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HomeMy WebLinkAboutSTRUCTURAL CALCS - 17-00181 - 826 S 2275 W - SFRdid h. York Engineering Structural Design (801)876-3501 Structural Calculations Hartford SF2B8 Prepared For: KARTCHNER H O M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 3/9/2017 3/9/2017 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Hartford Location: SF2138 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 (pso: Floor Dead Load (pso: 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. 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. !York IEngineering Table of Contents Snow Calculation 5 Footings 6 Seismic 7 Shear 8 Wind (Left & Right Loading) 9 Wind (Front & Back Loading) 10 Joists 11 Beam Schedule 12 Beams 13 Beams (2) 14 Beams (3) 15 Posts 16 Spot Footings 17 Plan: Hartford Date: 3/6/2017 Location: SF2B8 LOCATION Back Front Left Right Interior FS: 1.33 FS 1.39 FS: 2.94 FS: 2.94 FS: 1.55 SOIL SPECS Density (c 125 125 125 125 125 Soil Pressure sf) 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 Footings PW: HaMord Date: 3MW17 Lotstlon: SF268 Raaf Live Load W: Roof DeadLoxd(psp: Floor 1 -Ne Load (Cast): Floor Dead Lead(,,): Exterior Well Dead Load Interior M11 Dead Load (Fa9: Sueperded Slab Dead Load U Raaf St., (02): Roof Pitch (0). Sita Class: F.: Hr Ss: Sva: 8, Cs: Redundanp Fedor. p: ASD Load ComLlnaSan Fedor. SHEAR DISTRIBUTION Base Shear Force lb: Floor 1 Lateral Farce W: Floor 2 Lateral Force S: Roof Lateral Force lb: Seismic SEISMIC FORCE DISTRIBUTON He (ft) W.(kipl HxxWx % Force Total Shear(kip) Fx Vx Roof 1 22.25 31.68 205 59% 5.43 5.43 5.43 Flaor3 10.00 43.63 430 41% 9.13 3.20 9.13 fl0ar1 1.00 0.00 0 0% 9.13 0.00 9.13 TOTAI-SI o.01 25.31 1,185 9,125 9.1 Seismic Plan: Hartford Date: 3/6/2017 Location: SF2138 Shear Well Allowable Loads (pit) Seismic (kips) Wind (kips) Seismic wind total left/right front/back 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 N2 Back Wall Left Wall Right Wall Stairs Garage Garage Back wall and Car 3rd Car Front side Front side Front side Back side Left side Right side Front side Front side 7onVBack mi Back side 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 floor 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 33.25 26 22 41 19 24 24 Area(sgfp 78 154.95 240.5 472.5 473.8125 473.8125 195 227.37 423.735 ' ' ', 144 144 Force(lb) 447 888 1378 2708 2715 2715 462 539 1004 930 341 341 Adj. Force 448 889 1381 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: 0 448 0 0 0 0 0 0 0 0 0 0 moss 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 01b) 381 756 1174 2306 2715 2715 782 912 1700 1575 578 578 Ad]. 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 591 691 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. Co 0.85 1 0.81 1 1 1 0.82 0.79 1 Sets Load (pll) 181 184 108 113 217 197 218 214 29 Wind Load (pit) 162.7 156.8 92.4 113.1 217.2 207.8 276.3 225.2 49.2 Shear Wall SW-1 SWA SW-1 SW-1 SW-1 SMI SW-1 SW-1 SW-1 Uplift %Force on pier 100% 100% 100% 100% 100% 100% 100% 100% 100% 51% 100% 100% Wall Length (ft) 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 (pit) 160 160 160 160 160 160 180 180 180 180 180 180 Total OL (pit) 222 114 222 222 114 114 140.4 288 201.6 298.8 288 298.8 Seis.Uplift Qhs) - 526 0 0 0 1025 1117 - 189 0 0 Wnd Uplift (lbs) 345 0 0 0 1025 1216 - 647 0 0 MST37 CS16X42' STHDIORJ STHD14 STHDIO STHD14 7 Shear Plan: Hemmd Oats: 316=17 Location: SF2Be LEFT AND RIGHT Wind Loading Calculations using Main Wedforce-Resisting System IMWFRSI Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphrom Buildings Risk Category II Tade 1.51 Wind speed 115 Figure 28.,1 A -B arC Ex .sura Category C Benton 262 LB.ppen roar 0.86 US main floor 0.87 Roof Height aso Mean of Height 22.3 Trus. Span 26 Roof elope 8112 Roof Angle (deg) 26.80 Sine • 0.408 Lower Tnss Span 21 Lauver of Slaps .R2 Lower roof An&(d,) 26.0 Sir. -0.4478 Load ccaM.Ann factor 0.6 (ASCE 7-10 2.4.11 Upper door,N 283 Table 27.6-1 Upper floor, pe 28.1 Table 27.6ul Mal. floor,N 28.1 Mein Boor. p, 28.0 Basement floor, pa 28.0 Basement floor, p. 27.8 Upper Floor (pef) Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward BA Right 9.1 Mein Floor(paf) Net Pressure 16.8 Mdward 10.4 Left 9.1 Leaward 6.4 Right 9.1 Basement Fl.or(paf) Net Pressure 163 Mature i 10.3 Lefl 9.1 Leeward 6.4 Right 9.1 Roof(pep Zone Zone Exposure Ad. Farrar 1.000 Lead Case 1 4.8 d1.0 Load Case 6.9 .5.3 Lower Roof(psfl Load Case 1 4.1 -10.1 Lead Case 6.4 4.9 Roof Load Roof Height Length Arca (fl) Hommotal Farce Obs) 6.50 35.00 227.5 2769 Lower Roof Load Law Raaf Height Upper Length Lower length Low Roof Leyth(ft) Area (ft) Hodmnal Force Obs) 5.3 35 0 12 63.0. 706.9 (height) (height) (height) Wall Load Basement 1 let floor 10 Ind floor 9 e' force final n' to. Obs) fl' force Ona) Windward 47 484.0 470 4903.8 315 3290.9 Leevrzid 47 300.4 470 3013.3 315 2025.3 2nd Floor Diaphragm Shear Total Sheer (ne) 5430 Right Well Length 0 Left MI Length 0 tat Floor Diaphragm Shear Total Sheer that 12758 Right Wall Length 0 Lefl Wall Length 0 Basement Diaphragm Shear Total Shear (fls) 17107 Right Wall Length 0 Left MI Length 0 Base Wind Shear 17499 Hurricane Ties Factors of Safety Uplift Oba) H1 12.5 Raof(pertmsa) 223 26.29 26.97 Low mof(per most 2.5 232.14 238.10 Lateral that H1 H2.5 Roof filer masa) 29 268.69 140.34 Law.1(per lass) 0.5 1733.42 905.35 8 Wind (Left and Right Loading) Plan: Hamerd Zene1 Zen.2 Exposuini Dale: 392017 4.8 -11.1 30 Location: SF21n 7.0 5.3 FRONT AND BAC Wind Leading Calculations using Main Windiome-Resisting System (MWFRS) Transverse Direction Load Case 1 4.1 -10.1 Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Disputant Building. Lead Case2 Risk Category IITeal t." let floor Roof Load Wind speed 115 Figeure2651 A-BorC Roof Height Exposure Category C $.do. 26.7 HOdmmal Force that 6.50 LU upper Mor 1.17 195 2393 Lower Roof Load LB main Mor 1.15 4299.6 270 2649.2 Raaf Height 6.50 41 245.0 410 Mean roof Hai9M 23.3 270 1614.5 2nd Floor Diaphragm Shear Truss Span 26 Raa18L, 6112 Total Shear hes) 4625 Roof Aryle(deg) 28.80 Sime =0.4470 Lower Truss Span 21 Front Wall Length 0 Lower mof Sle, 6112 Lewerroof Angie(deg) 28.60 Sine =0.4478 Load wmdnation factor 0.6 (ASCE 7-1024.1) let Floor Diaphragm Shear Upper floor, ph 27.6 Table 27.&1 Upper floor,, 27.6 Table 27.6-1 Total Shear the) 10008 Mal. floor, or 27.6 Main floor. 1 27.5 Front Wail Length 0 Basement floor, Ph 27.5 Basement floor,, 27.0 0 Upper Floor (pan Relafim petitioning Net Pressure 16.5 Wndwak 10.8 Lefi 8.7 LeeweN 6.0 Rghl 8.7 Mein Floor (pan Net Pressure 16.5 WndwarJ 10.5 Left BJ LeewaN 6.0 RIBht 8.7 Basement Floor(psn Back Wall Length 0 Net Pressure 16.4 Wndwerd 10.4 Left 8.7 Base Wind Shear Leeward 6.0 "he e] Roof(psfl Zene1 Zen.2 Exposuini Load Case 4.8 -11.1 30 Load Case 7.0 5.3 648.0 Lower Roof (psn (height) Load Case 1 4.1 -10.1 (heMe) Lead Case2 6.4 4.9 let floor Roof Load 2nd Boor 9 Roof Height Length Area (fl') HOdmmal Force that 6.50 30.00 195 2393 Lower Roof Load 410 4299.6 270 Lower Roof Height Upper Length Lowerlength Low Roof Len9th(fi) Arm(ft) Hed7d.1al Force(Ils) 5.3 30 41 11 57.75 648.0 (height) (height) (heMe) Wall Load Basement 1 let floor 10 2nd Boor 9 fl' force the) fl' to. QBs) f? force Qin) Wndwak 41 424.6 410 4299.6 270 2649.2 Leewand 41 245.0 410 24WA 270 1614.5 2nd Floor Diaphragm Shear Total Shear hes) 4625 Front Wall Length 0 Back Well Length 0 let Floor Diaphragm Shear Total Shear the) 10008 Front Wail Length 0 Back Well Length 0 Basement Diaphragm Shear Total Shear Qbs) 14608 Front Well Length 0 Back Wall Length 0 Base Wind Shear 14941 H.micana Bea Factors of Safety Uplift (1ts) H1 H2.5 Roof (par Wu) 24.5 23.87 24.40 Low met (per tress) 2.5 232.14 238.10 Lateral (1bs) H1 H2.5 Roof (par turas) 78.6 9.84 5,14 Low roof(per Wu) 15.8 49.67 25.94 9 Wind (Fmn1 and Back Loading) Plan: Hartford Date: 31612017 Joist Series: Joist Depth (ft): Joist Span(8): Joists adn in: 210 111.88 18 `is 210 11.88 19.5 18' 6000 1188 (. 18 S 16 .1. 8000 11.88 19.5 15 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 Inaease 1 1 1 1 Joist Weight(pl0 2.8 2.8 2.5 2.5 Joist Loading(p10 72 72 72 72 Max Reaction (Ib) 649 703 647 700 Max Moment(ftdb) 2921 3429 2909 3414 JOIST DETERMINATION Max Moment 100%O -lb) 3795 3795 W70 3670 Moment FS 1.30 1.11 1.26 1.67 Max Shear 100% Ob) 1655 1655 1675 1675 Shear FS 2.55 2.35 2.59 2.39 Bearing Reftulred On) 2.00 2.00 2.00 200 Live Load Defledion Limit 360 360 360 360 Live Load Defledion (in) 0.44 0.60 0.45 0.61 Allowable Live Load Defledion (In) 0.60 0.65 0.60 0.65 LL Deflection FS 1.37 1.09 1.33 1.06 Total Load Deflection Limit 240 240 240 240 Total Load Deflection(in) 0.59 0.81 0.61 0.83 Allowable Total Load Deflection (in) 0.90 0.98 0.90 0.98 TL DeflectionF9 1 52 1.21 1.48 1.18 13/4'Alloweble Reaction 9b) 1005 1005 1175 1175 3112"Allowable Reaction (Ib) 1460 1460 1425 1425 10 Joists Plan: Hartford Date: 3/6/2017 Location: SF2B8 Beam Page 1 RB -1 Sawn (2) 2X10's RB -2 LVL (2) 7 1/4" RB -3 LVL (2) 11 7/8" RB -4 Sawn (2) 2X10's RB -5 Sawn (2) 2X10's RB -6 Sawn (2) 2X10's RB -7 Sawn (2) 2X10's RB -8 LVL (2) 117/8" RB -9 Sawn (2) 2X10's DF #2 2.0E 2600 Fb 2.0E 2600 Fb DF #2 DF #2 DF #2 DF #2 2.0E 2600 Fb DF #2 Beam Page 2 FB -1 LVL (2) 11718" 2.0E 2600 Fb FB -2 Sawn (2) 2X10's DF #2 FB -3 LVL (2) 7 1/4" 2.0E 2600 Fb FB -4 LVL (2) 117/8" 2.0E 2600 Fb FB -5 Sawn (2) 2X10's DF #2 FB -6 LVL (2) 11 7/8" 2.0E 2600 Fb FB -7 PSL 7" x 117/8" 2.2 E 2900 Fb FB -8 LVL (2) 11718" 2.0E 2600 Fb FB -9 Sawn (2) 2X10's DF #2 FB -10 LVL (2) 7 1/4" 2.0E 2600 Fb 11 Beam Page 3 FB -12 Sawn (2) 2X10's DF #2 FB -13 LVL (1) 11 7/8" 2.0E 2600 Fb FB -14 LVL (2) 117/8" 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) 117/8" 2.0E 2600 Fb MFB-2 Sawn (2) 2X10's DF #2 Schedule Phil Hamad 1 1 1 1 1 1 1 1 Date: 3AWZO17 Len Reacted (Rd 1939 1943 1776 216 1163 1551 647 Looted: SF2B8 431 RpM Reaeson le) 1939 1943 1776 216 1163 1551 Sawn(2)2X10'a LVL(2)7114" LVL (2111 JR" Sewn(2)2X1Pa Sean(2)2X10b Basin (2) 2XIO's Sawn(2)2X10's LVL (2111 TR" Sawn(2)2X10's tAammL te5 Sdear 248 TLOeaaddn LIY3 slms[ 1545 Som - I Shea215E .-.t 364 Soar L. 5'.a -' Name RB-1 RB4 R84 RB-4 RB-5 R84 RB-7 R84 R84 Groie Sawn LVL LVL Sawn Sawn $awn Swan LVL Sawn LOADING PARAMETERS 1.10 1.10 1.10 1.10 1.00 1.10 Amman) 27J5 Flwr Live Lead (ps0 40 40 40 40 40 40 40 40 40 Floor TMal Load Hom 52 52 52 52 52 52 52 52 52 Roof Live Lead (Mo 40 40 40 40 40 40 40 40 40 Real Total Lead(Ie0 55 55 55 55 55 55 55 SS 55 Wall Load (pN N1 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS 17862 3529 MOMENT FS 1.48 2.93 2.31 32.75 4.03 Beam Span HN 5 5 16 2 3 4 6 9 4 Beam WegM (plp 5.55 7.30 1205 5.55 5.55 555 5.55 1303 5.55 BEAM SIZING 3330 3330 3330 7900 3330 SHEAR FS 1.72 2.40 Beam Depth (in) 9.25 7.25 11.08 9.25 9.25 9.25 8.25 11.88 9,25 Beam VrktMNei9bt 3 3.5 3.5 3 3 3 3 3.5 3 UNIFORM LOADING 2000ON 2,000,000 1600,000 I.Now0 i,BM,000 1,090,IXq 2,0D) ON law NO Feer Span Dd 0 0 0 0 0 0 0 0 0 Roof Span (it) 20 28 4 4 28 20 4 35 4 WWII He' bt HdR 0 0 S 5' 0 0 5 0 5 Total Undarm Floor Load(pla 0 0 0 0 0 0 0 0 0 Total Live Floor Load (on 0 0 0 0 0 0 0 a 0 Total Uniform Rml Lead (01) 77D 770 110 Ila 770 DO 110 9525 110 Toe] LNe Roof Load! (Pill 560 550 SO 80 NO 550 80 700 80 Thal Uniform woo Lead (A a 0 1N IN 0 0 100 0 IN PARTIALLY UNIFORM LOADING Savor LVL LK Sawn Sam Sawn Sawn LV- Baud PaNaRy Umlorm Lord t 12)2X10a (2)J 94" LH117R" (2)2X10'a - (212X105 (212X1a'e (2)117/8" - IS'nMe®M1t(fl) 0 0 0 0 0 a 0 0 0 1Stan Poind HL 0 0 0 0 0 0 0 0 0 1End Point pt) 0 0 0 0 0 0 0 0 0 1 Tandy Partially Whom LOod MQ 0 0 0 0 O 0 O 0 0 Partially Union Lead 2 - _ - 2SIpard gm(0l 0 0 0 a 0 o O 0 0 2Stan Point HN 0 D o D 0 G O 0 0 2End Pont (it) 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Loil(pit) 0 0 0 0 0 0 0 0 0 2 Total -Ne Partially Uniform Load( 0 a 0 0 0 0 0 0 0 Partially Uniform Load 3 - - - - - _ - _ - 3Sprl(R) 0 0 0 0 0 0 0 0 0 3Stan Role (it) 0 0 0 0 a 0 0 a 0 3End Tom HH 0 0 0 a 0 0 O 0 0 3 Total Partially Uniform Load (pit) 0 a 0 0 0 0 0 0 0 3 Total Live Renially Urdfonn Load( 0 0 0 0 0 0 0 0 0 POINT L0A05 Point Lead - - - _ _ 11-moen(RI a 0 o D 0 0 0 0 0 1Total Load do) 0 a 0 0 a 0 0 0 a Told Load - - - _ 21-waten(it) 0 0 0 0 0 0 0 0 0 2Tetal LOad ab) 0 0 0 0 0 0 0 0 a POIM Load - - - - - - _ 3Lool(it) 0 0 0 0 a 0 0 0 0 3TOtal Load(Ib) O 0 0 0 0 D 0 0 0 TAPERED LOADS Tapered Load Stanirg Point IS) O 0 0 0 0 0 0 0 a Tapered Load Endim, Petit all 0 O 0 D a 0 0 0 0 Tapered Load at Stan URI 0 0 0 0 0 0 0 0 a Timmer Lead at End deft D 0 0 0 0 0 0 C n Duotlon Increase 1 1 1 1 1 1 1 1 1 Len Reacted (Rd 1939 1943 1776 216 1163 1551 647 43M 431 RpM Reaeson le) 1939 1943 1776 216 1163 1551 647 4380 431 Mas Moment(bfl) 2424 2429 71% IN 872 1551 970 9867 431 Max Shear(to) 1939 1943 1776 216 1163 1551 647 4380 431 C, 1.00 1N IN 1m IN 1m 1.00 1.00 1N Cr LID 1N 103 1.10 1.10 1.10 1.10 1.00 1.10 Amman) 27J5 25.38 41.50 27.75 27.75 27.75 27.75 4158 27.75 Moment of hems l Ldt 190 111 489 198 190 is$ 198 409 198 Maximum BeMtrg Stress (11•fll No 951 1030 30 245 435 272 1438 121 Allowade Bendn, Sneed (IM) No 2784 2604 990 NO W^0 No 2604 993 AAmwade Moment(Ibnl 3529 7115 17862 3529 3529 3529 3529 17862 3529 MOMENT FS 1.48 2.93 2.31 32.75 4.03 2.2a 3.64 191 8.19 AAowade Stsar Streae ps) 180 285 205 iW 180 100 180 205 180 Maximum Shear Capatlry(lb) 3330 4021 7933 3330 3330 3330 3330 7900 3330 SHEAR FS 1.72 2.40 4.43 15.4$ 2.86 2.13 6.15 190 7.72 Beam, Rocuved 1.60 074 0.88 010 ON 120 0.53 1.67 0.35 Elastic Modulus(NII LNG.030 2000ON 2,000,000 1600,000 I.Now0 i,BM,000 1,090,IXq 2,0D) ON law NO We Load Deflea nlin) 003 0.04 012 BOB ON 0.01 001 0.11 am LNe Load OefleGan Umlt 360 350 350 360 300 360 380 360 360 Alvurede LNe Load OeflNion Onl 017 0.17 053 0.07 0.10 0.13 0.20 030 GAS LIVE LOAD DEFLECTION FS 8.83 4.88 4.38 725.57 30.71 12.96 38.87 2.81 90.70 Total Load Cadmium (in) 003 0.05 034 ON 0,00 001 002 0.15 Om Total Lead Nfletlion Lima 240 240 240 240 240 240 240 240 240 Alowade Tonal Load Defletllon Lid 0.25 0.25 ON 0.10 0.15 0.20 0.30 045 0,20 TOTAL LOAD DEFLECTION FS 7.19 S93 2.37 403.94 33.26 14.03 14.98 3.03 WAS SELECTION Savor LVL LK Sawn Sam Sawn Sawn LV- Baud 12)2X10a (2)J 94" LH117R" (2)2X10'a (2)2X10's (212X105 (212X1a'e (2)117/8" (2)2X10's 12 Beams Name Gatle LOADING PARAMETERS Flmr U. Loea(pn RoarTolal Loaa(pn Real lrva LOW darn Ram 7.1 Load Pi Tam Uniform NMI Laaa(0, PARTIALLY UNI FORM LOADING Partially UNfwm Lova 1 1 SNaM1ddA1ft) 1 BWRPdmoo 1 End Point do 1 Tdelry Pmaly Unlwm Lead Pemairy Uniloml Load 26ParvHe961(IS 2 Stan Pam(fll 2 End Point m) 2 Total Penally UMwm Lead ({ 2 Tend Lire PanaOy U Mmm Lo Parially Undom Lead 3SPaMIN9m(M1) 3510,17 Part (d) 3 End Part (IN 3 Tafel Parially Utllwm Load (I 3 Time Live Pan any Uniform Lo POINT LOADS Pam Lead 1 1 Loommn m) I Total Lead Ab) Prim Laed2 2 Tent Lead llb) Pam Lead 3 Loerall(1) 3 Ton Lead llb) TAPERED LOADS Damoa�In-soa Len Ra tylion 1761 MaxSold NW.- am Monenl OOP) Max shear Ob) D, 0 Mea(in) Madam, Inertia I (in') Madame,&.1 am- ObA) M -Na Moment(110,0,0611) M MEN lAwnem (Inn) MOMENT FB F3onntle amid, 5 wo,e) Magmum all.,Ce{vgryllb) THEM, F9 &eM9 RapWnW Elorto lus( lire mea DSn.1 0,M Irve Laaa Danectian limb M.W. ora Lead D d.on (in) INE LOAD DEFLECTION FS Ted Load Delleemn pn) Trial Loea Denaddon Umb 7 -N. Tow load Dolmod,(I n) TOTAL LOAD DEFLECTION IS SELECTION Fill LVL 40 52 40 55 6 law 11.66 3.5 Slz-125 1`&2 Srvm 4o 52 40 55 20 3.5 555 8.25 3 V-11 the F. LK 40 52 40 55 M 6 7.36 7.25 16 fiear 4.23 F&1 LVL 40 52 40 55 20 9 12.06 IA. 35 1S5: t9 19 Ise 0 28 28 0 12 11 11 i0 403 0,91 4. 40.] al. So No 310 0 no no 0 0 NO ON 0 240 no an 0 Fktt IN 0 240 5 0 0 0 5 0 a 0 8 0 a 0 IN o a 0 Real 0 0 0 28 0 0 0 5 0 0 0 8 0 0 0 no 0 0 0 5A 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 Flow - - - 6 0 0 a 230 0 0 a Rar 5 0 0 0 1939 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 t t 11 who 2607 4474 100 6109 AND 4474 1W 11101 2279 6711 4202 elm 2607 4474 1868 t.00 Lao t oo too 103 Ito tDO 1.60 41.56 2].]5 2536 41.58 red IN 111 489 1616 99 2627 613 2W4 no 27M 2500 1792 was 7115 17862 1.61 1.61 LN 495 29 led 29 285 NO) 930 491 ]&0' 1.00 1.28 LOL In 233 215 1]0 a71 20NADO I'dw No 2.000.000 2001, 0.07 0,01 0,12 ads 360 ]m 360 360 0.27 012 0.20 0.30 in 11.54 1.61 6.35 0.12 0,02 0.00 O.m 240 240 No 240 0.40 018 ON 0,45 3.24 1493 Us 7.11 LYL Bann LVL LVL (2)117AT (2) V10. (2)7 MV (2111]2' .-Fz ey SheaF3.01 FBS FM Sean LK 40 40 52 52 40 40 55 55 9 20 9]878 6 555 1200 9.25 1'.68 3 35 26 4 0 6 0 12 .1. 160 AS 60 0 165 0 IN 0 240 0,3 law 0 6 0 3 0 6 0 IN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 a 0 1 1701 17U 2130 17. too 10 17]5 168 59] 90 BSN 1.00 IN 8o Los L. 1,Bm.Om ao2 AN 017 ].14 003 24. 025 8.18 60,xm (2)2%10. 13 M, -,'.L'62 S -a --6.i FO-] Fee PSL LVL 40 40 52 52 40 40 55 55 0 20 12 4 2d.12 law 11.88 11.68 7 05 32- 0 125 0 e 52 52 40 40 0 340,75 0 2W o IN Rad 29 0 0 0 4 0 ]9].5 0 "I 8 0 a 0 4 0 IN 0 a 0 a a a 0 0 0 0 0 0 0 Pool - 4 0 16039 0 Ram 4 0 3635 0 0 0 0 0 10 0 0 10 a 0 1 1 11762 1135 5S2 6 2766 1136 1762 1135 i.00 LO i.. 9 .5 9]878 des IN 8 me 0,D 2800 5 912 1]002 a. 3 AN 265 5458 7903 1A a."5 5.95 43 0.15 230'. 2 ate 0,.W SAO 50 SW 0,3 O0,131d54 ON ON 241 240240 am 0,.ONN PAL 59.22 P LV T z11 79' (2)11]2' Bean 40 52 40 55 A 3 555 9.25 3 1 all all 4% fin 1.00 1.10 1775 198 1N W0 3500 2pa 19 Man AS ON I Now am 360 0.10 tµ32 am 240 015 9.00 a. (2)2x1170, 1.': F6-10 LK 40 52 40 55 20 ]36 7.25 3.5 a< 0 0 Sna 380 0 0 0 0 0 a a 0 0 0 Rod 0.5 ton 0 S 0 0 0 1 nes 1307 512 nee too 53 538 111 593 2]91 7115 AN 2.5 265 491 1.73 1.06 2033.0.1 nod 306 A13 A e.59 a.o2 240 02a 9.00 (2)71.- Beams pv4' Beams (2) Roof Spao iA) Weil Height(A) Plait Ha,IfoN 4 8 29 8 0 0 Total Unearth Floor Load(plt, Date'. 3/612017 70 52 208 Total Live Floor Load (pit, Location: SF288 60 40 Replaces GiNer LOW Total Uneorm Roof Lead ggplo Sawn (2)2x1Ons LVL(1)11718- LVL (21117A" GLB 0314"x18" Total Uve Roof Load (pla nt 2.13 SLes, 387 Shear: 3.87 Morxca 1.13 Nerve FB -12 FB -13 FB -14 F84a Grade Sawn LVL LVL GLB LOADING PARAMETERS - - - Roof Floor Live Load goal) 40 40 40 40 Fl0or Total Load goat, 52 52 52 52 Raaf live Load (pat, 40 40 40 40 Roof Total Load(psO 55 55 55 55 Well Load(pl) 20 20 20 20 BEAM SPECIFICATIONS 0 0 0 4 Beam Span (11) 8 7 4 20.23 Beam Weight (pit, 5.55 803 12.08 28.50 BEAM SONG 0 0 0 104 Beam Depth (1.) 9.23 11.88 11.88 18 Beam NAdt~,ht 3 1.75 3.5 6.75 UNIFORM LOADING 0 0 a 8 Roof Spao iA) Weil Height(A) 4 10 4 8 29 8 0 0 Total Unearth Floor Load(plt, 52 70 52 208 Total Live Floor Load (pit, 40 60 40 160 Total Uneorm Roof Lead ggplo Ito 110 797.5 0 Total Uve Roof Load (pla 80 00 580 0 Total UnBarm Wall Load(plt, 200 160 180 0 PARTIALLY UNIFORM LOADING 26 8 8 208 Partially Uniform Load l - - - Roof 1 SpaMleight(ft) 0 0 0 26 1 Stan Point (a) 0 0 0 2 1 End Point (a) 0 0 0 20.25 1 Totally Partially Uniform Load (pit) 0 0 0 715 Partially Uniform Load 2 - 0 0 Floor 2SpanMelght(a) 0 0 0 4 2 Stan Pont (a) 0 0 0 0 2 End Perot (a) 0 0 0 2 2 Total Partially Uniform Load (pill 0 0 0 104 2 Total Live Partially Untform Load 4 0 0 0 80 Partially Uniform Load 3 - - - Wall 3SpanMeighl(a) 0 0 a 8 3 Sten Point(ft) 0 0 a 2 3 End Point (it) 0 0 0 20.25 3 Total Partially Linda. Load golp 0 0 0 180 3 Total Uve Partially Uniform Load 0 0 0 a 0 POINTLOADS 16298 1.79 1.64 2.27 Point Load - - - Roof 1 Location (ft) 0 0 a 2 1 Total Load Qb) 0 0 0 3835 Paint Load 2 - - - Roof 2 Location (8) 0 0 0 2 2 Total Load (Ib) 0 0 a 2043 Point Load 3 --- - - - 3 Location (ft) 0 0 a 0 3 Total Load (Ib) 0 0 a 0 TAPERED LOADS Tapered Load Starting Point (it) 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 Tapered Load at Stan (l 0 0 0 0 Tapered Load at End (pIQ 0 0 0 0 REACTIONS 8 MOMENT Duration Increase 1 1 1 1 Left Reaction go) 1103 1239 2043 14916 Riehl Readl0n ah) 1103 1239 2043 11749 Max Moment Obfg 1654 2168 2043 61753 Max Shear on) 110 1239 2043 14916 C. 1.0 1.00 1.00 1.0 C, 1.10 1.00 1.00 1.00 Area ani 27.75 20.79 41.50 121.50 Momenlof Inside l en) 190 245 489 3201 Maximum Bending SU.. abft) 484 632 298 2033 Allowable Bending Stress gbft) 990 2994 2804 2400 Allowable Nonacid gba) 3529 10271 17862 72900 MOMENTFS 2.13 4.74 8.74 1.18 Allowable Shear Stress(pai) 180 328 285 265 Maximum Shear Capacity 0b) 3330 4513 7900 21465 SHEAR FS 3.02 3.67 3.07 1.44 Bearing Regulred 0.91 0.84 0.78 3.40 Elastic Modulus (oil 1,600,000 2,000,000 21000,000 1,800.000 Live Load Deflection (in) 0.01 0.02 0.00 0.50 Lica Load Deflection Umd 360 360 300 360 Allowable Live Load Defleplon on) 0.20 0.23 0.13 0.68 LIVE LOAD DEFLECTION FS 17.92 14.94 36.16 1.06 Total Lead Oefection (in) 0.03 0.04 0.01 0.79 Total Load Delleabn Limit 240 240 240 240 Allowable Total Load Deflection (in) 0.30 0.35 0.20 1.01 TOTAL LOAD DEFLECTION FS 8.77 0.86 32,91 1.20 SELECTION Sawn LVL LVL GLB (2)2%10'5 (1)11710' (2)117.3' 6314'x10' Replaces Girder Replaces GiNer GLB B 314'0 15" GLB 5118"x18" Mooren: 113 Moment 114 FB -16 FB -16 GLB GLB 40 40 52 52 40 40 55 55 20 20 18 18 24.58 22.40 15 18 6.75 5.125 8 0 26 26 8 8 208 206 180 160 715 715 520 520 160 160 0 0 0 0 a 0 0 0 a 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 e 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 9968 9949 9968 8949 44857 4069 9988 0949 1.00 1.00 1.00 1.00 101.25 92.25 1098 2491 2127 1841 2400 2400 50625 55350 1.13 1.24 WE 265 17000 16298 1.79 1.64 2.27 2.99 1,800,000 1,800,000 0.0 0.38 360 360 0.60 0.60 1.26 1.08 0.77 0.59 240 240 0.90 0.90 1,16 1,53 GLB GLB 6 314'x15' S U11'x10' LVL(2)117A" Sawn(2)2%104 Shear: 9.52 Shear'. 4.22 MFB-1 MFB-2 LVL Sawn 40 40 52 52 40 40 55 55 20 20 4 3 12.08 5.55 11.88 8.35 3.5 a a.a 20 0 0 310 400 0 0 0 d 0 0 0 0 0 a 0 a 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 a 1 1 830 788 830 788 830 591 830 788 1.00 1.00 1.00 1.10 41.58 27.75 489 198 121 166 2604 990 17682 3529 21.52 5.97 205 180 7900 3330 9.52 4.22 0.32 0.65 2,900,000 1,900,000 0.00 0.00 360 360 0.13 0.10 72.31 43.00 0.00 0.00 240 240 0.20 0.15 01.01 49.09 LVL Sawn (2)117A' (2) 2%10'5 14 Beams (3) Plan: Hartford Date: 3/8/2017 Location: SF2B8 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 (N): 9 9 Y-Unbraced Length (it): 0 9 MATERIAL SPECS: 1 1 Material: Doug Fir#2 Doug Fir#2 Depth -x (in): 5.5 3.5 Width-y(in): 5.5 3.5 # Members 1 1 Area in' : 30.25 12.25 Axial Load: 15,342 3,756 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 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: 3/6/2017 Location: SF288 FS t0 F9 INPUT Calloul S36 SPECS Soil Bearing Pressure (pap 1500 Footing Wldlh)o ter (in) 36 Footing Length0ameter(in 36 Footing Depth (in) 10 CALCULATIONS Area Required (8) 0.83 Area Provided (fl?) 1 9.00 36" Square by 10" Deep Concrete Footing with (4) 16 Spot Footings