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STRUCTURAL CALCULATIONS - 18-00295 - 773 S 2275 W - New SFR
^16 York Engineering 0 Structural Design (801) 876-3501 Hartford SF15B9 Prepared For: KARTCHNER Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 5/22/2018 5/22/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Hartford Location: S1715139 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. 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. ^.91. York Engineering 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: 3/6/2017 Location: SF15139 LOCATION Back Front Left Right Interior 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 Footings Plan: Hartford Date: 3/612017 Location: SF15B9 LOADING SUMMARY Roof Live Load (pan: 40 Roof Deadl-oad (psf): 15 Floor Live Load (psf): 40 Floor Dead Load (psf): 12 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf 75 Suspended Slab Live Load (psf): 60 3.70 9.13 SNOW LOAD PARAMETERS 0.00 Roof Slope (x/12): 6 Roof Pitch (8): 26.57 Total Roof Load (pat): 55.00 9.13 SEISMIC LOAD PARAMETERS Site Class: D Fs 1.00 R: 6.5 Ss 1.300 Sus 1.300 SDs: 0.866 Cs 0.133 Redundancy Factor, p : 1.30 ASD Load Combination Factor: 0,70 Factored Cs: 0.121 SHEAR DISTRIBUTION Base Shear Farce Ib: 9,128 Floor 1 Lateral Force Po: 0 Floor 2 Lateral Force Ib: 5,289 Roof Lateral Force Ib: 3.839 Roof 42.3 36.9 — 15 8 21,795 9,880 31,675 Floor2 33.25 29 8 12 19,495 24,136 43,631 Floor 1 42,3 37 9 12 8,772 15,840 24,612 6 Seismic SEISMIC FORCE DISTRIBUTION Hx (ft) Wx (kip) Hxx Wx % Force Total Shear (kip) Fx V. of 22.25 31.68 705 59% 5.43 5.43 5.43 r2 10.00 43.63 480 41% 9.13 3.70 9.13 r 1 1.00 0.00 0 0% 9.13 0.00 9.13 \LS 0.01 75.31 1,185 9,128 9.13 6 Seismic Plan: Hartford Date: 3/6/2017 Location: SF15B9 Shear Wall Allowable Loads (plf) Seismic (kips) Wind (kips) seismic wind total left/right ight front/back 2nd Floor 5.4 kips 5.4 4.6 SW -1 350 490 1stFloor 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 #2 Back Wall Left Wall Right Wall Stairs Garage Garage Back wall 3rd Car 3rd Car Front side Front side Front side Back side Left side Right side Front side Front side 'ront/Back mi Back side Front side Back side Floor 2 2 2 2 2 2 1 1 1 1 1 1 Lines up w/ none none none none none none second floor second floor 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 (sqft) 78 154.95 240.5 472.5 473.8125 473.8125 195 227.37 423.735 392.6 144 144 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 'orces 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. Co 0.85 1 0.81 1 1 1 0.82 0.79 1 Seis 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 SW -1 SW -1 SWA SW -1 SW -1 SW -1 SWA SWA 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 (plf) 160 160 160 160 160 160 180 180 180 180 180 180 Total DL (plf) 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 1025 1215 647 0 0 MST37 CS16X42" STHD10RJ STHD14 STHD10 STHD14 7 Shear Plan: Hartford Zone 2 Exposure Ad]. Factor 1.000 -8.8 Date: 3/6/2017 6.9 5.3 Location: SF1589 -10.1 LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Area (ft) Horizontal Force (lbs) Longitudinal Direction 227.5 2769 Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 UB upper floor 0.86 L/B main floor 0.87 Roof Height 6.50 Mean roof Height 22.3 Truss Span 26 Roof Slope 6/12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 21 Lower roof Slope 6/12 Lower roof Angle (deg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 28.2 Table 27.6-1 Upper floor, po 28.1 Table 27.6-1 Main floor, ph 28.1 Main floor, po 28.0 Basement floor, p„ 28.0 Basement floor, po 27.6 Upper Floor (psf) Relative positioning Net Pressure 16.9 Windward 10.5 Left 9.1 Leeward 6.4 Right 9.1 Main Floor (psf) Net Pressure 16.8 Windward 10.4 Left 9.1 Leeward 6.4 Right 9.1 Basement Floor (psf) Net Pressure 16.7 Windward 10.3 Left 9.1 Leeward 6.4 Right 9.1 Roof (psf) Load Case 1 Load Case 2 Lower Roof (psf) Load Case 1 Load Case 2 Roof Load Roof Height 6.50 Lower Roof Load Low Roof Height 5.3 Zone 1 Zone 2 Exposure Ad]. Factor 1.000 -8.8 -11.0 6.9 5.3 -8.1 -10.1 6.4 4.9 Length Area (ft) Horizontal Force (lbs) 35.00 227.5 2769 Upper Length 35 Wall Load Basement ft2 Windward 47 Leeward 47 2nd Floor Diaphragm Shear Total Shear (lbs) Right Wall Length Left Wall Length 1st Floor Diaphragm Shear Total Shear (lbs) Right Wall Length Left Wall Length Basement Diaphragm Shear Total Shear (lbs) Right Wall Length Left Wall Length Base Wind Shear Hurricane Ties Uplift Roof (per truss) Low roof (per truss) Lateral Roof (per truss) Low roof (per truss) 5430 0 0 12756 0 0 17107 0 0 17499 (lbs) 22.2 2.5 (lbs) 2.9 0.5 Lower length Low Roof Length ft Area (ft) Horizontal Force (lbs) 47 12 63.0 706.9 (height) (height) (height) 1 1 at floor 10 2nd floor 9 force (lbs) ft2 force (lbs) it2 force (lbs) 484.0 470 4903.8 315 3296.9 300.4 470 3013.3 315 2025.3 Factors of Safety Ht H2.5 26.29 26.97 232.14 238.10 H1 H2.5 268.69 140.34 1733.42 905.35 8 Wind (Left and Right Loading) Plan: Hartford Date: 3/6/2017 Location: SF1569 FRONT AND BAC Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category II Table 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 US upper floor 1.17 US main floor 1.15 Roof Height 6.50 Mean roof Height 23.3 Truss Span 26 Roof Slope 6112 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 21 Lower roof Slope 6/12 Lower roof Angle ((Jeg) 26.60 Sine = 0.4478 Load combination factor 0.6 (ASCE 7-10 2.4.1) Upper floor, ph 27.6 Table 27.6-1 Upper floor, pe 27.6 Table 27.6-1 Main floor, ph 27.6 Main floor, ph 27,5 Basement floor, ph 27,5 Basement floor, pe 27,0 Upper Floor (psf) Relative positioning Net Pressure 16.5 Windward 10.6 Left 8.7 Leeward 6.0 Right 8.7 Main Floor (psf) Net Pressure 16.5 Windward 10.5 Left 8.7 Leeward 6.0 Right 8.7 Basement Floor (psf) Net Pressure 16.4 Windward 10.4 Left 8.7 Leeward 6.0 Right 8.7 Roof (psf) Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case 1 -8.8 -11.1 Load Case 2 7.0 -5.3 Lower Roof (pat) Load Case 1 -8.1 -10.1 Load Case 2 6.4 -4.9 Roof Load Roof Height Length Area (ft2) Horizontal Force (lbs) 6.50 30.00 195 2393 Lower Roof Load Lower Roof Height Upper Length Lower length Low Roof Length(ft) Area (ft) Horizontal Force (lbs) 5.3 30 41 11 57.75 648.0 (height) (height) (height) Wall Load Basement 1 1st Floor 10 2nd floor 9 ft2 force (lbs) ft� force (lbs) ft' force (Iles) Windward 41 424.6 410 4299.6 270 2549.2 Leeward 41 245.8 410 2466.4 270 1614.5 2nd Floor Diaphragm Shear Total Shear (lbs) 4625 Front Wall Length 0 Back Wall Length 0 1st Floor Diaphragm Shear Total Shear (fibs) 10888 Front Wall Length 0 Back Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 14606 Front Wall Length 0 Back Wall Length 0 Base Wind Shear 14941 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (per truss) 24.5 23.87 24.48 Low roof (per truss) 2.5 232.14 238.10 Lateral (lbs) H1 H2.5 Reef (per truss) 79.8 9.84 5.14 Low roof (per truss) 15.8 49.67 25.94 9 Wind (Front and Back Loading) Plan: Hartford Date: 3/6/2017 Location: SF1569 JOIST SPECIFICATION h.Yomer+t 1 3 Truss Joists LL Deflec , 199 Truss Joists Moment1.26 Boise Cascade t L Deflection Lod Boise Cascade Joist Type: Tit Til BCI BCI Joist Series: 210 210 6000 6000 Joist Depth (ft): 11.88 11.88 11.88 11.88 Joist Span (ft): 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 Joist Weight (plf) 2.8 2.8 2.5 1 2.5 Joist Loading (plf) 72 72 72 72 Max Reaction (lb) 649 703 647 700 Max Moment (ft -Ib) 2921 3429 2909 3414 JOIST DETERMINATION Max Moment 100% (ft -Ib) 3795 3795 3670 3670 Moment FS 1.30 1.11 1.26 1.07 Max Shear 100% (Ib) 1655 1655 1675 1675 Shear FS 2.55 2.35 2.59 2.39 Bearing Required (in) 2.00 2.00 2.00 2.00 Live Load Deflection Limit 360 360 360 360 Live Load Deflection (in) 0.44 0.60 0.45 0.61 Allowable Live Load Deflection (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 0.98 090 0.98 TL Deflection FS 1.52 1.21 1.48 1.18 1 3/4" Allowable Reaction (lb) 1005 1005 1175 1175 3 1/2" Allowable Reaction (lb) 1460 1460 1425 1425 SELECTION 11 718" TJI 210 @ 16" O.C. 11 718" TJI 210 (d 16" O.C. 11 7/8" BCI 6000 (a 16" CTC 11 7JR-• Rn 6nnn n Ian n r 10 Joists Plan: Hartford Date: 3/6/2017 Location: SF15B9 Beam Page 1 R13-1 Sawn (2) 2X1 O's RB -2 LVL (2) 7 1/4 - RB -3 LVL (2) 117/8" RB -4 Sawn (2) 2X1 O's RB -5 Sawn (2) 2X10's RB -6 Sawn (2) 2X10's RB -7 Sawn (2) 2X1 O's RB -8 LVL (2) 11 7/8" 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 FB -1 FB -2 FB -3 FB -4 FB -5 FB -6 FB -7 FB -8 FB -9 FB -1 Beam Page 2 LVL (2) 11 7/8" 2.0E 2600 Fb Sawn (2) 2X10's DF #2 LVL (2) 7 1/4" 2.0E 2600 Fb LVL (2) 11 7/8" 2.0E 2600 Fb Sawn (2) 2X1 O's DF #2 LVL (2) 9 1/2" 2.0E 2600 Fb PSL 7" x 11 7/8" 2.2 E 2900 Fb LVL (2) 9 1/2" 2.0E 2600 Fb Sawn (2) 2X10's DF #2 0 LVL (2) 7 1/4" 2.0E 2600 Fb ill Beam Page 3 1`13-12 Sawn (2) 2X10's DF #2 FB -13 LVL (1) 11 7/8" 2.0E 2600 Fb FB -14 LVL (2) 11 7/8" 2.0E 2600 Fb 1`13-15 GLB 6 3/4" x 18" 24F -V4 FB -16 GLB 6 3/4" x 15" 24F -V4 1`13-16 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 Schedule Plan: Hartford Date: 316/2017 Location: SF15B9 Sawn (2) 2X10's LVL (2) 71/4" LVL (2) 11718- Sawn (2) 2X1 O's Sawn (2) 2X10's Sawn (2) 2X70's Sawn (2) 2X10's LVL (2)11 7/8" Sawn (2) 2X10'. �:..:L,.;; a "5.5 ::.:....2 :,- 21 t 3.61 -. Name RB -1 RB -2 RB -3 RB -4 RB -5 RB -6 RB -7 RB -8 RBA Grade Sawn LVL LVL Sawn Sawn Sawn Sawn LVL Sawn LOADING PARAMETERS 0 0 0 0 0 0 0 0 0 Floor Live Load (pal) 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 Roof Live Load (pal) 40 40 40 40 40 40 40 40 40 Roof Total Load (psf) 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS 0 0 0 0 0 0 0 0 0 Beam Span (ft) 5 5 16 2 3 4 6 9 4 Beam Weight(plt) 5.55 7.36 12.06 5.55 5.55 5.55 5.55 12.06 5.55 BEAM SIZING 0 0 0 0 0 0 0 0 0 Beam Depth (in) 9.25 7.25 11.88 9.25 9.25 9.25 9.25 11.88 9.25 Beam WidthANeight 3 3.5 3.5 3 3 3 3 3.5 3 UNIFORM LOADING 0 0 0 0 0 0 0 0 0 Floor Span (ft) Roof Span (ft) Wall Height (ft) 0 28 0 0 28 0 0 4 5 0 4 5 0 28 0 0 28 0 0 4 5 0 35 0 0 4 5 Total Uniform Floor Load (plf) 0 0 0 0 0 0 0 0 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 0 Total Uniform Roof Load (plf) 770 770 110 110 770 770 110 962.5 110 Total Live Roof Load (plf) 560 560 80 80 560 560 80 700 80 Total Uniform Wall Load (plf) 0 0 100 100 0 0 100 0 100 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 - _ -_ - -__- 1 Span/Height (ft) 0 0 0 0 0 0 0 0 0 1 Start Point (ft) 0 0 0 0 0 0 0 0 0 1 End Point (ft) 0 0 0 0 0 0 0 0 0 1 Totally Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 Partially Uniform Load 2 -- - - _ ___ __ 2 Span/Height (ft) 0 0 0 0 0 0 0 0 0 2 Start Point (ft) 0 0 0 0 0 0 0 0 0 2 End Point (ft) 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (p 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 - - - _____ - - -_- 3 Span/Height (ft) 0 0 0 0 0 0 0 0 0 3 Start Point (ft) 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (pli) 0 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (p 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 - - - 1 Location (ft) 0 0 0 0 0 0 0 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 0 Point Load 2 - - 2 Location (ft) 0 0 0 0 0 0 0 0 0 2 Total Load (lb) 0 0 0 0 0 0 0 0 0 Point Load 3 - __ 3 Location (ft) 0 0 0 0 0 0 0 0 0 3 Total Load (Ib) 0 0 0 0 0 0 0 0 0 TAPERED LOADS Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 Tapered Load at End (pit) 0 0 0 0 0 0 0 0 0 REACTIONS & MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 Left Reaction (lb) 1939 1943 1776 216 1163 1551 647 4386 431 Right Reaction (lb) 1939 1943 1776 216 1163 1551 647 43a6 431 Max Moment (Ib -ft) 2424 2429 7106 108 872 1551 970 9867 431 Max Shear (lb) 1939 1943 1776 216 1163 1551 647 4386 431 C„ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cr 1.10 1.00 1.00 1.10 1.10 1.10 1.10 1.00 1.10 Area (in2) 27.75 25.38 41.58 27.75 27.75 27.75 27.75 41.58 27.75 Moment of Inertia 1(in°d) 198 111 489 198 198 198 198 489 198 Maximum Bending Stress (11 680 951 1036 30 245 435 272 1438 121 Allowable Bending Stress (11 990 2784 2604 990 990 990 990 2604 990 Allowable Moment (Ib -ft) 3529 7115 17862 3529 3529 3529 3529 17862 3529 MOMENTFS 1.46 2.93 2.51 32.75 4.05 2.28 3.64 1.81 8.19 Allowable Shear Stress (psi) 180 285 285 180 180 180 180 285 180 Maximum Shear Capacity (lb) 3330 4821 7900 3330 3330 3330 3330 7900 3330 SHEAR FS 1.72 2.48 4.45 15.45 2.86 2.15 5.15 1.80 7.72 Bearing Required 1.60 0.74 0.68 0.18 0.96 1.28 0.53 1.67 0.35 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 1,600,000 1,600,000 1,600,000 1,600,000 2,000,000 1,600,000 Live Load Deflection (in) 0.03 0.04 0.12 0.00 0.00 0.01 0.01 0.11 0.00 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.17 0.17 0.53 0.07 0.10 0.13 0.20 0.30 0.13 LIVE LOAD DEFLECTION FS 6.63 4.66 4.38 725.57 30.71 12.96 26.87 2.81 90.70 Total Load Deflection (in) 0.03 0.05 0.34 0.00 0.00 0.01 0.02 0.15 0.00 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.25 0.25 0.80 0.10 0.15 0.20 0.30 0.45 0.20 TOTAL LOAD DEFLECTION FS 7.19 5.03 2.37 403.94 33.26 14.03 14.96 3.03 50,49 SELECTION Sawn LVL LVL Sawn Sawn Sawn Sawn LVL Sawn (2) 2X10's (2)71/4' (2)11718" (2) 2X10's (2) 2X10'. (2) 2X10's (2) 2X10's (2) 11 7/8- (2) 2X10'8 12 Beams Plan: Hartford Data: 3/6/2017 Location SF1599 LVL (2) 11718" Sawn (2) 2X70'5 LVL (2) 7114" LVL (2) 11718- Sawn (2) 2X10'. LVL (2) 91/2" PSL 7" x 11 7/8" LVL (2) 91/2" Sawn (2) 2X70'. LVL (2) 7 7/4" c_ S',va: 121, �. '06 ,near 42s 1, ... _ Name FB -1 FB -2 FB -3 FB -4 FB -5 FB -6L' FB -7 FB -8 FB -9 FB -10 Grade LVL Sawn LVL LVL Sawn LVL PSL LVL Sawn LVL LOADING PARAMETERS Floor Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Floor Total Load (psf) 52 52 52 52 52 52 52 52 52 52 Roof Live Load (psf) 40 40 40 40 40 40 40 40 40 40 Roof Total Load pal) 55 55 55 55 55 55 55 55 55 55 Wall Load (psf) 20 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft) B 3.5 6 9 5 8 12 4 3 4 Beam Weight (pil) 12.06 5.55 7.36 12.06 5.55 9.64 24.12 9.64 5.55 7.36 BEAM S W NG Beam Depth (in) 11.88 9.25 7.25 11.88 9.25 9.5 11.88 9.5 9.25 7.25 Beam Width/Weight 3.5 3 3.5 3.5 3 3.5 7 3.5 3 3.5 UNIFORM LOADING Floor Span (ft) 15.5 19 19 15.5 26 4 2 2 2 0 Roof Span (ft) 0 28 28 0 0 6 0 12.5 4 19 Wall Height (ft) 12 11 11 0 0 12 0 8 12 0 Total Uniform Floor Load (plf) 403 494 494 403 676 104 52 52 52 0 Total Live Floor Lead (plf) 310 380 380 310 520 80 40 40 40 0 Total Uniform Roof Lead (pti) 0 770 770 0 0 165 0 343.75 110 522.5 Total Live Roof Load (p10 0 560 560 0 0 120 0 250 80 380 Total Uniform Wall Load (pff) 240 220 220 0 0 240 0 160 240 0 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 Floor - -- --- -- Floor Roof - __ -- 1 Span/Height(ft) 5 0 0 0 0 6 29 0 0 0 1 Start Paint (ft) 6 0 0 0 0 3 0 0 0 0 1 End Point (ft) 8 0 0 0 0 8 4 0 0 0 1 Totally Partially Uniform Load (plf) 130 0 0 0 0 156 797.5 0 0 0 Partially Uniform Load 2 Roof - -- -- -- - Wall -- -- _- 2 Span/Height (ft) 28 0 0 0 0 0 8 0 0 0 2 Start Point (ft) 5 0 0 0 0 0 0 0 0 2 End Paint (ft) 8 0 0 0 0 0 4 0 0 0 0 2 Total Partially Uniform Load (p8) 770 0 0 0 0 0 160 0 0 0 2 Total Live Partially Uniform Load (p Partially Uniform Load 3 560 - 0 - 0 -. 0 __ 0 _._ 0 __- 0 0 0 0 3Span/Height (it) 0 0 0 0 0 0 0 0 0 3 Start Paint (ft) 0 0 0 0 0 0 0 0 0 0 0 3 End Point (ft) 0 0 0 0 0 0 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load p 0 0 0 0 0 0 0 0 0 0 POINT LOADS Point Load 1 Floor - -- -- -- - Roof -- --- Roof 1 Location (ft) 6 0 0 0 0 0 4 0 0 0.5 1 Total Load (lb) 230 0 0 0 0 0 10036 0 0 1977 Point Load 2 Roof - -- --- -- - Roof -- 2 Location (ft) 5 0 0 0 0 0 4 0 0 0 2 Total Lead (lb) 1939 0 0 0 0 0 3635 0 0 0 Point Load 3 - - 3 Location (ft) 0 0 0 0 0 0 0 0 0 3 Total Load (lb) 0 0 0 0 0 0 0 0 0 0 TAPERED LOADS 0 Tapered Load Starting Point (ft) 0 0 0 0 0 0 0 0 0 Tapered Load Ending Point (it) 0 0 0 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 0 0 0 Tapered Load at End (plo 0 0 0 0 0 0 0 0 0 0 0 REACTIONS &MOMENT Duration Increase 1 1 1 1 1 1 1 1 1 i Left Reaction (lb) 3870 2607 4474 1868 1704 2318 12762 1131 611 2789 Right Reaction (Ib) 6109 2607 4474 1868 1704 2611 5652 1131 611 1307 Max Moment flub -it) 11101 2279 6711 4202 2130 5052 42096 1131 458 1512 Max Shear (lb) 6109 2607 4474 1868 1704 2611 12762 1131 611 2789 C, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cr 1.00 1.10 1.00 1.00 1.10 1.00 1.00 1.00 1.10 1.00 Area (in) 41.58 27.75 25.38 41.58 27.75 33.25 83.16 33.25 27.75 25.38 Moment of Inertia I (in 4) 489 198 117 489 198 250 978 250 198 111 Maximum Bending Stress (Ib -ft) 1618 639 2627 613 597 1151 3068 258 129 592 Allowable Bending Stress (Ib -ft) 2604 990 2784 2604 990 2684 3339 2684 990 2784 Allowable Moment (lb -ft) 17862 3529 7115 17862 3529 11775 45812 11775 3529 7115 MOMENT FS 1.61 1.55 1.06 4.25 1.66 2.33 1.09 10A1 7.70 4.70 Allowable Shear Stress (psi) 285 180 285 285 180 285 334 285 180 285 Maximum Shear Capacity (lb) 7900 3330 4821 7900 3330 6318 18489 6318 3330 4821 SHEAR FS 1.29 1.28 1.08 423 1.95 2.42 1.45 5.59 5.45 1.73 Bearing Required 2.33 2.15 1.70 0.71 1.40 0.99 2.43 0.43 0.50 1.06 Elastic Modulus(psi) 2,000,000 1,600,000 2,000,000 2,000,000 1,600,000 2,000,000 2,200,000 2,000,000 1,600,000 2,000,000 Live Load Deflection (in) 0.07 0.01 0.12 0.05 0.02 0.05 0.29 0.00 0.00 0.02 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.27 0.12 0.20 0.30 0.17 0.27 0.40 0.13 0.10 0.13 LIVE LOAD DEFLECTION FS 3.59 11.53 1.61 6.35 7.14 5.06 1.38 39.53 143.32 8.59 Total Load Deflection (n) 0.12 0.02 0.20 0.06 0.03 0.12 0.41 0.01 0.00 0.02 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (In) 0.40 0.18 0.30 0.45 0.25 0.40 0.60 0.20 0.15 0.20 TOTAL LOAD DEFLECTION FS 3.24 10.92 1.52 7.11 8.18 3.43 1.46 30.41 63.30 9.29 SELECTION LVL Sawn LVL LVL Sawn LVL PSL LVL Sawn LVL (2)11 7/8" (2) 2X101s (2)71/4' (2) 11 7/8" (2) 2X10's (2) 91/2- 7-x 11 7/8'(2)91/2- () (2) 2X10'. (2)7114" 13 Beams (2) Plan: Hartford Date: 3/6/2017 Location: SF15B9 Replaces Girder LON( Sawn (2) 2X10's LVL (1) 11718" LVL (2) 11 718" GLB 6 3/4" x 18" ..-.-_. _ . ,.':367 ._:-=;87 Name FB -12 FB -13 FB -14 F13-15 Grade Sawn LVL LVL GLB LOADING PARAMETERS 52 208 40 60 40 160 Floor Live Load (psf) 40 40 40 40 Floor Total Load (psf) 52 52 52 52 Roof Live Load (psf) 40 40 40 40 Roof Total Load (psf) 55 55 55 55 Wall Load (psf) 20 20 20 20 BEAM SPECIFICATIONS 2 0 0 0 20.25 Beam Span (ft) 6 7 4 20.25 Beam Weight (plf) 5.55 6.03 12.06 29.50 BEAM SIZING 3330 4543 7900 21465 Beam Depth (in) 9.25 11.88 11.88 18 Beam WidlhANeight 3 1.75 3.5 6.75 UNIFORM LOADING Floor Span (ft) Roof Span (ft) Wall Height (ft) Total Uniform Floor Load (pit) Total Live Floor Load (plf) Total Uniform Roof Load (plf) Total Live Roof Load (plf) Total Uniform Wall Load (plf) PARTIALLY UNIFORM LOADING Partially Uniform Load 1 1 Span/Height (ft) 1 Start Point (ft) 1 End Point (ft) 1 Totally Partially Uniform Load (plf) Partially Uniform Load 2 2 Span/Height (ft) 2 Start Point (ft) 2 End Point (ft) 2 Total Partially Uniform Load (plf) 2 Total Live Partially Uniform Load (p Partially Uniform Load 3 3 Span/Height (ft) 3 Start Point (ft) 3 End Point (ft) 3 Total Partially Uniform Load (plf) 3 Total Live Partially Uniform Load (p POINT LOADS Point Load 1 1 Location (ft) 1 Total Load (lb) Point Load 2 2 Location (ft) 2 Total Load (lb) Point Load 3 3 Location (ft) 3 Total Load (lb) TAPERED LOADS Tapered Load Starting Point (ft) Tapered Load Ending Point (ft) Tapered Load at Start (plf) Tapered Load at End (olfl Duration Increase Left Reaction (Ib) Right Reaction (lb) Max Moment (Ib -ft) Max Shear (Ib) C, Cr Area (in) Moment of Inertia I (in') Maximum Bending Stress (Ib -ft) Allowable Bending Stress (Ib -ft) Allowable Moment (Ib -ft) MOMENT FS Allowable Shear Stress (psi) Maximum Shear Capacity (lb) SHEAR FS Bearing Required Elastic Modulus (psi) Live Load Deflection (in) Live Load Deflection Limit Allowable Live Load Deflection (in) LIVE LOAD DEFLECTION FS Total Load Deflection (in) Total Load Deflection Limit Allowable Total Load Deflection (in) TOTAL LOAD DEFLECTION FS SELECTION 2 3 2 8 4 4 29 0 10 8 8 0 52 78 52 208 40 60 40 160 110 110 797.5 0 80 80 580 0 200 160 160 0 ---- - -- Roof 0 0 0 26 0 0 0 2 0 0 0 20.25 0 0 0 715 - --- Floor 0 0 0 4 0 0 0 0 0 0 0 2 0 0 0 104 0 0 0 80 - - -- Wall 0 0 0 8 0 0 0 2 0 0 0 20.25 0 0 0 160 0 0 0 0 - - - Roof 0 0 0 2 0 0 0 3635 - - - Roof 0 0 0 2 0 0 0 2043 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 1 1 1103 1239 2043 14916 1103 1239 2043 11749 1654 2168 2043 61753 1103 1239 2043 14916 1.00 1.00 1.00 1.00 1.10 1.00 1.00 1.00 27.75 20.79 41.58 121.50 198 245 489 3281 464 632 298 2033 990 2994 2604 2400 3529 10271 17862 72900 2.13 4.74 8.74 1.18 180 328 285 265 3330 4543 7900 21465 3.02 3.67 3.87 1.44 0.91 0.94 0.78 3.40 1,600,000 2,000,000 2,000,000 1,800,000 0.01 0.02 0.00 0.50 360 360 360 360 0.20 0.23 0.13 0.68 17.92 14.94 36.16 1.36 0.03 0.04 0.01 0.79 240 240 240 240 0.30 0.35 0.20 1.01 8.77 8.86 32.91 1.28 Sawn LVL LVL GLB (2) 2X1 O's (1) 11 7/8" (2) 11 7/8" 6 3/4" x 18" Replaces Girder Replaces Girder GLB 6314"x15" GL85118"x18" +Ao"C.N 1,.1' . �FB-16 FB -16 Sawn 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 8 26 26 8 8 208 208 160 160 715 715 520 520 160 160 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 9968 9949 9968 9949 44857 44769 9968 9949 1.00 1.00 1.00 1.00 101.25 92.25 1898 2491 2127 1941 2400 2400 50625 55350 1.13 1.24 265 265 17888 16298 1.79 1.64 2.27 2.99 1,800,000 1,800,000 0.47 0.36 360 360 0.60 0.60 1.26 1.66 0.77 0.59 240 240 0.90 0.90 1.16 1.53 GLB GLB 6 314" x 15" 5 1/8" x 18" LVL (2) 11718" Sawn (2) 2X10's 830 788 MFB4 MFB-2 LVL Sawn 40 40 52 52 40 40 55 55 20 20 4 3 12.06 5.55 11.88 9.25 3.5 3 15.5 20 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 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 1 830 788 830 788 830 591 830 788 1.00 1.00 1.00 1.10 41.58 27.75 489 198 121 166 2604 990 17862 3529 21.52 5.97 285 180 7900 3330 9.52 4.22 0.32 0.65 2,000,000 1,600,000 0.00 0.00 360 360 0.13 0.10 72.31 43.00 0.00 0.00 240 240 0.20 0.15 81.01 49.09 LVL Sawn (2) 11 7/8" (2) 2X10's 14 Beams (3) Plan: Hartford Date: 3/6/2017 Location: SF15139 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 #2 Depth -x (in): 5.5 3.5 Width -y (in): 5.5 3.5 # Members 1 1 Area int : 30.25 12.25 Axial Load: 15,333 3,742 MATERIAL PROPERTIES: F� 700 1,350 E 1,300,000 1,600,000 Emjn 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 F'c 596 462 Allowable Load 18,014 5,655 15 Posts Plan: Hartford Date: 3/6/2017 Location: SF15B9 FS: 10.89 PUT Callout S-36 Load (lb) 1,23E SPECS Soil Bearing Pressure (psf) Footing Width/Diameter (in) Footing Length/Diameter (in Footing Depth (in) CALCULATIONS Area Required (ft ) Area Provided (ft) 1500 36 36 10 0.83 9.00 36" Square by 10" Deep Concrete Footing with (4) 44 Bars Each Wav 16 Spot Footings