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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00499 - 796 S 2275 W - New SFRYork fEngineering Structural Design (801) 876-3501 Structural Calculations Hartford SF5B8 Prepared For: KARTCHNER HO M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 8/8/2017 8/8/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Hartford Location: SF5B8 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 (fc' ): 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. 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 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 comete 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. %York IEngineering Table of Contents Snow Calculation Footings Seismic Shear 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 Plan: Hartford Date: 8/8/2017 Location: SF5138 LOCATION Back Front Left Right Interior f'S 1.33 1 S: 1.39 S. 2.94 1 S �.9A S. 1.b5 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) 28 28 4 4 0 Floor Span (ft) 18 15 4 4 28 Wall Height (ft) 18 18 18 18 18 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/Ift) 1.60 1.52 0.57 0.57 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) 1.87 1.80 0.85 0.85 1.29 Soil Load (ksf) 1.12 1.08 0.51 0.51 0.97 FOOTING SELECTION F-20 F-20 F-20 F-20 F-16 5 Footings Plan: Hanford Dale: 8MM17 Local on: SFSBB Roof Live Load ipso'. Raor DeadLoadSpam . Floor LW Load Bbef): Floor Dead Load(psn: Extenor Well Deed Load (ps0: Interior Wall Dead Load(psn: Smpended Slab Dead Load 9 Roof Ship (W12): Beef Pitch (6): SEISMIC LOAD PARAMETER', Site Class: F.: R: $a! Sua: Sus: Ca: Reduodancy Factor, p: ASD Lead Combination Fatlac Base Shear Force lb: Floor l Lateral To. lb: Floor 2 Lateral For. It, Roof Lateral Force lb: ricer 1 423 38.9 — 15 Floor 33.25 29 8 12 19,495 24.136 6 43.01 Seismic SEISMIC FORCE DISTRIBUTION Hx (XI Wx(kip) Hxx Wx % Force Total Shear (kip) Fir Vx Roof 2225 31.fi8 705 59% 5.43 5.43 5.43 Floor2 10.00 d3.fi] 480 41% 9.13 3.70 9.13 Flood 1.00 0.00 0 0% 913 000 913 fOTALSI 001 75.31 11185 9.120 9.13 6 43.01 Seismic Plan: Hartford Date: 8/8/2017 Location: SF5138 Shear Wall Allowable Loads (plf) Seismic (kips) Wind (kips) seismic wind total lefl/right frontlaack 2nd Floor 5.4 kips 5.4 4.6 SW-1 350 490 1 at Floor 3.7 kips 7.3 6.3 SW-2 450 630 Basement 0.0 kips 4.4 3.7 SW-3 585 819 Location Stairs Laundry Bed p2 Back Wall Lek Wall Right Wall Stairs Garage Garage Back wall 3rd Car 3rd Car Front side Front side Front side Backside Left side Right side Front side Front side 'ronl/Back at Backside Front side Backside 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 Boor second floor second floor none none Width 6 10.33 18.5 35 28.5 28.5 15 20.67 20.67 35 12 12 Depth 26 30 26 27 33.25 33.26 26 22 41 19 24 24 Area (sgft) 78 154.95 240.5 472.5 473.8125 473.8125 195 227.37 423.7359.`:- 144 144 Force (lb) 447 888 1378 2708 2715 2715 462 539 1004 930 341 341 Adj. Force 448 889 1361 2712 2715 2715 472 551 1026 951 349 349 %of floor 8% 16% 25% 50% 50% 50% 13% 15% 28% 26% 9% 9% Fir. Diaphragm 113 225 350 687 687 687 120 139 260 241 0 0 Transfered Force: 0 M8 0 0 0 0 0 0 0 0 0 0 'arses from Upper 0 0 0 0 0 0 1337 502 879 2712 0 0 Total Seismic 448 1337 1381 2712 2715 2715 1837 1085 1965 3719 349 349 Wind (lb) 381 756 1174 2306 2715 2715 782 912 1700 1575 578 578 Adj. Force 381 758 1176 2310 2715 2715 800 933 1738 1610 591 591 %of total 8% 16% 25% 50% 50% 50% 13% 15% 28% 26% 9% 9% Total Wind 381 1139 1176 2310 2715 2715 1939 1360 2487 3920 591 591 Shear Wall transferred 7 7.5 25 24 12.5 9.33 Portal 9 17.41 Portal 12 Aspect Ratio to Laundry 0.96 1 0.99 1 1 1 Frame 0.96 0.97 Frame 1 PSW Adj. Ga 0.85 1 0.81 1 1 1 0.82 0.79 1 Sets Load (plf) 191 184 108 113 217 197 218 214 29 Wind Load (plf) 162.7 156.8 92.4 113.1 217.2 207.8 276.3 225.2 49.2 Shear Wall SW4 SWA SW-1 SW-1 SW-1 SW-1 SW-1 SW-1 SWA Uplift %Farce on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 51% 100% 100% Well Length (it) transferred 10.33 12.5 35 24 12.5 9.33 Portal 12.5 12.5 Portal 12 Wall Height (ft) 8 8 8 8 8 8 9 9 9 9 9 9 Floor Span (ft) 0 0 0 0 0 0 4 15 26 18 15 18 Roof Span (ft) 28 4 28 28 4 4 4 28 0 28 28 28 Wall Load (plf) 160 160 160 160 160 160 180 180 180 180 180 180 Total DL(PIO 222 114 222 222 114 114 140.4 288 201.6 298.8 288 298.8 Seis.Uplift(lbs) - 526 0 0 0 1025 1117 - 189 0 0 Wind Uplift (lbs) 345 0 0 0 1D25 1215. - 647 0 - 0 MST37 CS16X42D STHDIORJ STHD14 STHD10 STHD14 7 Shear Plan: Hari Dale: 8WO17 Location: SFhN LEFT AND RIGHT Wind Loading Calculations using Main Wlndforce42esisting System(MWFRS) Longitudinal Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Dlaphrem Buildings Risk Celegory II Table 1.5-t Wind speed 115 Figura 2fi.5-f AS or Ex psora CatePay C Section 26.7 UH upper floor 0.86 LB mein Poor 0.87 Roof Height 6.50 Mean raof Height 22.3 Truss Span 26 Roof Slope 6112 Roof Mgle(deg) 2860 Sine -OA478 Lower Truss Span 21 Lower root Slope 6112 Lawmmof Agle(dag) 26.60 Sine=DA478 Lead combirwill factor 0.6 (ASCE 7-10 24.1) Upper I.,, Ph 28.2 Table 274-1 Upper Aar, pa 28.1 Table 274-1 Main Doop or 28.1 Main flom. pa 28.0 Basement flow, ph 28.0 Basement flow,po 27.6 Upper Floor (pan Relative positioning Net Pressure 16.g Wndward 10.5 Lett 9.1 Leeward 6.4 Right 9.1 Main Floor (pall Net Pressure 16.8 windward 10.4 Lett 9.1 Leeward 8.4 Right 9.1 Basement Fluor (psi) Net Pressure 16.7 Windward 10.3 Left 8.1 Leeward 6.4 Right 9.1 Roof (pall Zane 1 Zane 2 Exposure Mi. Factor 1.000 Load Case 5.8 -11.0 Lord Cali2 6.9 5.3 Lower Roof (Pat) Load Case 5.1 -10.1 Load Casa2 84 4.9 Roof Load Roof Height Length Area (fth) Horizontal Farce (lbs) 6.50 35.00 227.5 2769 Lower Roof Load Law Roof Height 1I Length Lower length Low RMf Length(fi) Amalfi') Renewlal Friths) 5.3 35 47 12 630 706.9 (height) (hel9hp (height) Wall Load Basement 1 1st Boor 10 2nd floor 9 fl' farce(Iba) fl' fh.III fls forty gba7 Windward 47 484.0 470 4903.8 315 3296.9 Leeward 47 300.4 470 3013.3 315 2025.3 2nd Floor Diaphragm Shear Total Shear (to.) 5430 Right Wall Length 0 Left Well Length 0 let Floor Diaphragm Shear Total Shear(to$) 12756 Rigor Well Length 0 Left Wall Length 0 Basement Diaphragm Shear Toal Shear gi,$) 17107 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 17499 Hurricane Ties Factors of Safety Uplift (IO,) H1 H2.5 Roof(per Waa) 22.2 26.29 26.97 Law rapt leer truss) 2.5 232.14 238.10 Lateral (lbs) H1 112.5 Real horWes) 2.9 268.69 140.34 Low mot her truce) 0.5 1733.42 905.35 8 Wind (Left and Right Loading) plan: Henri Date: 8MO17 Lavation: SFi FRONT AND BAC Wind Leading Calculations using Main WlndforceReslsting System(MWFRS) Transverse Direction Table 27.5.1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table lS-1 Windsped 115 Flgum26.5-1 Aa a r C Ex oim 'aftegoi C Sicken 26.7 LIB upper floor 1.17 1/S main fear 1.15 Roof Height 6.50 Mean mot Height 23.3 Truss Span 26 Roof Slope 6112 Roof Angle (dog) 26.60 Sine =0.4478 Lower Truss Span 21 Lower roof Stare 6112 Lower roof Angle king) 26.60 Sim, OA478 Loatl oombinatirn factor 0.6 (ASCE 7-102.4.1) Upper floor, pn 27.6 Table 27.6-1 Upper Boor, pe 27.6 Table 27.6-1 Main hear, pa 27.6 Main hoot it. 27.5 Basement floc,, on 27.5 Basemen) Baa,, pa 27.0 Upper Floor (pap Relative positioning Net Pressure 16.5 Windward 10.6 Lee 8.7 Leeward e.0 Right 8.7 Main Floor (pap Net Pressure 16.5 Wndwed 10.5 Left 8.7 LeewaN 6.0 Right 8.7 Basement Flaor(psp Net Pressure 16.4 Wndai 10.4 Lee 8.7 LeewaN 6.0 Right 8.7 Roof fpap Zone Zone Exposure A6l. Factor 1.008 Load Case 1 4.6 -111 Lead Case 2 7.0 5.3 Laver Roof (pall Load Case 81 -10.1 Load Case 2 6.4 4.9 Roof Load Raaf Height Length Area pi Hodzonal Farce (lb5) 6.50 30.00 195'": 2393 Lower Roof Load Lower Four Height Upper Length Lower length Law Roof Length(R) Area(g2l Horizontal Force (Ire) 5.3 30 41 11 5765 648.0 (height (height) (height Wall Load Basement 1 tat floor 10 had floor 9 82 farce that 0 force (the) e2 In. that Wndwerd 41 424.6 H0 4299.6 270 2849.2 Leewartl 41 245.6 410 2466A 270 1614.5 2nd Floor Diaphragm Shear Total Shear(Ibs) 4625 Front Wall Length 0 Back Well Length 0 1st Floor Diaphragm Shear Total Shearpbs) 10688 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shearpbs) 14606 Front Well Length 0 Back Wall Length 0 Base Wind Shear 14941 Hurricane Ties Factors of Safety Uplift albs) H1 1125 Fri hier truss) 24.5 23.87 24.48 Low roof(rer Wss) 2.5 232.14 238.10 Lateral (lbs) Hl HIS Roel fear Was) 79.8 9.84 5.14 Low roof ger Vesal 15.8 49.67 25.94 a Wind (Front and Back Loading) Plan: Ha0ford Date: 8/812017 JOIST SPECIFICATION 1JomenC 1 3 Truss Joists L 1a19 ..lion'. iP9 Truss Joists 0 Mme:t 1,25 B0at. Camomile LL Oatiactie."-. . Boise Cascade Joist Type: Til Til BCI BCI Joist Senes: 210 210 6000 6000 Joist Depth OJ: 11.88 11.88 11.88 11.88 Joist Span 0): 18 19.5 18 19.5 Joist Spacing (in): 16 16 16 16 LOAD PARAMETERS Floor Dead Load 12 12 12 12 Floor Live Load 40 40 40 40 Total Floor Load 52 52 52 52 SIMPLE SPAN JOIST Duration Increase 1 1 1 1 Joist Weight (Pit) 2.8 2.8 2.5 2.6 Joist Leading(Plfl 72 72 72 72 Max Reaction (Ib) (549 703 647 700 Max Moment Ot-Ib) 2921 3429 2909 3414 JOIST DETERMINATION Max Moment 100% Oft -lb) 3795 3795 3670 3670 Moment FS 1.30 1.11 1.26 1.07 Max Shear 100% Ob) 1655 1655 1675 1675 Shear FS 2.55 2.35 2.59 239 Bearing Ra9uirad(in) 2.00 2.00 2.00 200 Live Load Defleaii0n Limit 360 360 360 360 Live Load Deflection On) 0.4 HO 0.45 0.61 Allmvable Live Load Defleati0n (in) 0.60 0.65 0.60 0.65 LL Deflection FS 1.37 1.09 1.33 1.08 Total Load Deflection Limit 240 240 240 240 Total Load Detection (in) 0,59 0.81 0.61 0.83 Allowable Total Load Deflection (in) 0.90 0.98 0.90 0.88 TL Deflection FS 1.52 1.21 1.40 1.16 13/4' nI.ble Reaction(Ib) 1005 1005 1175 1175 31/2' All.ble Reacran (in) 1480 1460 1425 1425 10 Joists Plan: Hartford Date: 8/8/2017 Location: SF5B8 Beam Page 3 Beam Page 1 Sawn (2) 2X1 O's DF #2 FB -13 Beam Page 2 RB -1 Sawn (2) 2X10's DF #2 FB -1 LVL (2) 11 7/8" 2AE 2600 Fb RB -2 LVL (2) 7 1/4" 2.0E 2600 Fb FB -2 Sawn (2) 2X10's DF #2 RB -3 LVL (2) 11 7/8" 2.0E 2600 Fb FB.3 LVL (2) 7 1/4" 2.0E 2600 Fb RB -4 Sawn (2) 2X1 O's DF #2 FB -4 LVL (2) 117/8" 2.0E 2600 Fb RB -5 Sawn (2) 2X10's DF #2 FBS Sawn (2) 2X10's DF #2 R13-6 Sawn (2) 2X1 O's DF #2 FB -6 LVL (2) 117/8" 2.0E 2600 Fb RB -7 Sawn (2) 2X1 O's DF #2 FB -7 PSL 7" x '117/8" 2.2 E 2900 Fb RB -8 LVL (2) 11 7/8" 2.0E 2600 Fb FB -8 LVL (2) 11 7/8" 2.0E 2600 Fb RB -9 Sawn (2) 2X10's DF #2 FB -9 Sawn (2) 2X10's DF #2 FB -10 LVL (2) 7 1/4" 2.0E 2600 Fb Beam Page 3 FB -12 Sawn (2) 2X1 O's DF #2 FB -13 LVL (1) 11 7/8" 2.0E 2600 Fb FB -14 LVL (2) 11718" 2.0E 2600 Fb FB -15 GLB 6 3/4" x 18" 24F -V4 FB -16 GLB 6 3/4" x 15" 24F -V4 FB -16 GLB 5 1/8" x 18" 24F -V4 MFB-1 LVL (2) 11 7/8" 2.0E 2600 Fb MFB-2 Sawn (2) 2X1 O's DF #2 11 Schedule oa0l,n, Plan: Hadfood 0 0 a 0 0 0 0 Total LWe Flow Lead(pit) Date: SWO17 0 0 0 0 0 0 0 0 Total Uniform Rest Lead(pl0 Location Si ]]0 110 110 ]]0 ]]0 110 962.5 110 Total Use Road Load ono Sawn(2)2%10'a LVL(2)7114• LVL(2)11 719- Sawn(2)2x10's Sewn(2)2X1O's Sox. (2)2X10Y Sawn(2)2%10'e LVL(2)1171W' Sawn (3)2%10'0 Total Units= Wall Load (pit) cis I.: ar. a,:1 J3 _ .n: LI5L'16.1Sr: V 'RBd - " b l •. 21: demon 3.1,1 OIL -1C a 7,72 Name RBd RB -2 R04 li RBfi RIB-7RIB-7RBd RBA 0 wn Sa LVL LVL Sawn Savona n Sawn $awn LVL gawp LOADOAD ING PARAMETERS 0 0 a 0 a 0 0 0 0 Fluor LNel ondWad ((pa 40 40 40 40 40 40 40 40 40 Fluor Total 52 52 52 52 52 Sx 52 52 52 Read U,Nsp 40 40 40 40 40 40 40 40 40 ToWlLima Lood Oa) ROOT Total LOad 1psp 55 - 55 55 55 55 55 55 55 Wall 20 0 20 20 20 20 20 20 20 20 BEAMMSPECIFICATIONS ICATIONS 0 0 0 0 0 0 0 0 0 Beam Bean ( 5 5 18 2 3 4 6 9 4 Bram tonight (qn 555 7.36 12.06 555 555 555 555 1206 555 BEAM SIZING a 0 0 0 0 0 0 0 a Beam Depth (in) 9.25 7R5 11,88 915 9.25 9.25 9,25 11.88 9.25 Beam WiOt Atheight 3 35 3.5 3 3 3 3 3.5 3 UNIFORM LOADING 0 0 0 0 0 0 0 0 0 Floor Slogan (11) 0 0 0 0 0 0 0 0 0 0 RNf SRI a(fl) a 20 20 4 4 20 28 4 35 4 oa0l,n, aU 0 0 a 0 0 0 0 Total LWe Flow Lead(pit) 0 0 0 0 0 0 0 0 0 Total Uniform Rest Lead(pl0 ]]0 ]]0 110 110 ]]0 ]]0 110 962.5 110 Total Use Road Load ono NO 560 00 80 No 560 W 70) N Total Units= Wall Load (pit) 0 0 100 1N 0 p 1W 0 100 PARTIALLY UNIFORM LOADING Panially Uniform Wad t _ 1 SpanrHm911t OU 0 0 a 0 a 0 0 0 0 1 Stan Polnl(0) 0 0 0 0 0 0 0 0 0 1 End Point g) 0 0 0 0 0 0 0 0 0 1 Totally Padially Uniform Land (pit) 0 0 0 0 0 0 0 0 0 PsNeIIY Unit.. Load x - - - - - _ 2SpaoMei9M1t(ft) 0 0 0 0 0 0 0 0 0 2Stan Polnl(0) 0 0 0 0 0 0 0 0 0 2End count U) 0 9 0 0 0 0 0 0 0 2 TOht PaN'aly Wnwm Wad (pit) 0 0 0 0 0 0 0 0 o 2 Total Live ParfaM Umlorm Lead IF a 0 0 0 0 0 0 0 a Panially Unions Load 3 - - - - - _ 3SpanMa htot) 0 0 0 0 0 0 0 0 0 3S10r Poiint(0) 0 0 0 0 0 0 0 0 0 3End Point ho 0 0 0 0 0 0 0 0 0 3 TdM PeNally Uniform Lead (pit) 0 a 0 0 0 0 a 0 0 3 Total Lixe Panially Unlfmm Lead F 0 0 0 0 0 a 0 0 0 POINT LOADS Paint Wad 1Lo.tbn(R) 0 0 0 a 0 0 0 0 a 1Total Lead (b) 0 0 0 0 0 0 0 0 a Paint Load _ 2Weapon oft) 0 0 0 a 0 a 0 0 0 2Total Load Qb) 9 0 9 0 0 0 a 0 a Point Wada - - - _ 3Lasathemoo 0 0 0 a 0 0 0 0 0 3Total Lead (Ib) a 0 0 0 0 0 a 0 0 TAPERED L0A0S Tapered Load Slarl Point lX) 0 0 0 0 0 0 0 0 0 Taloned! Lmd Ex in9 Paid oft) 0 0 0 a 0 0 0 0 0 Topped Wed at SRI(pt) 0 0 a 0 0 0 0 0 0 Tapered Lead al End (pit) 0 0 0 0 0 0 0 0 0 REACTIONS S MOMENT Nottion Inas.. 1 1 1 1 1 1 1 1 1 Leh Reaction (In) 1939 1943 1]]6 215 1163 1551 647 4386 431 Right Reaction (Its) 1939 1943 1]]8 218 110 1551 Si 4386 431 Max momen1(Ibk) 24M 24N 7106 10 872 1551 970 9867 431 Max Shear Qb) 1939 1943 1]]6 216 110 1551 647 4386 431 C. 1.00 103 1.00 1.N 1m 1.N 1.N 1N 1,00 C, 1.10 1.00 t GO 1.10 1.10 1.10 1.10 1.N 1.10 Area (it?) 2].]5 2530 41.50 27.75 2].]5 27.75 2].]5 41.58 2]]5 Moment of hands I(to) 190 111 409 IN 198 1W 198 489 190 Maximum Bending Smans(to -III 00 951 1036 30 245 435 272 14M 121 Allowable Sacco, SOeu(Ibh) 990 2784 2004 NO No NO 900 2604 am AIIOaabte Manenl(IbX) 3529 7115 17862 W29 3529 3529 3529 17052 3529 MOMENTFS 1.46 2.0 2.51 32.75 4.05 228 3.64 1.81 8.19 Allowable Shear Stress(psi) 180 285 285 100 180 180 180 285 1 S Maximum Shear Cepadty gb) 3330 4821 ]Na 3330 33W 3330 3330 TWO 3330 SHEARFS 1.72 2,18 4A5 15.45 2.86 2.15 5.15 1.80 7,72 Beanrg Raxi IN 0.74 068 0.10 0.96 128 0.0 1.67 0.35 Elastic Modulus(psi) 1.500.003 2,000.000 2,000.000 1,000,00. 1.600,00. 1.60 NO 1.600,000 2,000.000 1,800,000 Live Wad Oaneclmn pnl 003 0.a O12 0.00 ON 001 0.01 0.11 0.00 Live Load Nnedion Limit No 360 360 360 380 300 300 360 300 AIIOdade Live Load Oellectim(in) 0.17 017 0.53 0.07 0.10 0.13 020 0.30 0.13 LIVE LOAD OEFLECTHIN FS 6.63 4.66 4.38 725.57 30.71 1296 28.87 2.81 90.70 TOMI Load Oeneclion(in) 003 005 0.34 ON ON 001 0.02 0.15 ON Total Load Oe0ec11on Umlt 240 240 240 240 240 240 240 240 240 Allowable Total Lead Defection (in) 025 025 080 010 0.15 020 030 0.45 010 TOTAL LOAD DEFLECTION FS 7.19 5.03 2.37 403.94 33.26 14.03 14.96 3.03 5069 SELECTION Sawn LVL LVL Sawn Sawn Sawn 6avm LVL S. (2)2x103 (2)7114• (2)117,8• (2)2X10's (2)2X10'. (2)2xta's (2)2%1P. (2)11 ]re' (2)2X10'e 12 Beams 13 B99m.(2) VL, 1173' Saw (2)2X10'a LVL (2)]114• LW12)11 In- Sawn (3)3x10'5 LVL IRI 11 Ida' PSL]"x1173" LVL (1111 Id- Sawn U)2xt0Y LVLR)7114" a Nem. F8.1F03 F8-3 F04 FS4 FB4 FS, FSP r.. 8401 LVL Sawn LVL LVL Sawn LVL pJL LVL Sawn L VL LG.dAOAD LOADINGead(10TE0.5 F.,w.Loea 1pall 40 40 40 40 40 40 40 40 a0 40 Floor TaWLod 52 Sz SR 53 52 52 Sz 52 52 52 Rood Gran) Laee lNA 40 40 40 40 40 40 40 40 40 To TOW Used NAG 55 55 55 55 55 At 55 55 55 55 .11 Load Oal)MSPECIF 20 20 $0 20 RO 20 20 20 20 RO 20 SEANSSpain(LATIOXS BEAM Beem Spain (1) 0 13 6 9 5 S 12 4 3 4 Been lqN 13.06 555 7.38 1200 555 13.08 24.12 1308 $55 ]J8 BEANSMIN BeOm D.,.epIM1 (Inj 11.88 9.33 ]1 13.5 9.3! IL00 11.80 13.5 9.35 718 Bnm ei91N 3.5 ] 9.3 J.! 9 9.3 ] J.5 9 J.5 RM LO YNFloor LOADING Floor Span 155 19 19 105 I 1 2 R 0 Rol SpanAd 0 RS 26 0 1 0 5 o 125 4 19 Mom 1I 0 0 11 0 0 11 0 Total IInXorI 0 903 G d99 903 52 52 I-. Total LWe III LoaLm0lpllj 310 360 3W 300 310 516 510 GO 16 90 90 0 LndN1 Total Vnlbnn 0.ol Loatl 1plp 0 ]ID ]]0 0 0 165 0 3 34]]5 110 5322 Total Lore Rolla Lad 0 580 580 0 0 130 0 250 W 3W Total FLRMLO11 290 330 330 0 0 340 0 180 310 p PARTIALLY UNIFORM PARTIALLY UNIFORM LOADING PeI edln"s) Flm Floor Ra! S's iSOeMthulf,j 5 0 0 0 0 6 M 0 0 0 1End oiin11ol 8 0 0 0 0 3 O 0 0 0 1EnOPoint 6 0 0 0 0 6 4 0 0 0 eanni iTolellnPartially Vnilmn Lwtllptll to0 0 0 0 0 158 0 0 0 Pa2Spa Vnifam LolJ3 328 Wall Wall 2Shat 0 0 0 0 0 6 0 0 0 Poi5M(nl 5 5 0 0 0 0 0 0 0 0 0 2E.Ponid ph 2Enepobl(n) S 0 0 0 0 0 4 0 0 0 R Total LiiNaMUmrmm Lase On ]]0 0 0 0 0 0 160 0 0 0 zTool London Load 560 0 0 0 0 0 0 0 0 0 Pe3a Unipp nLood3partially Loaf) I.el,m 3Stan 0 0 0 0 0 0 0 0 0 0 33Mn Point Point in 0 0 0 O 0 0 0 0 0 0 3End In 0 0 0 0 0 0 0 0 0 0 Toml Pimlkj 3Total Wil armtaetl 1plll 0 0 0 0 0 0 0 0 0 0 Live Pa 3Tokl Lire Parlially Vndorm toatll 0 0 0 0 0 0 0 0 0 0 POINTLOADS Paint Floc- Roadqol I Local lian in 8 0 0 0 0 0 4 0 0 U.5 I TOlbl AO 0 0 0 0 0 1oof 0 0 IgA e2 Point Laae3 Rol R4 (n) 5 0 0 0 0 0 4 0 0 0 2TonatiLe 2Tolal3 161 1939 0 0 0 0 0 36-5 0 0 0 PalnlLead - 3Location 0 0 0 0 0 0 0 0 a 0 d( 3ERE LOADS 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS TeperM Looe Standondmii, Pat(it) 0 0 0 0 0 0 0 0 0 0 Ta,sernal.11. Lead Pant (it) o 0 0 0 0 0 0 0 0 0 Teper� d.1 mmI O (n 0 0 0 0 0 0 0 O 0 0 .al Can Te GMEM 0 0 0 0 0 0 0 0 0 0 REACTIONS REACTIncom MOMENT DNralbnlno t f 1 1 1 t \ 1 1 1 LeftRandomReachellbl GIG 30]0 300] 1Iml. 2628 3709 ReactionOb)en 6109 RW] s4]4 44]4 IN,ISM 1050 5553 SG2 1136 It" 1hit11 fill 1307 Me. Max Moment 11101 22]9 8111 8130 21. Wx0 50]1 13092 In.It. 450 1519 Max Shaw (to) 61NI'm REO] 1420dNO IID! 2820 II)89 IN 980 C, 1W 1W IW I'm IN in 1.W I'm IW I.GO 1W 1W GO C, i W 110 I,3 100 1.10 I W I.. 110 II n tA0 Area(Idl 1189 2].]5 25.38 9159 21.]5 4159 ,1 41.59 2]]5 35.39 Mand-on 1reniel(In') 189 190 111 903 190 409 918 910 909 195 III Manmbm BaMip St.. 1610 639 MP 613 59] ]]9 3090 IE6 1M 599 Nlo-ble SOes¢(trh) 2604 993 964 2604 9W 1809 -3]9 9W 1109 Moment M MamenlpFA) 11063 95A 7115 11062 3569 1]882 45213 1186 1]&3 3570 7115 MEET MOMENT IS 1.61 1,55 1.06 4]5 1.56 6.53 1.03 15.]] ].]8 4,10 Mowabk Sear 385 100 9&5 365 tE0 9&5 3H 385 IW 385 Manmbm Shear Canada CepaciN lb) 192a 9330 40x1 7"3390 ]9W 18480 ]933 3.930 4891 SHEARFS 1.39 1.28 1.00 439 1.95 1A3 0,90 5.15 1.]9 Beamg 231 9]5 VO 0.1I 1.40 IN 100 9A3 043 050 fA6 Mumsd off z.W3.0.tl 1,E0,01 9.0.12 2, 1.80,02 3aW.W9 ]2W.CfA 2.LC0.0.'O 1.BON 2.000.0030,02 Its. Lane edmi) Lire Loan panMlon pry om O.0 SrIt oaz oW oR9 oW aW o02 Lim Leon LM9 307 050 NO 3W No 3M JW 360 3Po 3Ip 020 9W le How Load! (In) 0.59 0..8 020 0.17 037 040 73 0.10 0.19 LIVEAdmeL TIONISenerators D DEFLECTION LIVE LOAD DEFLECTION FB 1L9 Lel 135 1.14 [Vku 039 Total LaOn Oe'emon Qn)Um 0.12 0.II 0.01 Old am O. 0.03 7W ON .41 On 7ro Oom ON 0.02 Tons Law DO! Mmll 340 140 340 x40 290 240 240 NO 240 MwASIL Load OAO 0.18 030 OAS 0.95 0.40 On It ad 720 0.15 720 DEFLECTION FS TOTALLIOpp pEFLELTpX FS LOAD 9.34 10.93 L5R 1.11 BA0 LM 59]3 WAO e]9 SELECTION Sawn LVL LVL Sawn a LVL P11 L71 11 11111 ]re' Izl zxla'> (2)71.' (z)n fro' Izl zxto'e lzln fro• Tx n 1ro� ll (21n ]ro' )2Xl (zlzxlos IZP Yr 13 B99m.(2) Plan: Hartford Replaces Girder GLB 6314"•15" GLB 5 118"x18" Date: Ballot) FBde FB -16 GLB Location: 31`5130 40 52 RepoleflexGladexi 40 Sawn (2)2XIMs LVL(1)11718" LVL(2)117M" GLB 0Suit' x 10' 20 Mome.1 2.13` --ar 36 387 Mcmenl 1.18 Name F0.12 FB -13 FB -14 FB.15 Grace Sawn LVL LVL GLB LOADING PARAMETERS 208 160 160 715 Floor Live Land onq 40 40 40 40 Floor Total Land(p.N 52 52 52 52 Roof Live Load(ps0 40 40 40 40 Roof Total Load gel) 55 55 So 55 Wall Load(pso 20 20 20 20 BEAM SPECIFICATIONS 0 0 0 0 Beam Span (ft) 6 T 4 20.25 Beam Weight(plf) 5.55 6.03 12.06 29.50 BEAM SIZING 0 0 0 0 Beam Depth(in) 9.25 11.88 11.88 18 Beam WdthiWaight 3 1.75 3.5 6.75 UNIFORM LOADING 9949 9968 9949 44857 Floor Span UU 2 3 2 8 Rool Span(fi) 4 4 29 0 Wall Height (a) 10 8 8 0 Total Uniform Floor Load (pit) 52 76 52 208 Total Live Hour Load (pit) 40 60 40 160 Total Uniform Roof Load all) 110 110 797.5 0 Total Live Roof Load (pi) 80 80 5130 0 Total Uniform Well Load(pIG 200 160 160 0 PARTIALLY UNIFORM LOADING 0.80 0.90 1.18 1.53 Padially Uniform Load - - -- Roof I Spirts au 0 0 0 26 1 Start Pont (ft) 0 0 0 2 1 End Point (R) 0 0 0 20.25 1 Totally Padially Uniform Land (pit) 0 0 0 715 Partially Uniform Load 2 - - - Floor 2SpenMeight UU 0 0 0 4 2 Stan Point Go 0 0 0 0 2End Point (ft) 0 0 0 2 2 Total Partially Uniform Load (pit) 0 0 0 104 2 Total Live Padlaly Uniform Load ( 0 0 0 00 Partially Uniform Load - - - Wall 3SpantHeight at) 0 0 0 8 3 Stall Paint at) 0 0 0 2 3 End Part (ft) 0 0 0 20.25 3 Total Partially Uniform Wad(p10 0 0 0 160 3 Total tine Pemooly Uniform Load( 0 0 0 0 POINT LOADS Point Load 1 - - - Roof 1 Location (ft) 0 0 0 2 1 Total Load (In) 0 0 0 3635 Point Load - - - Roof 2 Location (ft) 0 0 0 2 2 Total Load (to) 0 0 0 2043 Point Load 3 - -- 3 Location (0) 0 0 0 0 3 Total Load (Ib) 0 0 0 0 TAPEREOLOADS Tapered Load Stating Point (it) 0 0 0 0 Tapered Load Ending Point off 0 0 0 0 Tapered Load at Sold (on 0 0 0 0 Tapered Load at End (pit) 0 0 0 0 REACTIONS 8 MOMENT Duration Increase 1 1 1 1 Left Reaction (to) IUO 1239 2043 14916 Right Pearson (to) 1103 1239 2043 11749 Max Moment(Ib-ft) 1654 2168 2043 61753 Max Shear (tb) 1103 1239 2043 14916 C, 1.00 TOO 1.00 1.00 C1 ilia Lao 1.00 1.00 Area (in') 27.75 20.79 41.58 124.50 Moment of Inertia I(ire) 198 245 489 3201 Maximum Berding Suess anvol 464 632 298 2033 Allowable Bending Sales (toft)990 2994 2604 2400 Allowable Moment(Ibft) 3529 10271 17862 72900 MOMENTFS 2.13 4.74 8.74 1.10 Allowable Shear Stress(psi) 180 328 285 265 Maximum Shear Capacity (s) 3330 4543 79W 21465 SHEARFS 3.02 3.67 3.07 1.44 Bearing Requited 0.91 0.91 0.78 3.40 Elastic Modulus(psl) 1.600.000 2,000,000 2,000,000 1.81 Live Loatl Deflection (In) 0.01 0.02 0.00 0.50 Live Load Deflection Limit 350 360 380 360 Allowable LNe Load Deflection (in) 0.20 0.23 0.13 0.68 LIVE LOAD DEFLECTION FS 17.92 14.94 36.16 1.36 Total Load Deflecfwn(in) 0.03 0.04 0.01 O.79 Total Load Deflection Limit 240 240 240 240 Allowable Total Load De0eclion(In) 0.30 0.35 0.20 1.01 TOTAL LOAD DEFLECTION FS 8.77 8.86 32.91 1.28 SELECTION Sawn LVL LVL GLB (2)2X10'. (1)11 NB' (2)11718' 6314'.18' Replaces Girder Replaces Girder GLB 6314"•15" GLB 5 118"x18" I,tom.m 1.13 d. 1.24 FBde FB -16 GLB GLB 40 40 52 52 40 40 55 So 20 20 18 18 24.58 22.40 15 18 6.75 5.125 8 8 26 26 8 8 200 208 160 160 715 715 520 520 160 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 9960 9949 9968 9949 44857 44769 9968 9949 1.00 1.00 1.00 1.08 10115 92.25 1890 2491 2127 1941 2400 24W 50625 55350 1.13 1.24 265 265 17888 16298 1.79 1.64 2.27 2.99 1,8001000 1,800,000 0.47 0.36 360 360 0.60 0.60 1.26 1.66 0.77 0.59 240 240 0.80 0.90 1.18 1.53 GLB GLB 8314'x15 5110'x18' LVL(2)11718" Sawn (2) 2X10's Shea 9.11 Snnai i 22 MFB-1 MFB-2 LVL Sawn 40 40 52 52 40 40 55 55 20 20 4 3 1206 5.55 11.80 9.25 3.5 3 0 0 0 0 403 520 310 400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 a 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 030 788 1330 785 030 591 830 788 1.00 1.00 Too 1.10 41.58 27.75 489 198 121 186 2604 990 17882 3529 21.62 5.97 205 180 7900 3330 8.52 4.22 0.32 0.0 2,000,000 1.600.000 0.00 B.ao 360 360 0.13 0.10 72.31 43.00 0.00 0.00 240 240 0.20 CIS 81.01 49.09 LVL Sawn (2)117)8' (2)2X10's 14 Beams (3) Plan: Hartford Date: 8/8/2017 Location: SF5B8 MATERIAL PROPERTIES: 6x6 POST 4x4 POST F, FS: 1.17 FS: 1.51 Location: --- '-' COLUMN DIMENSIONS: 470,000 580,000 Total Column Length (ft): 9 9 X-Unbraced Length (ft): 9 9 Y-Unbraced Length (ft): 0 9 MATERIAL SPECS: 1 1 Material: Doug Fir#2 Doug Fir 02 Depth -x (in): 5.5 3.5 Width-y(in): 5.5 3.5 # Members 1 1 Area ins : 30.25 12.25 Axial Load: 15,342 3,756 MATERIAL PROPERTIES: F, 700 1,350 E 1,300,000 1,600,000 Emi„ 470,000 580,000 Lex/dx 19.64 30.86 Ley/dy 0.00 30.86 FACTORS: Cd 1 1 Cf 1.1 1.15 Ke 1 1 Fc' 770 1,553 Fce 1,002 501 Cp 0.77 0.30 15 Posts Plan: Hartford Date: 8/8/2017 Location: SF5B8 FS: 1099 Cutout 1 5-36 SPECS Soil Bearing Pressure (psi) 1500 Footing Width/Diametar(in) 36 Footing Length/Oianneter(in 36 Footing Depth (in) 10 CALCULATIONS Area Required (fl?) 0.83 Area Provided (ft) 9.00 36" Square by 10" Deep Concrete Footing with (4) 16 Spot Footings