) 26.60 Sine=0.4478 Lead combination fact. 0.6 (ASCE 7-102.4.1) Upper floor, p„ 28.2 Table 27.6-1 Ulmer hoar, pa 27.6 Tattle 27b-1 Main fleet, pa 27.6 Main floor, pe 27.5 Basement floor, p„ 27.5 Basement floor, pa 27.1 Upper Floor (pall Relative positioning Net Pressure 16.7 Windward 10.3 Leh 9.1 LeewaN 6.4 Right 9.1 Main Floor (pan Net Pressure 16.5 Wei 10.5 Len 0.7 LeewaN 6.0 Right 0.7 Basement Floor(psn Net Pressure 16.4 WndwaN 10.4 Len BJ Leeward 8.0 Right 8.7 Roof hasp Zonal Ione 2 Exposure Adj. Farrar 1.000 Load Case 1 11.9 .11.1 Load Case 7.0 5.3 Lower Roof(psn Load Case 4.1 .10.1 Load Case 6.4 4.9 Roof Load Root Height Length Areolae) Horizontal Force face) 7.00 42.00 - .214 W15 Lower Beat Load Losi Rate Height Upper Length Lowerlen9N Low Roof LergN(fl) Insi H.izmtal Force (It 6.0 42 42 0 0 0.0 (height) (height) (height) Wall Load Basement 1 tat Door 10 2nd floor 9 it, force(lost nr lorce(Ibs) hr to"(Iba) WndwaN 42 434.9 420 4404.0 378 3093.3 Leeward 42 252.2 420 2WOA 378 24MA Ind Floor Diaphragm Shear Totzl Shear (lbs) 6777 Front Wall Length 0 Back Wall length 0 1st Floor Diaphragm Shear Total Shear (Iha) imm Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shaer 6be) 17217 Front Wall Length a Back Wall LeyN 0 Base Wind Shear 17561 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Fair has, Was) 27.0 21.66 22.22 Lavroaf his, mum - - - Lateral pins) H1 112.5 Rcol(nor lance) 86.1 9.12 4.78 LOwraaf her hues) 0.0 - - 12 Wind (Front and Bark Loading) Plan: Rockord Data. 6I14n017 1 34 Joist S.mm: 6000 6000 6000 Joist Deplh(h): 14 14 11.86 Joist Span (h): 22 19 16 Joist Spacing On): 12 19.2 19.2 LOAD PARAMETERS Floor Dead Load Floor Live Load Total Floor Load SIMPLE SPAN JOIST Durston Increase Joist Weight (plt) Joist Loading (p8) Max Reaction (lb) Max Moment (M1 -Ib) JOIST DETERMINATION Max Moment I00% (ft -lb) Moment FS Max Shear 100%(It ) Shear FS Bearing Required (In) Live Load Deflection Limit Live Land Deflection (In) Allowable Live Lead Deflection (in) LL Deflection FS Total Load Defection Limit Total Lead Deflection (in) Allovable TOlal Load Deflection (in) TL Deflection FS 13/4' Allowable Reaction(lb) 31/2'AllOwable Reaction (lb) 12 12 40 40 52 52 1 1 1 2.7 2.7 2.5 55 86 86 602 816 686 3309 3876 2742 4350 4350 3670 1.31 1.12 1.34 1925 1925 1675 3.20 2.36 2A4 2.00 2.00 2.00 360 360 360 0.51 0.47 0.35 0.73 0.63 0.53 1.H 1.36 1.56 240 240 240 0.70 0.63 0.46 1.10 0.95 0.80 1.58 1.52 1.73 1175 1175 1175 1525 1525 1425 13 Joists Plan: Rockford Date: 6/14/2017 Location: SF6B8 Beam Page 2 Beam Page 1 LVL (2) 18" 2.0E 2600 Fb RB -1 Sawn (2) 2X10's OF #2 RB -2 Sawn (2) 2X10's OF #2 RB -3 LVL (2) 9 1/2" 2.0E 2600 Fb RB -3 LVL (2) 9 1/2" 2.0E 2600 Fb R84 Sawn (2) 2X10's OF #2 RB -4 LVL (2) 9 1/2" 2.0E 2600 Fb R8-5 LVL (2) 9 1/2" 2.0E 2600 Fb RB -6 Sawn (2) 2X10's OF #2 RB -7 LVL (2) 11 7/8" 2AE 2600 Fb RB -8 Sawn (2) 2X10's OF #2 RB -9 Sawn (2) 2X10's OF #2 RB -10 Sawn (2) 2X10's OF #2 RB -11 Sawn (2) 2X10's OF #2 Beam Page 2 Ufb-1 LVL (2) 18" 2.0E 2600 Fb Ufb-2 LVL (2) 14" 2.0E 2600 Fb Ufb-3 LVL (2) 14" 2.0E 2600 Fb Ufb-4 Sawn (2) 2X10' DF #2 Ufb-5 Sawn (2) 2X10' DF #2 Ufb-6 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-7 LVL (2) 9 1/2" 2.0E 2600 Fb Ufb-8 Sawn (2) 2X10' DF #2 Ufb-9 Sawn (2) 2X10' DF #2 Ufb-10 LVL (1) 14" 2.0E 2600 Fb 14 Beam Page 3 UFB-11 Sawn (2) 2X10' DF #2 UFB-14 Sawn (2) 2X10' DF #2 UFB-15 Sawn (2) 2X10' DF #2 UFB-16 LVL (3) 16" 2.0E 2600 Fb UFB-17 LVL (3) 14" 2.0E 2600 Fb MFB-1 Sawn (2) M's OF #2 MFB-2 LVL (2) 9 1/2" 2.0E 2600 Fb MFB-3 LVL (1) 11 7/8" 2.0E 2600 Fb Schedule 15 Beamf � ...wavae. ...*mttm. a12m.m� wlalf 7 o -..,,m..10-. awlne m xnolnn �alxxm. awoun.� ..a�nuvm. e...,mmn w.nwX+a. ... mz.1v. Iwo no IP IP 11 IP a`%:mx0 xmon w w 1. mw w11 wn zo ea w x m m ro ro ro ro m ro w .ecrmona Mm.N yenlN sss Sss .w ew sss ea o.w sss n.a sss ess s.ss ass E, CO�+mn NG aMMI e..nNgMVNyu e f v v a tf v x as a a a e .mewnlnlNO ewnlnl mon m n mw I. n mi,C 1. 1m o 0 0 o a o 0 1m w o o r.rutiCOPM N ✓eMIN a.son an;ab�Xmmi M g IN Y enilnlo M mW � m'abuim^i1m ml(nl mI rtuv mm xe.alyil 0 0 0 a o 0 0 0 0 0 0 0 0 w P. . Lm 11 ® m10 —11 mIN cN 1.1 0 0 0 0 0 0 0 0 0 0 0 0 0 .....a .=s mn[Nay.anwl o u o w L. Anel .��mm -XN ]v6 NI h wN MbN nem ` wv ssz. NOMENT I,wi n.,,4pambl w. WI.eua. xmrca,Ow, ua Ml L. w Ml nw x Op arm 9[.ECnM INC=1 X'. mznan (11P m4II Int 1n 0 Ina`IT Iztia1 meFm. m lebnP" Iy m ¢Ixxm. iC2Xly. 012CPI 15 Beamf Plan: RMMaM Ome: 6114ROn 16 MIm9 (2) - 4-t ve ulb-0 SIae�22f si,,x I.-.. -=�.�. I,a Srem']:L ,rU.4 9V1,1 s .-.-r-1A5 Tear. R-1- Ll CEPb;£iM-. i', o,, Goma uroo NUJ Sawn Std, VPoa ILYL LVL LVLUfiU4 LVL LK Sawn Sawn LVL L, LVL Sawn Sawn Sawn LVL LGouldOAD PARAMETERS li LiveING Fbm Lim loaf (pa) w 40 w 4.52 40 a0 da 40 dp Fbx Tool 53 62 s3 53 M 52 53 6R 53 52 Rml LN. load (pap (,a 40 00 d0 40 40 00 40 TO RmlLod Load 10x0 55 s5 55 55 SS 55 g5 55 55 6] 55 % 66 Wall UpaQ 30 2p 30 20 30 20 Rp RO St 20 20 REMP pEANr,(R)SPECIFICATIONS Beam SWnlfll10 0.3 10 ] J 8 0 d ] 3 .a. Nelant O 18.3J 1181 1431 55] 555 Bbd 9154 3.55 5.56 7,11 BEP. SILNG SWNO Baem U,oh On) 10 14 14 933 935 9.] 9d 916 e3b Il OINA4 awarUNIFORM 3.3 3.5 3.1 ] J 3.5 3.5 9 J tp3 RMW WADING SN.....OXOINO Spm 1X1 0 20 J B e 0 p RoOf Rmi bpen 0 10 0 fi 0 0 M 3a 0 0 0 0 HU M X A 10 0 0 10 10 10 0 10 10 p ILII Snilarm FNVLaatl (plp 0 620 SRO 0am0 laid, 7.1 Tml LFre PoolLoadLowl( 0 200 0 60 12.. 160 12.. 165 4M Mnffip 0 150 0 (ptll 0 275 0 W6 Igs 0 B26 0 0 0 7Total .1.RO FLold( TWIU Load 0 300 0 EPO 130 0 ISO p 0 0 i.- Low,1l roll) PARTIALnrmwan zN 1 E 0 RW Sao 0 zOJ Sao 0 0 RM PARTIALLY UNIFORM LOp01NO FinallyS,x nllam F22 Roof (.) Isolidwi,(ft) 0 p a 0 0 0 0 0 Pdnlft) 0 0 0 0 a 0 0 0 1 0 0 1End 1 EOE Pdnt(Pl 8 0 0 a 0 0 0 4 d 0 0 Load (plp Iany SR 0 0 p a 0 0 026 0 0 Smlumt Pat Unanialryad2 R4 _ S,o 2Sta da d 0 0 0 0 0 0 0 0 Pcid a)fll 2End Pdnl lX) S p 0 0 0 0 0 0 0 C p 2En4Pont lfll i6 0 0 0 0 0 0 0 p zrmal PaNaMad3 LwElpR1 0 0 a 0 a o a o 0 0 Pe3S Wllmm L(a) J - 3SIMPoitaft) 0 0 0 0 0 0 a 0 0 0 351ed Pdnt@) 0 0 0 0 0 0 0 0 0 0 3End Palm lEl 0 0 0 0 0 0 0 0 0 0 3TOTaeM UnNpm Laeb 1010 0 0 0 0 0 0 0 0 0 0 LOADS POINT LOADS Point Load R8 0071 R5 q1 I motion (d 8 0 2 0 0 5 0 I 0 0 Iiolal (b) 4898 0 0 0 3069 0 2d3i a 0 Point Loatll 2 Rci p2 - aft) 0 0 3 0 0 0 0 0 p 2Tomtim RiolalLm!(Ib) 0 0 15135 0 C 0 0 0 0 a 0 Point Load 3Locallon 0 0 0 0 0 0 0 0 0 0 TOMLod 3iold LOADS 0 0 0 0 0 0 0 0 0 p TAPERED LOADS TepereE Load blaNn9 Pan1(XI 0 0 0 0 0 0 0 0 p TepnLoEMln9 Pdn1(XI red 0 0 0 0 0 6 5 0 0 0 p Tapered Loadwd al 0 0 0 0 0 0 0 0 0 Te Load at End p 0 0 0 0 2 RRO 0 0 0 0 RS NOMENi adion 1 . CloLOS 1 I 1 1 1 1 1 1 1 I R-rlaeau Leflgeea. (lal 1031 4119 1986 0% PW 4352 3187 11 4119 1567 .2] 1527 651 4352 imaW76 IME 1,559 Max onordnp0) Max.hea (trX) 776 37762 0758 1967 8x1 1071 3068 WE a Max SXrar110) 1091 Ad. 1527 1301 4X1 1752 4.0 3187 Sol 11 1 C. 1W 140 1GO 148 1lo lW I'm 1.W 1W I'M 1p3 100 Im i.W +W 1L0 +a0 L.7 loo I1.0dm L.7 t. Mee(in°1 A 63.07 491M IBM 26]5 32. 3.2 33.26 TI R].]s 3103 Mamantal 1701 a00 9M IIN5 In 260 350 I9a 115 4.gO 12 ening Sne Mmlmam BeMin9 HIM) I. 996 4. dal In 2486 943 3b R BeMn9 Svess (Ia�XI Rdfil SI R5d8 RX6 990 915 2. 3177 9'dv 800 Alouaele MOMENTManmtotrn) 30163 z2.17 213]9 7x29 3589 177 Itns tn0s 358 3529 12.6 212 51129 MOMENT P$ 1.03 2.66 SA21DO 1.10 1.00 1,15 ]AO 13285 Stress MOwnorn ROS 885 295 ME fE0 1 IW 255 100 IW Mhear Gpaury(b) ( 11.52 9316 93+0 7330 &GOMM 6919 1715 I 3330 3390 18ss 6 $HEAR PSllear SNEpR 2.26 fA] 1AS 341 1.11 1.. 1.05 213 13639 Re BearlrOReaals0 Sad 909 1Rg 0]1 LW nd" 211 139 0.01 WasuLNeL MMeflool ¢II 8.000.7 00. 2.0.04 9 00. 1.M06 1.BOO.Cv"O 1.E00.O30 2.01].548 R,E005 1.80.02 I.PCO.pq^ Rp00.CM Load oenetlian(h) oM am Bao BOS 0.03 am " Oeeedbn llm8 W 350 360 360 350 3W 360 W 363 3W SO) 360 Alo abl. Marble Lire LFLE 053 OYB 0.35 O.4 27 OR] OM 0W 0.13 0.10 010 TIOalgnlinl LM LOAD DEFLECTION FS 1.90 0.]6 SAS 0.4 3001 146 731 I'mUnH loom Tale] Load OeOxtion(inl 009 O0 am 033 am 0.09 ON O40 am TOM] Load OW Limit 240 240 240 310 210 240 210 240 240 010 Local Towable Tort LOFLOTIOi 010 080 OA] 0. 0.50 0.15 0.15 a. 040 am 030 030 0.15 015 TOTAL Fs FS V] 306 Ie.l] 1.12 3.51 EAS 017.1.tl- IOAOOEFLECTpN BELECTION l`h LVIL LVL LVL P.- jzwat LVL LVL sawn Sawn Sewn LVL IRI I9. Rl+a' (2)14' )2X1 (31 zX10's (2)2%10'¢ III 91rz' (8)912' 11 2%10's (2)2X107 11114' 16 MIm9 (2) Plan: Portland Date: 671412017 Location: Slags Sawn (2) 2X10's Sawn (2) 2X10'. Sawn (2) 2X10 We LVL (3)18" LVL (3)14" Sawn (2) 2301's LVL (2) 9112" LVL (1)117/6" M""r -1]6 UOmenl'. 2J02 rd'i I,_II MomenL 1w Shian-<.14 '-d,i L1.97 LLC Ai,Yft0}; Name UFS -11 UFB-14 UFB-15 UFBA6 UFS47 MFG -1 MFB-2 MFB3 Grade Sawn Sewn Sawn LVL LVL Sawn LVL LVL LOADING PARAMETERS Floor Live Lead (pan 40 40 40 40 40 40 40 40 Floor Total Load (pan 52 52 52 52 52 52 52 52 Roof Live Load (ps0 40 40 40 40 40 40 40 40 Roof Total Load (pan 55 55 55 55 55 55 55 55 Wall Load(psit 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span on 4.5 4 5 15 11.5 3 9.5 10 seem weight (pin 5.55 5.55 5.55 24.36 21.32 4.35 9.64 6.03 BEAM SIZING Beam Depth (In) 9.25 9.25 9.25 16 14 7.25 9.5 11.88 Beam Width Wright 3 3 3 5.25 5.25 3 3.5 1.75 UNIFORM LOADING Floor Soon gin 28 3 3 3 16 16 20 0 Roof Span (ft) 0 24 10 0 30 0 0 0 Wall Height (ft) 0 10 10 8 8 0 0 0 Total Uniform Floor Lead (pit) 728 78 78 70 416 416 520 0 Total Live Floor Lead (pit) we 60 60 60 320 320 400 0 Total Uniform Raof Lead (pit) 0 660 275 0 825 0 0 0 Tonal 1 -he Rauf Lead (piU 0 480 200 0 Son 0 0 0 Total Uniform Well Load (pit) 0 200 200 160 160 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 -- -- - Roof __ _ I SpanMeight (fl) 0 0 0 24 0 0 0 0 1 Start Point (h) 0 0 0 0 0 0 0 0 I End Point (0) 0 0 0 8 0 0 0 0 1 Toldt Partially Uniform Lead (pit) 0 0 0 660 0 0 0 0 Partially Uniform Load 2 -- -- -- __ _ 2 Span0leight(ft) 0 0 0 0 0 0 0 0 2Stan point (ft) 0 0 0 0 0 0 0 0 2End point in 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load(pIro 0 0 0 0 0 0 0 0 Partially Uniform Lead 3 -- -- -- - __ __ -. _. 3SpanMeight(8) 0 0 0 0 0 0 0 0 3Stan Point (it) 0 0 0 0 0 0 0 0 3End Point (it) 0 0 0 0 0 0 0 0 3 Total Partially Uniform Lead han 0 0 0 0 0 0 0 0 POINT LOADS Pant Lead - - - Roof - -- .-- _ 1Locari on 0 0 0 8 0 0 0 0 1 Total Load (Ib) 0 0 0 &70 0 0 0 0 Pant Lead 2 -- -. -- _ __ - .- _ 2Lora0on(ft) 0 0 0 0 0 0 0 0 2Total Load(Ith) 0 0 0 0 0 0 0 0 Pant Lead -- - - - -- - _- -- .3Location 3 Locationon 0 0 0 0 0 0 0 0 3Total Load (to) 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Stam, Point hin 0 0 0 0 0 0 0 0 Tapered Load Ending Point (In 0 0 0 0 0 0 0 0 Tapered Lead at Start(pin 0 0 0 0 0 0 0 0 Tapered Load at End(pit) 0 0 0 0 0 0 0 0 REACTIONS 8 MOMENT Damaged Increase i 1 1 1 1 1 1 1 Left Reaction (Ib) 1650 1967 1396 9792 8178 01 2516 30 RIphl Reaction (to) 1650 1887 1396 7893 8178 631 2516 30 Max Moment (to In 18M 1887 1745 484123 23511 473 5974 75 Max Shear (to) 16W 1887 1396 9792 8178 631 2516 30 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Cr 1.10 1.10 1.10 1.00 1.00 1.20 1.00 1,00 Area (in) 27.75 27.75 27.75 84.00 73.50 21.75 33.25 20.79 Momentof trends l(in') 199 190 198 1792 1201 95 250 245 Maximum Bending St..(Ib-h) 521 529 490 2616 1645 216 1362 22 Allowable Bening Suess (Ib -h) 990 990 990 2875 2546 1080 2689 2604 Allowable Moment(Ib-ft) 3529 3529 3529 53672 36387 2365 11775 0931 MOMENTFS 1.90 1.87 2.02 1.10 1.55 5.00 1.97 118.51 Allowable Shear Stadia(pi) 180 180 180 328 285 180 285 285 Maximum Shear Capacity (b) 3330 3330 3330 18354 13965 2610 6318 3950 SHEARFS 2.02 1.76 2.38 1.87 1.71 4.14 251 131.03 Bearing Required 1.36 1.55 1.15 2.49 2.08 0.52 0.96 0.02 Elastic Mariana ftmn 1,600,000 1,600,000 1.fiw .w0o 2,000,000 2,0001000 1,60o,00a 2,000,000 2,000,000 Live Land De0ection (in) 0.02 0.01 0.01 0.31 0.15 0.00 0.15 0.00 Liv, Lead DaOeGian Unnit 360 360 360 me 360 360 360 360 Allowable Live Lead Deflection (in) 0.15 0.13 0.17 0.50 0.38 0.10 0.32 0.33 LIVE LOAD DEFLECTION IS 9.11 13.44 14.29 Las 2.52 25.68 2.14 leaded Total Lead Deflection (In) 0.02 0.02 0.03 0.49 0.24 0.01 0.20 0.00 Total Lead Deflection Limit 240 240 240 240 240 240 240 240 Altcataxi Total Lead De0ers.(in) 0.23 0.20 0.25 0.75 0.58 0.15 0.48 0.50 TOTAL LOAD DEFLECTION FS 10.43 11.53 9.90 1.53 2.44 29.55 212 178.46 SELECTION Sawn Sawn Sawn LVL LVL Sawn LVL LVL (2)2X10's (2)2X1O's (2)2X10'5 (3)16' (3)14" (2)2X8's (2)9112' (1)11718- 17 Beams (3) Plan: Rockford Date: 6/14/2017 Location: SF6B8 MATERIAL PROPERTIES: (4) 2x4 F. FS: 1.13 1,350 Location: --- --- COLUMN DIMENSIONS: 580,000 470,000 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 0 MATERIAL SPECS: 1 1 Material: Doug Fir#2 Doug Fir#2 Depth -x (in): 3.5 5.5 Width -y (in): 1.5 1.5 # Members 4 3 Area (in'): 21.00 24.75 Axial Load: _ 8,603 10 MATERIAL PROPERTIES: F. 1,350 1,350 E 1,600,000 1,300,000 E,m 580,000 470,000 Lex/dx 30.86 19.64 Ley/dy 0.00 0.00 FACTORS: Cd 1 1 Cf 1.15 1.1 Ke 1 1 Fc' 1,553 1,485 Fee 501 1,002 Cp 0.30 0.54 F'n dna Ana 18 Posts Plan: Rockford Data: 6114/2017 Location: SF6B8 FS: 1,38 Calloul S36 SPECS Soil Bearing Pressure (psf) 1500 Footing MilhlDiameter(in) 36 Footing LengthlDiameter(in 36 Footing Depth (in) 10 CALCULATIONS Area Required (ft°) 6.53 Area Provided (ft) 9.00 36" Square by 10" Deep - - - - Concrete Footing with (4) 19 Spot Footings