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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00548 - 2176 Summerfield Ln - New SFR%York IEngineering Structural Design (801)876-3501 Structural Calculations Rockford SF4B11 Prepared For: F, KARTCHNER HO 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: SF41311 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 #2 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 owneribuilder 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" 7 -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. ^,. Yk I UELnginieering 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: SF41311 LOCATION Back Front Left Right Interior FS 1.04 FS: 1,31 S: 2./'/ PS. 24/ 1 S: 1.55 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 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/lft) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k) 2.40 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 5 Footings Plan: Rockford Date: W14QG17 Location: SF41311 Roof Che Lead (pelf: Roof Deadl (Del): Floor Live Load (pad: Floor Dead Load (ps): Ealetbr wall Dead Load (pad: Inlenor Wall MM Load (psQ: Suspended Slab Dead Load (p Roof Slope(WI i): Roof Pitch (By SEISMIC LOAD PARAMETERS Bid Class: D F.: 1.00 R: 6.5 Ss: 1.400 Sue: 1.4W SDs: 0,932 Cs: 0.143 Redundancy FeCtop p : 1,30 ASO Lead C mbinatpn Factor: 0.70 Base Shaer Fame b: Floor 1 Lateral Forte b: Floor 2 Lateral Farce to Roof lateral Force O: 43.44 38.01 — 15 8 29,434 11,462 40918 Floar2 33.12 39 8 12 20,019 26.143 46,162 Seismic SEISMIC FORCE DISTRIBUTION H. (ft) W. (kip) R.x Wr %Force Total Shear Bdp) F� Vi Roof 22.So 40.92 921 64% 7.33 7.33 7.33 Floor2 10.00 46.16 508 36% 11.37 4.04 11.37 Floor 1 1.00 0.00 0 0% 11.37 0.00 11.37 TOTALS Um 87.08 Seismic Plan: Rockford Date: 6/14/2017 Local Sl I Shear Wall Allowable Loads (pit) Seismic (kips) Wind (kips) seismic wind total 1,1111 t fronULack 2nd Floor 7.3 kips 5.8 68 SW -1 350 490 tat Fluor 4.0 kips 7.6 6.6 SW -2 450 630 Basement 0.0 kips 4.4 3.8 SW -3 585 819 Location Master Bed 62 Bed p3 Back Wall Master Bed 62 Plant ..It Entry Garage Backwall 3rd car 3rd or Frontside Frontside Frontside Backside Left side Leh aid. plantains Front51de Frcntaide Backside Frontside Backside Floor 2 2 2 2 2 2 2 1 1 1 1 1 Lines up wl none now now none now none none second floor secend floor second floornnone Width 14 11.33 10.8] 33 28 12.5 38.5 14 22 36 12 12 Depth 20 42 40 36.5 36 22 33 30 22 22 24 24 Area (Nin 196 237.93 213.4 635.25 Sod 137.5 635.25 266 242 396 144 144 Force (lb) 1122 1362 1222 3637 2885 787 3637 651 592 969 352 352 An. Force 1120 1359 1219 3628 2892 789 3645 650 591 967 352 352 %of floor 15% 19% 17% 50% 39% 11% 50% 16% 15% 24% 9% 9% Flu Diaphragm 315 382 343 1020 813 222 1025 183 186 272 0 0 Trawfered Force: 0 0 0 0 0 0 0 0 0 0 0 0 orces from Upper 0 0 0 0 0 0 0 1120 2578 3628 0 0 Total Seismic 1120 1359 1219 3628 2892 789 3645 1921 3397 4822 352 352 Wind (lb) 1038 12W 1130 3384 2276 621 2069 1068 972 1590 578 578 Adl. Force 1036 1257 1128 3357 2201 622 2875 1066 WO 1587 577 577 %of total 15% 19% 17% 50% 39% 11% 50% 16% 15% 24% 9% 9% Total Wind 1036 1257 1128 3357 2281 622 2875 2102 3355 4944 577 577 Shear Wall 8 6 5.5 23.25 13 14 25 FM 6 FM Portal 12 Aspect Rego 1 0.92 0.89 1 1 1 1 0.96 Frame 1 PEW Add. Ce 0.73 0.79 0.8 0.89 1 1 1 1 1 Segs Load (pin 140 227 222 156 222 56 146 1i,FffS 29 Wind Load (pin 129.5 209.5 205.0 144A 175.5 44.5 115.0 48.1 Sheer Wall SW -1 Still SW -I SW -1 SW -11 SW -11 SW -1 SW -3 SW -1 Uplift %Force on pier 100% 100% 100% 100% 100% 100% t00% 100% 60% 100% 100% 100% Wall Length(ft) 14 11.33 10.67 33 13 14 25 FTW 3 FTW panel 12 Well Height(ft) 8 8 8 0 8 8 8 9 7 9 9 9 Floor Span (ft) 0 0 0 0 0 0 0 17 0 36 17 36 Roof Son (ft) 30 4 4 30 4 10 10 W 4 30 30 30 Wall Load(pij 160 160 160 160 160 160 160 1811 140 180 180 180 Total DL(pl0 231 114 114 231 114 141 141 304.2 102 372.6 304.2 372.6 Seie.Upgft Vfte) 0 397 302 0 1039 0 0 - 3705 - - 0 Wind Unit Qbs) 0 306 297 0 663 0 03761 0 CS16X42- :',S - man awo - Location Family Garage Kitchen 3rd car Garage Leftside Left side ROs side Rightside I'mutlBactmid Floor 1 1 1 1 1 Unes up w) second floor second Boor second flow nnone Width 20 14 28 24 22 Depth 36 22 36 12 42 Area (col 504 154 1 N2 144 462 Fis.(lb) 1233 377 1963 352 1131 MI. Force 1270 388 2020 363 1129 %offloor 31% 10% 50% 9% 28% Fin Diaphragm 357 109 560 0 0 anstered Forces 0 0 0 0 0 orces from Upper 2092 789. 3645 0 0 Tcisl Seismic 4197 1188 5721 363 1129 WingL) 2307 705 3670 659 1855 Ad(. Force 2374 726 3778 678 1852 %of total 31% 10% 50% 9% 28% Total Wind 4656 1348 6654 678 1052 Shear Well 11 14 20 8.67 17 Aapecl Ratio 1 1 1 1 1 PSW MI. Ce 1 1 1 1 1 Sale Load (pin 382 85 286 42 66 Wind Load (pin 4232 96.3 332.7 78.2 108.9 UPIIB %Force ou pier 100% 100% 100% 100% 10% Wall Length(ft) 11 14 20 8.67 17 Wall Haight in 9 9 9 9 9 Floor Span (ft) 4 10 4 0 36 Roof Son(ft) 4 10 10 4 0 Well Load (pin 360 IN 340 180 180 Total DL go 248.4 189 263.4 126 237.6 SBia.Uplift(Ibs) 2068 0 0 0 0 Wind 2lift bs) 2413 0 360 158 0 Shear Plan: Rockford Date: 6114017 Location: SF4811 Seismic Load (lb): 1,921 Wind Load Lb): 2,102 i 6W-3 ,g 585 m SHEAR WALL SELECTION Shear Wall Callout Seismic Strength(Ib/It): Edge Nailing (in o.c.) 2 Field Nailing (In c.c.) 12 Seismic FS 1.29 Wind FS 1.65 ASPECT RATIO Left Aspect Ratio: Right Aspect Ratio: Stress (psi): F4 (Pat) Stud FS: 2 Entry FORCE TRANSFER WALL -144 455 46 296 All Units IbIR unless specified 296 66216 CS16—Nails to Connect 52216 -144 455 46 4.5 3 2 j Dead Load Resistance ---Load San Location Seismic: 0 Wall Load 340 UnfoSeismic: 0 Wind: 159 f 6 Uniformrm Wntl: 159 Rw Roof 34 Uniform Point Load 0 0 8 f3PID Shear Wall: SW3— 2Edge Nailing and 12' Field Nailing Tie -Down: LSTHDBRLI Straps: CS16—Nails to Connect Solis: 1/2' Salts ® 32' O.C. Studs: 2x4 Studs f3PID Plan'. Rockford Rate: 611412017 Location: SF41311 LOAD PARAMETERS Seismic Load(Ib): Wall Load 2,210 Wind Load (lb) Fbor 2,266 Uniform Roof 30 SHEAR WALL SELECTION Point Load 0 Shear Wall Collect SW.2 Seismic Strength (IbM): 450 Edge Nailing (in o.c.) 3 Field Nailing(in o.c.) 12 Seismic FS 1.12 Wind FS 1.53 ASPECT RATIO Left Aspect Ratio: 100% Right Aspect Ratio: 100% F'7 (psi) Stud FS: Seismic: Wind: Fatuity FORCE TRANSFER WALL. 9 368 188 !14'13 2 All Units lbM unless specified 402 15 141316 a9 368 188 3 8I t 2.5 135 ..................> It 0 Seismic: 0 0 Wind: 0 Dead Load Resistance Load Span Shear Wall: SW-2—3'Edge Nailing and 12' Field Nailing TinDown: LSTHDBIRJ Straps; CSI 6—Nails to Connect Bolts: 117 Bolts @ Location Wall Load 340 Uniform Fbor 20 Uniform Roof 30 Uniform Point Load 0 0 9 FTW (2) 32" O.C. Studs: 2x4 Studs 9 FTW (2) Plan: Rockford Date: 61142017 Location: SF4B11 LOAD PARAMETERS Seismic Strength (IbM): Edge Nailing (In c.c.) Field Nailing (in o.c.) Seismic FS Wind FS ASPECT RATIO Left Aspect Ratio: Right Aspect Rod. - Tl. -Down Wlnd FS Bolt Stress (p. for (psi) Stud FS: 4 3 Kitchen FORCE TRAN SFER WALL -103 448 .146 402 339516 All Units IbHt unless specified 402 89S lb -103 448 -146 3 <.3.5 4 ..-.-..........a 0.5 Deatl Loatl Resisfende Load San Location Seismic: 80.8 Wall Load 340 Uniform Seismic: 80.8 Wind: 138 Floor 20 Uniform Wind: 138 Roof 30 Uniform Point Load 0 0 Shear Wall: SW -2 -- 3 -Edge Nailing and 12-FieldNailing Tie -Down: LSTHDB/R3 Straps: CS16--Mails to Connect Bolts: 1l2" Bolls @ 32" O.C. Studs: 2x4 Studs 10 FTW(3) Plain Rodlatl Date: Si Location: SF4811 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 15-1 Wind speed 115 Figure 28.5-1 AE or Exposure Cate o C Section 28.7 LB Upper Poor 1.17 LB main floor 0.88 Roof Height 7.00 Mean roof Height 22.5 Truss Span 28 Raaf Slope 6112 Roof An9le(do,) 26.60 SIP. =0.4478 Lower Truss Span 24 Lower roof Slope 6112 Lehrer roof Angle(deg) 28.60 She =OM78 Load coclina0en factor 0.6 (ASCE 7-102.4.1) Upper flcd, ph 27.6 Table 27.8-1 Upper flow, P. 28.1 Table 27.6-1 Main near, ph 20.1 Mein Saar. pe 28.0 Secured Hear, p„ 28.0 Basement Oear, ph 27.6 Upper Floor (pan Relative pmetioning Net Pressure 16.7 Wrdwar0 10.7 Left 8.7 Leeward 6.0 Right 8.7 Main Floor(psi) Net Pressure 16.8 WMwaN 10.4 Left 9.1 Lowhal 6.4 Right 9.1 Basement Floor lea) Net Pressure 16.7 WrMwam 10.3 Left 9.1 Low,md 6.4 Right 9.1 Roof (p.Q Zone i Zone 2 Exposure A61. Free 1.000 Load Case 1 41.8 -11.0 Load Case 6.9 5.3 Lower Roof loaf) Load Caw 1 5.1 -10.1 Load Case 6.4 4.9 Roof Load Real Height Length area(Sit Horizontal Fares(Ibe) 7.00 36.00 252.0 3073 Lower Roof Load Low Roof Height Upper L.n98N Lower length Low Roml-arrlhlh; Area(S°t Horizontal Forw(Ibs) 6.0 36 48 12 72.0 Si (height) (height) (height) Wall Load Basement 1 let noor 10 2nd floor 9 ft' to,. (the) ftr force(Ibsl h' to. load Wndwerd 48 494.3 480 5006.1 324 3474.3 Leeward 48 306.8 480 3077.5 324 1937.5 2nd Floor Diaphragm Shear Total Shear dbs) 5779 Righi Wall Length 0 LaBWall Length 0 tat Floor Diaphragm Shear Total Emeriti 13336 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear dba) 17779 Right Well Length 0 Left Wall Length 0 Base Wind Shear 18179 Hurricane Ties Facture of Safety Uplift (Ibs7 Ht H2.5 Near (am Ws.) 24.6 2341 24.42 Law hoof (Par wse) 2.9 203.13 208.33 Lateral dbs) H1 H2.5 Roof (Par trui 2.4 326.90 170.74 Low roof (Par Wssl 0.5 1604.47 838.00 11 Wind (Left and Right Loading) Plan: Racklae Dale: e114na17 Locaaon: Swan FRONT AND DAC Wind Loading Calculations using Main WlndforceJtesisting System (MWFRS) Transverse Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphmm Buildings Risk Category 11T able 151 Wind speed 115 Figure 26.5-1 A -B or C Ex ure Category C senior 26.9 I -S upon. near 0.88 UB main floor 1.14 Rear Height 7.00 Mean roof Height 23.5 Truce Span 28 Roar Slope 6h2 Raaf Antshieg) 26.60 Sin, 0.4478 Lower Truss Span 24 LOwer(WlSlope 5112 Lowerroof Angle(deg) 26.60 Sine=OA478 Lead tonna sea on. 06 (ASCE 7-102.4.1) Upper Hoar, p, 28.2 Table 27.6-1 Uppar floor, Pe 27.6 Table 27.6-1 Main near. pa 27.6 Main near, Pa 22.5 Basement Hear, Dn 27.5 Basement river, po 27.1 Upper Floor (psQ Relative positioning Net Pressure 16.7 Wral.rd 103 Leh 9.1 Leeward 6.4 Right 9.1 Main Floor (psQ Net Pressure 16.5 WndwaM 10.5 Lot e] Leeward 6.0 Right BJ Basement Floor (pan Net Pressure 16.4 Wrdward 10.4 Leh 0] Leeward 6.0 Right 8.7 Roof(part Zone Zone Ektosure Ad. Feelw 1.000 Lead Caeet 4.9 .11.1 Load Case2 ZO d.3 Lower Roof (pan Load Casa l A.1 -10.1 Load Caine 2 6.4 4.9 Roof Load Raaf Height Length Area (W) Horizontal Force Bins) 7.00 42.00 294 3615 Lower Roof Load Lower Roof Height Upper Lergih Lower cath Low Rear Len,antt) Area(W) Horizontal F.. (to.) 6.0 42 42 0 0 0.0 (hel9ht) (height) (height) Wall Load Basement 1 let poor 10 2nd floor 9 0 torte(Ilan) h° fares(be) " to. Obs) Wndwerd 42 434.9 420 4404.0 378 3893.3 Leeward 42 252.2 420 2530.4 378 2430.4 2nd Floor Diaphragm Shear Total Show(Ibe) 8777 From Wall Length a Back Wall Length 0 1st Floor Diaphragm Shaer Total Shaar(Ibs) 13406 Frani Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear Obs) 17217 Front Well Length 0 Back Wall Length 0 Base Wind Shear 17561 Hurricane Ties Factors of Safely Uplift (lbs) H1 H2.5 Roof (par Wss) 27.0 21.66 22.22 L.,.f(Par Wss) - - Lateral (lbs) Ht H2.5 Real (par Vasa) 86.1 9.12 4.76 Low real her Wss) 0.0 12 Wind (Front and Back Loading) Plan: Rockford Dale: 6/14/2017 Joist Sedes: 6000 6000 6000 Joist Depth (ft): 14 14 11.88 Joist Span (fl): 22 19 16 LOAD PARAMETERS Floor Dead Load 12 12 12 Floor LMe Load 40 40 40 Total Floor Load 52 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 1 Joist Weight(pli) 2.7 2.7 2.5 Joist Loading (plf) 55 86 86 Max Reaction (lb) 602 816 686 Max Moment(fldb) 3309 3876 2742 JOIST DETERMINATION Max Moment 100% (ft -lb) 4350 4350 3670 Moment FS 1.31 1.12 1.34 Max Shear 100%(Ib) 1925 1925 1675 Shear FS 3.20 2.36 2.14 Bearing Required(in) 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 Live Load Deflection (in) 0.51 0.47 0.35 Allowable Live Load Deflection (in) 0.73 0.63 0.53 LL Deflection FS 1.44 1.36 1.54 Total Load Deflection Limit 240 240 240 Total Load Deflection (in) 0.70 0.63 0.46 Allowable Total Load Deflecti0n (in) 1.10 0.95 0.80 TL Deflection FS 1.50 1.52 1.73 13/4' Allowable Reaction (b) 1175 1175 1175 3 In'All.N. Reaclnn(b) 1525 1525 1425 13 Joists Plan: Rockford Date: 6/14/2017 LVL (2) 18" 2.0E 2600 Fb Location: SF4B11 LVL (2) 14" 2.0E 2600 Fb Ufb-3 Beam Page 1 RB -1 Sawn (2) 2X10's RB -2 Sawn (2) 2X10's RB -3 LVL (2) 9 1/2" RB -3 LVL(2)91/2" RBA Sawn (2) 2X10's RB -4 LVL (2) 9 1/2" RB -5 LVL(2)91/2" RB -6 Sawn (2) 2X10's RB -7 LVL (2) 11 7/8" RB -8 Sawn (2) 2X70's RB -9 Sawn (2) 2X10's RB -10 Sawn (2) 2X10's RB -11 Sawn (2) 2X10's OF #2 OF #2 2,0E 2600 Fb 2.0E 2600 Fb OF #2 2.0E 2600 Fb 2.0E 2600 Fb OF #2 2.0E 2600 Fb OF #2 OF #2 OF #2 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)91/2" 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 42 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) 2X8'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 H. 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LVL LVL LVL Sawn Sawn LVL Ltd- Sewn Satan LVL LOAOINGPARAMETERS 1. LNe Lead (10 40 4) 40 40 40 40 4. 4a 40 40 F. Taal Lead mal) 52 52 52 52 52 52 52 52 52 52 RcoI LNe Lead(p.0 40 40 40 40 40 40 40 40 40 a0 Pmt To al Loadoa0 55 55 55 55 55 55 SS 55 55 55 .0 Laa.(pa0 20 20 20 to 20 20 20 M 20 N BEAM SPECIFICATIONS Be.. Span(ft) 16 0,5 10 3 3 0 6 4 3 3 Sam We4ftgg0 1822 Kit 14.21 555 555 9.84 0.84 555 ELM 7.11 BEAM SING Sam No. do) 16 14 14 S25 8,25 BS 1.5 "a 8.25 14 Sam Wkimel920 So ],5 3.5 3 ] ].5 2.5 3 3 1.75 UNIFORM LOADING Fee, Sam (1) 0 20 3 8 S 20 1A 0 40 0 Pool Sam (S) a 10 0 3d 8 0 30 0 0 0 Won Hegm(n) m 8 0 10 10 0 10 10 0 0 'Mal Uniform.-Laaa(PI) 0 5. 26 200 208 5. 416 0 1.0 0 Tafel LNe Flom Load 4'q O 400 80 160 160 400 320 0 8M 0 Taal Unilom Rwl Lead (0) O 275 O 935 165 0 825 0 0 0 Towl Uve Neal Lead 511 0 20 O No 120 0 WO 0 0 0 TOW UNI:. Was Lona(PB 200 1 a 0 NO 300 0 no 20) 0 C PARTIALLY UNIFORM LOADING FNTMIB, Unilom Load i Floor Roof 1spaM1e41A(a) 22 a a a 0 0 0 30 0 0 1sut FMM(a) 0 a 0 0 0 0 0 1 0 0 1EM Point (ft) 8 0 0 0 0 0 0 4 0 0 1 TOW Perot, Unild. Load(p10 572 0 a 0 0 0 0 825 0 0 PenimN Unuam Lova 2 .1 2Smohgm(it) 4 0 a 0 0 0 0 0 0 0 2SAM Point (it) 8 0 0 0 0 0 0 0 0 0 2 E M Point fit) 16 0 0 0 0 0 C 0 0 0 2 Tool PeNany Undmn LOaa(p1) 110 0 0 0 0 a 0 0 0 0 PIPLAH, Unlla. Lona 3 3s wVAal M(a) 0 O 0 a a a a 0 a 0 3sun Pdm(1) 0 O 0 O a a 0 0 a 0 3EM Pool M) 0 O 0 a 0 0 0 0 a 0 3 TOUT P.M.M Un. Lead (M) 0 a 0 a 0 0 0 0 0 0 PONT LOADS Fuel Lead Real Rml .1 Real 1L077.(it) 6 a 2 0 0 5 0 1 0 0 1 TOW LOW (lb) 4. 0 4119 0 0 SOW 0 2431 0 0 Punt Lead Rel 2Lomuw(m a a 2 a o a 0 0 a 0 2ToW Lwa(Ib) 0 a 15125 0 0 a 0 0 0 0 Point Lwtl 3 3L -,.(it) 0 0 0 0 0 0 0 0 O O 3TOW Land Ob) 0 0 0 0 0 0 0 0 0 O TAPERED LOADS Tapered Lasa suing POnyft) 0 0 O 0 0 0 0 0 0 O Tapered Lead Bids, Pwa (8) 0 0 O 0 0 5 0 0 0 O Tapered Laaa at San (FT) 0 0 O 0 0 55 0 0 0 O Tapered Lead at End (pn 0 0 0 0 0 220 0 0 0 a REACTIONS B MOMENT OuaOm lmuw 1 1 1 1 1 1 1 1 1 1 Left Reaction Old 1081 4119 4958 2023 WO 31. 43. 3167 15W 11 Right RaactM Old W33 4119 NO 2023 896 A., 4352 2.7 1568 11 Maa Mmwol Ron) 37762 8752 .67 1517 W1 10731 8528 M76 1176 8 Mae So ... (b) 7881 4119 4988 3023 886 4301 4352 3167 1588 11 Cy I.. LDO 1 W 1.03 Las 1 W I.. 1 an 1 W 1 W C, 1.. IN 1.00 1.10 1.10 140 1.W 1.10 1.10 100 Area Sim) Nota 49W anon 2115 21]5 3]25 3125 21]5 27.75 24,50 ....0 arta l(In) 17.1 "S WO 198 198 no 250 198 190 dm Man-BeMiy Sawed ps-m 23. 919 9. 418 1. 2448 1488 A. Sao 2 Nlowabu BeMinq Seen(bJ) 2481 3548 2546 AM 990 2681 2664 and 990 25d6 Al-bu...rd Ilea) 38153 242M .2. 3529 3529 11215 11115 35. 3539 12129 MOMENTFS LOC 211 2.56 233 5.42 1.10 1." 115 3.0 1511,45 Ati-bb Sneer Some 11,7) 285 265 265 IW 1W 285 285 1W IN 285 MSam- sAen GI,A,V(0) 11970 Site 9310 33W W. 8318 6316 33W .10 4655 SHEAR FB L52 238 1.01 1.65 3.84 CAT 1.45 LOT 2.12 436.78 Seam Required 3.00 157 Lee 158 0.11 154 158 261 1.29 Opt Elastic MWuluo(,ai) 21003.030 2.%1. .OW 2.000.000 1.6000.0 1'.. 2,004,000 2,000.400 11Em.¢0 1,E4,a.m3 2003.pp Live Lead Oenelte. pn) 027 004 ON See 000 0.17 0.05 002 Om Om LNe Load Deflection Limit 380 360 300 360 360 3W 360 360 360 360 An -Alla Lore Load CaMd. (a.) 053 028 0.33 0.10 0.10 027 an 0.13 0.10 L. LPE LOAD DEFLECTION FS I.S. S3, SSS 20.41 61.42 1.56 359 7.21 21.50 1m.aa Tolat Lead Desmond (in) 0.46 007 ON 0.01 Om 023 Om 003 001 000 Total Lead DeflmWn Limit 240 240 240 240 240 240 240 240 240 240 Allowable TOW Lead OeMim (n) Om O43 OW 0.15 0.15 040 030 030 0.15 0.15 TOTAL LOAD OEFLECTpN FS 1.73 5.92 5.75 19.13 II.M 1.72 351 6.85 2167 9119.29 SELECTION LW DL LVL sewn Sam LW LVL Sewn sawn LVL (2)18' (2)14' (2)14' (2)2X10. (2)2Xlpa (2)91.7' (2)91.7' (2)2X1O'a (2)2X10'. (1)14' 16 Beams (2) Roef Span Oft) Wall Height Off Plan: Roei 24 10 10 10 0 8 30 S 0 0 0 0 0 0 Total Uniform Floor Lead (pill) Date: 61140017 78 78 78 416 416 520 0 Total Live Floor Load (pit) Lowtian: SF4B11 60 60 W 320 320 409 0 Total Uniform Reef Laos (pill) Sawn (2) ZX10's Sawn (2) 2X10'a Sawn (2) 2X10's LVL (3) Is" LVL (3)14" Sawn (2) 2X8'. LVL (2) 910' LVL (1)11 A9" Total Live Roe( Load (pill) NI""I `9 Snean 1,76 U.,rit. 2.92 k."i IT F3eme,t lbs S -i 4.14 Manxn01.97 ILL O s wcrr. ViCOC- Name UFS -11 UFB-14 UFB.15 U1,8.10 UFB-17 lul MFB-2 Iii Grade Sawn Be. Sawn LVL LVL Sawn LVL LVL LOADING PARAMETERS - -- - Roof - -- --- --- _.1SthaMleight(ft) Floor Live Load (pan 40 40 40 40 40 40 40 40 Floor Total Lead (Pon 52 52 52 52 52 52 52 52 Roof Live Load (pan 40 40 40 40 40 40 40 40 Roof Total Land Open 85 55 55 55 55 55 55 55 Wall Load(psU 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS 0 0 0 0 0 0 0 0 Beam Span (ft) 4.5 4 5 15 11.5 3 9.5 10 Beam Weight(Pin 5.55 5.55 5.55 24.36 21.32 4.35 9.64 6.03 BEAM SIZING 0 0 0 0 0 0 0 0 Bae. Depth pn) 9.25 9.25 9.25 ib 14 7.25 9.5 11.80 Beam WlddiAVaight 3 3 3 5.25 5.25 3 3.5 1.75 ImilinnRM LOADING 0 0 0 0 0 0 0 0 Roef Span Oft) Wall Height Off 0 0 24 10 10 10 0 8 30 S 0 0 0 0 0 0 Total Uniform Floor Lead (pill) 728 78 78 78 416 416 520 0 Total Live Floor Load (pit) me 60 60 W 320 320 409 0 Total Uniform Reef Laos (pill) 0 660 275 0 025 0 0 0 Total Live Roe( Load (pill) 0 480 200 0 600 0 0 0 Total Unform Well Lead (pill) 0 200 200 160 160 0 0 0 PARTIALLY UNIFORM LOADING Partially Uniform Load l - -- - Roof - -- --- --- _.1SthaMleight(ft) 1 S,vannotheight(In 0 0 0 24 0 0 0 0 1 Siad Point (ft) 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 8 0 0 0 0 1 Total Partially UAform Load (pig 0 0 0 860 0 0 0 0 Partially Uniform Load 2 - -- - - __ __ _ --- 2SpanMelghtOft) 0 0 0 0 0 0 0 0 2Sed Polar On 0 0 0 0 0 0 0 0 2End Point On 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (pin 0 0 0 0 0 0 0 0 Psi Uniform Land 3 - -- - _ __ - _. ._. 3 SpaNHeigbl (n) 0 0 0 0 0 0 0 0 3 Start Point On 0 0 0 0 0 0 0 0 3End Point (f) 0 0 0 0 0 0 0 0 3 Total Partially Uniform two (pig 0 0 0 0 0 0 0 0 POINT LOADS Point Lead -. - - Roof -- - ._ ._. 1 Loi Old 0 0 0 S 0 0 0 0 1 Total Load (Ib) 0 0 0 U70 0 0 0 0 Point Lead - - -- - - __ .- -, 2 Loretion Old 0 0 0 0 0 0 0 0 2Total Load gin 0 0 0 0 0 0 0 0 Point Load 3 -- - - -- - __ .-. --- 3 Lowson (R) 0 0 0 0 0 0 0 0 3Total Load (In) 0 0 0 0 0 0 0 0 TAPERED LOADS Tethered Lead Stank, Point Old 0 0 0 0 0 0 0 0 Tapered Lead Ending Point (ft) 0 0 0 0 0 0 0 0 Tapered Load at Start(pin 0 0 0 0 0 0 0 0 Tapered Loatl at End (pig 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Canadian Increase 1 1 1 1 1 1 1 1 Left Remand Ib) 1650 1887 1396 9792 8178 631 2516 30 Right Reaction (to) 16W 1837 1396 7893 8178 631 2516 30 Mas Moment Ob -ft) 18% 1887 1745 48823 23511 473 5974 75 MaXShow(Ib) 1650 1887 1396 9792 8178 631 2516 3c C, 1.00 1.50 1.00 1.00 1.00 1.00 1.00 1.00 C, 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 Moment of media l On') 198 198 198 1792 1201 95 250 245 Maximum Bards, Stress(11ft) 521 529 400 2616 1645 216 1362 22 Allowable Sending SOess(Ib-ft) 990 990 990 2875 2548 1050 2601 2604 Allowable Moment( Ib -ft) 3529 3529 3529 53672 W387 2365 11775 8931 MOMENT FS 1.90 1.87 2.02 1.10 1.55 5.00 1.97 118.51 Allowable Shear Stress( psi) 180 180 180 328 285 180 295 285 Maximum Shear Casualty (In) 3330 3330 3330 18354 13965 2610 6318 3950 SHEARFS 2.02 1.76 2.38 1.87 1.71 4.14 2.51 131.03 Bearing Required 1.36 1.55 1.15 2.49 2.08 0.52 0.96 0.02 Elastic Modulus gun 1,60.000 1,6001000 1,6W,cw 2,000,000 2,000,000 1,650,000 2,000,000 2,iffsGo 0 Live Load Deflection (in) 0.02 0.01 0.01 0.31 0.15 0.00 0.15 0.00 Live Load Deflection Lima 350 360 360 we 360 360 350 360 Allowable Live Load Denection (in) 0.15 0.13 0.17 0.50 0.38 0.10 0.32 0.33 LIVE LOAD DEFLECTION FS 9.11 13,44 14.29 1.59 2.52 25.86 2.14 100.00 Total Load De0ection(n) 0.02 0.02 0.03 0.49 0.24 0.01 0.20 0.00 Total Load Denection Limit 240 240 240 240 240 240 240 240 Allowable Total Load Denection (in) 033 0.20 0.25 0.75 0.58 0.15 OAS 0.50 TOTAL LOAD DEFLECTION FS 10.43 11.53 9.98 1.53 2A4 29.55 2.42 178.48 SELECTION Sam Sawn Sawn LVL LVL Sawn LVL LVL (2)2X10'5 (2)2X1O's (2)2X10's (3)16' (3)14' (2)2X8's (2)912' (1)117)8' 17 Beams (3) Plan: Rockford Date: 611412017 Location: SF4B71 MATERIAL PROPERTIES: (4) 2x4 F, FS 1.13 1,350 Location: 1,600,000 1,300,000 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,ro 580,000 470,000 Lex/dx 30.86 19.64 Leyldy 0.00 0.00 FACTORS: Cd 1 1 Cf 1.15 1.1 Ke 1 1 Fc' 1,553 1,485 Fce 501 1,002 Cp 0.30 0.54 F'c 462 809 18 Posts Plan: R.Word Date: 6/14/2017 Location: SF4B11 Is r38 INPUT Calloul Load it SPECS Soil BearingPressure (Ps' 1500 Footing MIND iameto, (in) 36 Footing Length/Diameter(in 36 Footing Depth (in) to CALCULATIONS Area Required (R') 6.53 Area Provided (ft?) 9.00 36" Square by 10" Deep Concrete Footing with (4) 19 Spot Footings