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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 18-00169 - 320 Baldwin Dr - SFRYork [Engineering Structural Design (801) 876-3501 Structural Calculations Hartford FS8B8 Prepared For: I F KARTCHNER H 0 M E S Kartchner Homes 601 West 1700 South, Building B Logan, UT 84321 I,'-vot6ci 3/28/2018 STRUCTURAL CALCULATIONS For: Kartchner Homes Plan #: Hartford Location: FS8138 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 3/28/2018 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 Engineering Table of Contents Snow Calculation 5 Footings 6 Seismic 7 Shear g 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: FS8138 LOCATION Back Front Left Right Interior FS: 1.33 FS: 1.39 FS: 2.94 FS: 2.94 FS: 1.55 SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure ps 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 Total Load (k/Ift) 1.60 1.52 0.57 0.57 0 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 Wall Thickness (in) 8 8 8 8 8 Weight (k/Ift) 0.07 0.07 0.07 0.07 8 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 -9n r_�a Footings Plan: Hartford Date: 3/62017 Location: FS8138 LOADING SUMMARY Roof Live Load (psf): 40 Roof Dead Load (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 (6): 26.57 Total Roof Load (psf): 55.00 9.13 SEISMIC LOAD PARAMETERS Site Class: D F. 1.00 R: 6.5 Ss 1.300 S-: 1.300 Sos 0.866 Cs 0.133 Redundancy Factor, p : 1.30 ASD Load Combination Factor: 0.70 Factored Cs: 0.121 SHEAR DISTRIBUTION Base Shear Force Ib: 9,128 Floor 1 Lateral Force Ib: 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 F1oor2 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 (h) W. (kip) Hxx Wx % Force Total Shear (kip) Fx vx tf 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 Plain Hartford Date: 3/6/2017 Location: FS8B8 Shear Wall Allowable Loads (plf) Seismic (kips) Wind (kips) seismic wind total left/right front/back 2nd Floor 5.4 kips 5.4 4.6 SW -1 350 490 1st 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 #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 Width 6 10.33 18.5 35 28.5 28.5 15 20.67 20.67 35 12 none 12 Depth 26 30 26 27 33.25 33.25 26 22 41 19 24 24 Area(sgft) 78 154.95 240.5 472.5 473.8125 473.8125 195 227.37 423.735 392.5 144 144 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% Flr. Diaphragm 113 225 350 687 687 687 120 139 260 241 0 Transfered Force: 0 448 0 0 0 0 0 0 0 orces from Upper 0 0 0 0 0 0 1337 502 0 879 0 2712 0 0 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 SW -1 SW -1 SW -1 SW -1 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 Floor Span (ft) 0 0 0 0 0 0 4 15 26 18 9 15 g Roof Span (ft) 28 4 28 28 4 4 4 28 0 18 Wall Load (plf) 160 160 160 160 160 160 180 180 180 28 28 28 Total DL (plf) 222 114 222 222 114 114 140.4 288 201.6 180 298.8 180 288 180 Seis.Uplift (lbs) - 526 0 0 0 1025 1117 189 0 298.8 Wind Uplift (lbs) - 345 0 0 0 1025 1215 - 0 - 647 0 - 0 MST37 CS16X42" STHDIORJ STHD14 STHD10 STHD14 7 Shear Plan: Hartford Date: 3/612017 Location: FS8B8 LEFT AND RIGHT Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Longitudinal Direction Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings Risk Category 11 Table 1.5-1 Wind speed 115 Figure 26.5-1 A -B or C Exposure Category C Section 26.7 US upper floor 0.86 UB 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, pn 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, ph 280 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) Zone 1 Zone 2 Exposure Adj. Factor 1.000 Load Case 1 -8.8 -11.0 Load Case 2 6.9 -5.3 Lower Roof (psf) 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 35.00 227.5 2769 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Lenglh(ft; Area (ft) Horizontal Force (lbs) 5.3 35 47 12 63.0 706.9 Wall Load Basement (height) 1 1st floor (height) (height) 10 2nd floor 9 ft2 force (lbs) ft2 face (lbs) ftfarce (lbs) 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 (lbs) 5430 Right Wall Length 0 Left Wall Length 0 1st Floor Diaphragm Shear Total Shear (lbs) 12756 Right Wall Length 0 Left Wall Length 0 Basement Diaphragm Shear Total Shear (lbs) 17107 Right Wall Length 0 Left Wall Length 0 Base Wind Shear 17499 Hurricane Ties Factors of Safety Uplift (lbs) H1 H2.5 Roof (per truss) 22.2 26.29 26.97 Low roof (per truss) 2.5 232.14 238.10 Lateral (lbs) H1 H2.5 Roof (per truss) 2.9 268.69 140.34 Low roof (per truss) 0.5 1733.42 905.35 s Wind (Left and Right Loading) Plan: Hartford Low Roof Length(ft) Area (ft2) Horizontal Force (lbs) Date: 3/6/2017 11 57.75 Location: FS8B8 FRONT AND BAC Wind Loading Calculations using Main Windforce-Resisting System (MWFRS) Transverse Direction 1 1st floor Table 27.5-1 Steps to Determine MWFRS Loads Enclosed Simple Diaphram Buildings 2nd floor Risk Category II Table 1.5.1 ft� Wind Speed 115 Figure 26.5-1 A -B or force (lbs) Exposure Category C Section 26.7 4299.6 LB upper floor 1,17 2849.2 245.8 L/B main floor 1,15 2466.4 270 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 (deg) 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, po 27.6 Table 27.6-1 Main floor, ph 276 Main floor, ph 27.5 Basement floor, ph 275 Basement floor, pa 27.0 Upper Floor (psf) Relative positioning Net Pressure 16.5 Windward 10.6 Left 8.7 Main Floor (psf) Leeward 6.0 Right 8,7 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) Load Case 1 Load Case 2 Lower Roof (pat) Load Case 1 Load Case 2 Roof Load Roof Height 6.50 Lower Roof Load Lower Roof Height 5.3 Zone 1 Zone 2 Exposure Ad). Factor 1.000 -8.8 -11.1 7.0 5.3 -8.1 -10.1 6.4 -4.9 Length Area (ft) Horizontal Force (lbs) 30.00 195 2393 Upper Length 30 Wall Load Basement ft2 Windward 41 Leeward 41 2nd Floor Diaphragm Shear Total Shear(Ibs) Front Wall Length Back Wall Length 1st Floor Diaphragm Shear Total Shear (lbs) Front Wall Length Back Wall Length Basement Diaphragm Shear Total Shear (lbs) Front Wall Length Back Wall Length Base Wind Shear Hurricane Ties Uplift Roof (per truss) Low roof (per truss) Lateral Roof (per truss) Low roof (per truss) 4625 0 0 10888 0 0 14606 0 0 14941 (lbs) 24.5 2.5 (lbs) 79.8 15.8 Lower length Low Roof Length(ft) Area (ft2) Horizontal Force (lbs) 41 11 57.75 648.0 (height) (height) (height) 1 1st floor 10 2nd floor 9 force (lbs) ft� force (lbs) ft� force (lbs) 424.6 410 4299.6 270 2849.2 245.8 410 2466.4 270 1614.5 Factors of Safety H1 H2.5 23.87 24.48 232.14 238.16 H1 H2.5 9.84 5.14 49.67 25.94 9 Wind (Front and Back Loading) Plan: Hartford Date: 3/6/2017 Location: FS8138 JOIST SPECIFICATION Jcist Type: Joist Series: Joist Depth (ft): Joist Span (ft): Joist Spacing (in): Moment: 1.3 Truss Joists TJI 210 11.88 18 16 LL Defle.^,tio:r 1.09 Truss Joists TJI 210 11.88 19.5 16 Moment 1.26 Boise Cascade BCI 6000 11.88 18 16 LL Deflection: 1.0(3 B--TClCade 6000 11.88 19.5 16 LOAD PARAMETERS Floor Dead Load 12 12 Floor Live Load 40 12 12 Total Floor Load 52 4040 52 40 52 52 SIMPLE SPAN JOIST Duration Increase 1 Joist Weight (pin 2.8 2. 1 1 Joist Loading (pig 72 722 2.5 Max Reaction (lb) 649 7 72 2 72 Max Moment (fl -Ib) 2821 3429 3400 2909 14 JOIST DETERMINATION Max Moment 100% (ft -Ib) 3795 3795 3670 Moment FS 1.30 1.11 1.26 3fi70 Max Shear 100% (Ib) 1655 1655 1.07 Shear FS 2.55 2.35 1675 1675 Bearing Required (in) 2.00 2.00 2.59 2,39 Live Load Deflection Limit 360 360 2.00 2.0 .0 0 Live Load Deflection (in) 0.44 0.60 360 60 Allowable Live Load Deflection (in) 0.60 0.65 0.45 0.61 LL Deflection FS 1.37 1.09 0.60 0.65 Total Load Deflection Limit 240 240 1.33 1.0 1.0 6 Total Load Deflection (in) 0.59 0.81 240 240 Allowable Total Load Deflection (in) 0.900.83 0.98 0.61 TL Deflection FS 1.52 1.21 0.90 0.98 1 3/4" Allowable Reaction (Ib) 1005 1005 1.48 1.18 3 1/2" Allowable Reaction (lb) 1460 1175 1175 1460 1425 1425 SELECTION I 11 7/8" TJI 210 @ 16" O.C. 11718" TJI 210 @ 16" O.C. 11 1/6" BCI 6000 @ 16" O.C. 117/8" BCI 6000 @ 16" O.0 10 Joists Plan: Hartford Date: 3/6/2017 Location: FS868 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 R13-5 Sawn (2) 2X10's R13-6 Sawn (2) 2X10's RB -7 Sawn (2) 2X10's R13-8 LVL (2) 11 7/8" R13-9 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 0 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) 2X10'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 LVL (2) 7 1/4" 2.0E 2600 Fb IE 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) 11 7/8" 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) 11 7/8" 2.0E 2600 Fb MFB-2 Sawn (2) 2X10's DF #2 Schedule Plan: Hartford Date: 3/6/2017 Location: FSSBR 12 Beams Sawn (2) 2X10'. LVL (2) 7114" Sfear. 2,8 LVL (2)11 718• TL D�flacliu n L/5�8 Sawn (2) 2X10'. S^aar Sawn (2) 2X10's Sawn (2) 2X10's Sawn (2) 2X10'. LVL (2) 11718" Sawn (2) 2X10's Name RB -1 RB -2 RBS 15 e5 RB Show 2 86 Sh-,. 2.15 ht -.,-d 3 r34 Sham. 1 d S'.c.,r. 7.?2 Grade Sawn LVL LVL -4 Sawn RB -5 RB -6 RB -7 RB -8 R641 LOADING PARAMETERS Sawn Sawn Sawn LVL Sawn Floor Live Load (psf) 40 40 40 Floor Total Load (psf) 52 52 52 40 40 40 40 40 40 Raaf Live Load (psi) 40 40 40 52 52 52 52 52 52 Roof Total Load (psf) 55 55 55 40 40 40 40 40 40 Wall Load (psf) 20 20 20 55 55 55 55 55 55 BEAM SPECIFICATIONS 20 20 20 20 20 Beam Span (ft) 5 5 20 Beam Weight(pli) 5.55 7.36 16 2 3 4 9 4 BEAM SIZING 12.06 5.55 5.55 5.55 5.55 12.06 5.55 Beam Depth (in) 9.25 5 11.88 93 Beam Width/Weight 3 35 3. 3.5 3 9.3 .25 93 9.25 13.58 935 UNIFORM LOADING 3 3 3 Floor Span (ft) 0 0 Roof Span (fl) 28 280 0 0 0 0 0 Wall Height (ft) 0 0 4 5 4 28 28 4 35 0 q Total Uniform Floor Load (plf) 0 0 5 0 0 5 0 Total Live Floor Load (plf) 0 0 0 0 0 0 0 0 5 Total Uniform Roof Load (pit) 770 770 p 0 0 0 0 0 Total Live Roof Load (pit) 560 560 110 80 1100 770 770 962.5 0 110 Total Uniform Wall Load (pit) 0 0 560 560 80 80 700 PARTIALLY UNIFORM LOADING 100 100 0 0 100 0 80 Partially Uniform Load 1 100 1 Span/Height (ft) 0 0 - --- 1 Start Point (ft) 0 0 0 0 0 0 0 p 0 0 1 End Point (k) 0 0 0 0 0 0 0 0 0 I Totally Partially Uniform Load (pif) 0 0 0 0 0 0 0 Partially Uniform Load 2 -_- 0 0 0 0 0 0 0 2 Span/Height (ft) 0 - 0 - ---- __- 0 2 Start Point (ft) 0 0 0 0 O 0 0 0 -- 0 2 End Point (ft) 0 0 0 0 0 0 0 p 0 0 2 Total Partially Uniform Load (pit) 0 0 0 0 0 0 0 2 Total Live Partially Uniform Load (r 0 0 0 0 0 0 0 0 0 0 Partially Uniform Load 3 ---_ 0 0 0 0 0 0 3 Span/Height (ft) 0 - - - - ----- ._-_ _ 0 3 Start Point (ft) 0 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 (plf) 0 0 0 0 0 0 0 0 3 Total Live Partially Uniform Load (p 0 0 0 0 0 0 0 0 POINT LOADS 00 0 0 0 0 0 0 Point Load 1 _ 1 Location (fl) 0 0 1 Total Load (lb) 0 0 0 0 0 0 0 0 Point Load 2 --__ - 0 0 0 0 0 0 2 Location (ft) 0 0 0 --- 2 Total Load (b) 0 0 0 0 0 0 Paint Load 3 o 0 0 0 0 0 0 3 Location (ft) 0 0 0 -' - ---- -_ 3 Total Load (b) 0 0 0 0 0 p TAPERED LOADS 0 0 0 0 0 0 0 Tapered Load Starting Point (ft) 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 Tapered Load at End (pit) 0 0 0 0 0 0 0 REACTIONS 8 MOMENT 00 0 0 0 0 0 Duration Increase 1 0 Left Reaction (Ib) Right Reaction (Ib) 1939 1943 1 1776 1 216 1 1163 1 1551 1 647 1 1 Max Moment (Ib -ft) 1939 2424 2429 1776 7106 218 1551 647 4386 4386 431 431 Max Shear (Ih) 1939 1943 1776 108 216 872 872 1551 970 431 CV Cr 1.00 1.00 1.00 1.00 1163 1.00 1551 847 4867 4386 431 Area (ins) 1.10 1.00 1.00 1..7 1..7 1.00 1..7 1.00 1..7 1.00 1.00 Moment of Inertia I (in') 27.75 198 25.38 111 41.58 2775 2275 27.75 27.75 1.00 41 598 1.10 7.75 Maximum Bending Stress (Ib -ft) 680 489 198 30 198 198 198 198 Allowable Bending Stress (lb -ft) 990 2 84 2� 090 245 435 272 7438 128 Allowable Moment (Ib -fl) 3529 7115 17662 3529 990 090 990 990 MOMENT FS 148 2.93 32.75 3529 3529 3529 17862 52 Allowable Shear Stress (psi) 180 285 2.85 180 4.05 2 28 384 1 81 g5 g Maximum Shear Capacity (lb) 3330 4821 7900 3330 180 180 180 285 180 SHEAR FS 1.72 2.48 4.45 15.45 3330 3330 3330 7900 3330 Bearin Required g Q 1.60 0.74 0.68 0'18 2.86 2.15 5.15 1.80 7.72 Elastic Modulus (psi) (p ) Live Load 1,600,000 2,000,000 2,000,000 1,600,000 0.96 1,600,000 1.28 0.53 1.67 0.35 Deflection (in) 0.03 0.04 0.12 000 1,600,000 1,600,000 2.000.000 1,600,000 Live Load Deflection Limit 360 360 360 360 0.00 0.01 0.01 0,11 0.00 Allowable Live Load Deflection (in) 0.17 0.17 0.53 0.07 360 360 360 360 360 LIVE LOAD DEFLECTION FS 6.63 4.66 4.38 0.10 0.13 0.20 0.30 0.13 Total Load Deflection (in) 0.03 0.05 725,57 3001 2.02 2 81 0.7 90 70 Total Load Deflection Limit 240 240 240 2q0 0.00 0.00 0.01 0.02 0.15 0,00 Allowable Total Load Deflection (in) 0.25 0.25 0.80 240 240 201 240 240 TOTAL LOAD DEFLECTION FS 7.19 5.03 2.37 0.10 0.15 0.20 0.30 .30 0.45 0.20 SELECTION Sawn LVL LVL 403.94 Sawn 14.96 3 03 .20 (2) 2X10's (2)71/4- (2) 11 7/8" (2) 2X10's Sawn (2) 2X10'. Sawn 2X10's Sawn LVIL Sawn Sawn (2) (2 2X10's (2) 11 7/8" (2) 2X10'. 12 Beams Plan: Hartford Date: 3/6/2017 Location: FS8B8 LVL (2) 1. 7/8" <' Sawn (2) 2%10's Sf•.ca- LVL (2) 7 i/d" LVL (2) 71 718" S (2) 2X10'. LVL (2) 9 1/2" PSL Name t's, .• 1.,.� ." 4.2s F x.;'7.63 Moment. 2.33 7" x 71 7/8" LVL (2) 9 112" Sawn (2) 2X10. LVL (2) 7 1/4" 1 Died.FB-1 LVL FB -2 Sawn FB -3 LVL FB -5 FB -6 FB -7 _ I" � - 45 Sheer t LOAD LOADING PARAMETERS LVL Sawn LVL PSL FB -9 FB -10 Floor Live Load (pan 40 40 LVL Sawn LVL Floor Total Load (psf) 52 52 40 40 40 40 40 Roof Live Load (psf) 40 40 52 52 52 52 52 40 40 qp Roof Total Load (psf) 55 55 4p 40 40 40 40 52 52 52 Wall Load (psf) 20 20 55 55 55 55 55 40 40 40 BEAN SPECIFICATIONS 20 20 20 20 20 55 55 55 Beam Span (ft) 8 3S 20 20 20 Beam Weight (pif) 12.06 5.55 6 7.36 9 5 8 12 4 BEAM 3RING 12.Ofi 5.55 964 2412 9.64 3 4 Beam Depth (in) 11 gg 9'25 7.25 5.55 7.36 Beam Width/Weight Beam WMeight3.5 3 11.88 935 71.88 LOADING 3.5 3.5 3.5 7 9.5 9.25 7.25 Floor Span (q) 15.5 t9 3.5 3 3.5 Roof Span(ft) 0 28 i9 15.5 26 4 2 Wall Hei ht (ft) 12 11 28 0 0 6 0 2 2 0 Total Uniform Floor Load (plf) 403 494 t7 0 0 12 0 72.5 4 19 Total Live Floor Load (plf) 310 380 494 403 676 104 52 8 12 p Total Uniform Roof Load (pit) 0 330 370 520 80 0 40 52 52 0 Total Live Roof Load (plf) 0 770 770 0 0 1 40 40 0 Total Uniform Wall Load (plf) 240 560 220 560 0 0 120 0 0 343.75 110 5380 PARTIALLY UNIFORM LOADING 220 p 0 240 0 250 80 380 Partially Uniform Load 1 Floor _ 160 240 0 7 Span 5 p 0 -0 Fl0or Roof 1 Start Point Point (11) 6 0 0 0 0 6 29 0 -- 1Entl Point (ft) 11) 8 0 0 0 0 3 p 0 0 0 0 7 Totally Partially Uniform Load (plf) 130 0 0 0 8 4 0 0 0 PaniaBy Uniform Load 2 Roof 0 0 0 756 797.5 0 0 0 2 SpanMei (ft) 28 0 -- -- - Wall 0 0 t (t 2 Start Point (ft) 5 0 U 0 0 0 0 0 0 -- - 2 Entl Point (ft) 8 0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (pit) 770 0 0 0 0 0 4 0 0 0 2 Total Live Partially Uniform Load ( 560 0 0 0 0 100 0 0 0 Partially Uniform Load 3 _ - 0 0 0 0 0 0 0 3Span/Heght(ft) 0 0 -- -- -- _ - 0 0 0 3 Start Paint (it) ) 0 0 0 0 0 _ 3 End Point (ft) 0 0 0 0 0 0 0 3 Total Partially Uniform Load (pit) p 0 0 0 0 0 00 3 Total Live Partially Uniform Load ( 0 0 0 0 0 0 0 0 0 0 POINT LOADS p 0 0 0 0 0 0 0 Point Load 1 Floor _ 0 0 0 1 Location (ft) 6 0 0 ,- Roof -- 1 Total Load (lb) 230 0 0 0 p 4036 0 Roof Point Load 2 Roof 0 0 0 0 10 0 0 0.5 2 Location (fifd( 5 0 - - Roof 0 1977 2 Total Load (b) 7939 0 0 U 0 0 4 0 -- Point Load 3 0 0 0 3 0 0 0 3 Location (ft) p 0 -- 0 -- -- - - 0 0 3 Total Load (lb)0 0 0 0 0 0 0 0 -- - TAPERED LOADS 0 0 0 0 0 0 0 Tapered Load Starting Point (ft) 0 0 0 0 Tapered Load Ending Point (ft) p 0 0 0 0 0 0 Tapered Load al Start (,top 0 0 0 0 p 0 0 0 0 0 Tapered Load at End (pl 0 0 0 0 0 0 0 0 0 REACTIONS 8 MOMENT 0 0 0 0 0 0 0 0 Duration Increase 1 i 0 0 0 Left Reaction (lb) ( 3870 2607 1 4474 1 1 7 1 Right Reaction (ib) Max Moment (Ib -ft) 6109 2607 4474 1868 7868 1704 1704 21 8 2611 12762 1131 1 611 1 2789 Max Shear (b) 11101 6109 2279 2607 6711 4202 2730 5052 5652 42096 1131 1131 611 1307 G 1.00 1.00 4474 1.00 868 1.00 770 2611 12762 1137 4581512 671 2789 Area fin') 0 1.10 1.00 1.00 1.10 1.00 �'� 1.00 7.00 1.00 Moment of Inertia I (Tri) 41 489 27.75 1 gg 25.38 47.58 27.75 1.00 33.25 83.16 1.00 1.10 1,00 Maximum Bending Stress (Ib -ft) 7618 639 111 2627 489 198 250 978 33.25 250 27,75 25.38 Allowable Bending Stress (b -ft) 2604 990 2784 613 2604 597 7151 3068 258 198 129 71i Allowable Moment (Ib -ft) MOMENT FS 17862 3529 7115 17862 990 3529 2684 3339 2584 990 592 2784 Allowable Shear Stress (psi) 1.61 285 1.55 1.06 4.25 1.66 11775 2,33 45812 17775 3529 7115 Shear Capacity (Ib) 7900 180 3330 285 4821 285 180 285 334 334 10.41 285 7.]0 180 4.70 SHEARm FS Bearing Required 1,29 1.28 1.08 4.25 1 935 6318 78489 6318 3330 285 4821 Elastic Modulus (psi) 2.33 2,000000 2.15 1,600,000 0.71 1.40 2.42 0.99 1.45 243 5.59 5A5 1.73 Live Load Deflection 0.07 0.01 00.0 2,000,000 0.12 2,000,000 0.05 1,600,000 2,000,000 2,200,000 0.43 2,000,000 0.50 1,600,000 1.06 Ln) Live Load Limit 360 360 360 0.02 0.05 029 000 0.00 2,000,000 Li Loon Allowable Live Load (in) 0.27 0.72 0.20 360 360 360 360 360 0.02 LIVE LOAD DEFLECTION FS TIO N FS 3'59 11'53 1.61 0.30 0,77 0'27 0.40 0.73 360 360 Total Load Deflection in ( ) 0.12 0.02 0.20 6,35 714 5.06 1.38 39.53 0.10 0.13 Total Load DeBection Limit 240 240 240 0.06 0.03 0.12 0.41 0.01 143.32 8.59 Allowable Total Load Deflection (in) 0.40 0,18 0.30 240 240 240 240 240 0.00 0.02 TOTAL LOAD DEFLECTION FS 3.24 10.92 0'45 0.25 0.40 0.60 0.20 240 240 SELECTION LVL Sawn 1.52 LVL 7.11 8.18 3'43 7 4gSam 30.41 0..3 63.30 0.20 (2)11718" (2) 2X10's (2)71/4- (2)11 7/8" (2) 2X70's (2) 9 r2„ PSL LVL Sawn 9.29 LVL xLVL 11 7/8' (2) 91/2- (2) 2X10. (2)71/4' 13 Beams (2) Plan: Date: Location: Hartford 3/6/2017 FS8B8 Replaces Girder LONG Replaces Girder Replaces Girder Sawn (2) 2X10'sLVL (1) 11718" LVL (2) 11 7/8" GLB 6 3/4 x 18" S i. r: 3.57 GLB 6 3/4" x 15" GLB 5118" x 18" LVL (2) 11 7/8" Sawn (2) 2X70's Name FB -12 FB -13 FB 1.13 r r ... _ .i.51. S-= -_... Grade Sawn LVL -14 LVL F815 FB -16 FB -16 MFB•1 MFB-2r F LOADING PARAMETERS GLB GLB GLB LVL Sawn Floor Live Load (psf) 40 40 Floor Total Load (psf) 52 52 40 40 40 40 40 40 Roof Live Load (psf) 40 40 52 52 52 52 52 52 Roof Total Load (psf) 55 55 55 40 40 40 40 40 Wall Load (psf) 20 20 40 55 55 55 55 55 BEAM SPECIFICATIONS 20 20 20 20 20 20 Beam Span (ft) 6 7 Beam Weight (plf) 5.55 6.03 4 20.25 18 18 4 3 BEAM SIZING 12.06 29.50 24.58 22.40 12.06 5.55 Beam Depth (in) 9.25 11 88 Beam Width/Weight 3 1'758 3.5 t5 18 11.88 9'25 UNIFORM LOADING 6'75 6.75 5.125 3.5 3 Floor Span (ft) 2 Roof Span (ft) q 4 29 8 8 8 15.5 20 Wall Height (ft) 10 8 0 26 26 0 0 Total Uniform Floor Load (plf) 52 78 8 0 8 8 0 0 Total Live Floor Load (plo 40 60 52 208 208 208 403 520 Total Uniform Roof Load (plf) 110 110 40 160 160 160 310 400 Total Live Roof Load (plf) 80 80 797.5 0 715 715 0 0 Total Uniform Wall Load (plf) 200 160 580 0 520 520 0 0 PARTIALLY UNIFORM LOADING 160 0 160 160 0 0 Partially Uniform Load 1 --- 1 Span/Height (ft) 0 __ 0 -0 Roof ___ ---- _ - 1 Start Point (ft)0 0 0 26 0 0 0 0 1 End Point (ft) 0 0 2 0 0 0 00 1 Totally Partially Uniform Load (plf) 0 0 0 20.25 0 0 0 0 Partially Uniform Load 2 - --- 0 715 0 0 0 0 2 Span/Height (ft) 0 0 ---- Floor -- ---- -_ - 2 Start Point (ft) 0 0 0 4 0 0 p 0 2 End Point (ft)0 0 0 0 0 0 0 0 0 2 Total Partially Uniform Load (plf) 0 0 2 0 0 0 0 2 Total Live Partially Uniform Load (p 0 0 0 104 0 0 0 0 Partially Uniform Load 3 - 0 80 0 0 0 0 3 Span/Height (k) 0 - - Wall --- --- -_ 3 Start Point (ft) 0 5 0 8 0 0 0 0 3 End Point (k) 0 0 0 2 0 0 0 0 3 Total Partially Uniform Load (plf) 0 0 0 20.25 0 0 0 0 3 Total Live Partially Uniform Load (p 0 0 0 160 0 0 0 0 POINT LOADS 0 0 0 0 0 0 Point Load 1 --- 1 Location (k) 0 0 -Q Roof 2 -- ----- __ 1 Total Load (Ib) p 0 0 0 0 0 0 Point Load 2 __"- 3635 0 0 0 0 2 Location (ft) 0 ---- Roof 2 -- -- ___ - 2 Total Load (lb)0 0 0 0 0 0 Point Load 3 0 2043 0 0 0 0 3 Location (ft) 0 0 ___ 0 ----- - 3 Total Load (lb)0 p Q 0 0 0 0 TAPERED LOADS 0 0 0 0 0 Tapered Load Starting Point (ft) 0 0 Tapered Load Ending Point (ft) 0 0 0 0 0 0 0 0 Tapered Load at Start (plf) 0 0 0 0 0 0 p Tapered Load at End (plf) p 0 0 0 0 0 0 0 0 0 REACTIONS 8 MOMENT 0 0 0 0 0 Duration Increase Left Reaction (lb) Right Reaction (lb) i 1103 12391 2043 1 14916 1 9968 1 9949 13 830 1 Max Moment (Ib -ft) 1103 1654 1239 2168 2043 11749 9968 9949 830 788 788 Max Shear (b 1103 1239 2043 2043 61753 44857 44769 830 591 C 1.00 1.00 1.00 14916 1.00 9968 9949 830 788 Cr 1.10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area in ( ) Moment of Inertia I (in°) 27.75 198 20.79 41.58 121.50 1.00 101.25 1..2 92.25 1.00 41.58 Maximum Bending Stress (Ib -ft) 464 245 632 489 3281 1898 2491 489 27.75 7.7 1 Allowable Bending Stress (Ib -ft) 990 2994 298 2033 2127 1941 166 66 Allowable Moment (Ib -ft) 3529 10271 2604 17 2400 2400 2400 2604 60 990 MOMENT FS 2.13 4.74 8.7474 72900 50625 55350 17862 3529 Allowable Shear Stress (psi) 180 328 1_18 1.24 21.52 5.97 Maximum Shear Capacity (Ib) 3330 4543 2851.13 7900 265 265 265 285 180 SHEAR FS 3.02 3.67 3.87 21465 17888 16298 7900 3330 Bearing Required 0.91 0.94 0.78 1.44 3.40 1.79 1.64 9.52 4.22 Elastic Modulus (psi) 1,600,000 2,000,000 2,000,000 1,800,000 2.27 2.99 0.32 0.65 Live Load Deflection (in) 0.01 0.02 0.00 1,800.47 1,8 2,0 1,6 Live Load Deflection Limit 360 360 360 .36 .00 0.00 .0,000 0.00 Allowable Live Load Deflection (in) 0.20 0.23 0 13 360 360 360 360 360 360 360 LIVE LOAD DEFLECTION FS 17.92 14.94 36.16 0'68 0.60 0.66 0.13 0.. 0 .10 Total Load Deflection (in) 0.03 0.04 0.01 1.36 1.26 1.66 4.00 Total Load Deflection Limit 240 240 240 0.00 0.00 0.00 Allowable Total Load Deflection (in) 0.30 0.35 0.20 240 240 240 240 240 240 240 TOTAL LOAD DEFLECTION FS 8.77 8.86 1.01 0.90 0.90 0.20 0.15 SELECTION1.16 Sawn LVL 32.91 LVL 1.28 1.53 1.0 81.01 .15 49,09 (2) 2X1 O's (1) 11 7/8" (2) 11 7/8" GLB 6 3/4" x 18" 6 3/4" 3/Tx15" GLB LVL Sawn x 5 1/8" x 18" (2) 11 7/8" (2) 2X10'5 14 Beams (3) Plan: Hartford Date: 3/6/2017 Location: FS8138 MATERIAL PROPERTIES: 6x6 POST EbML- 4x4 POST F� FS: 1.17 FS: 1.51 Location: 1,300,000 1,600,000 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 inZ : 30.25 12.25 Axial Load: 15,333 3,742 MATERIAL PROPERTIES: F� 700 1,350 E 1,300,000 1,600,000 Emin 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 Ar") 15 Posts Plan: Hartford Date: 3/6/2017 Location: FS8B8 FS; 10.89 INPUT I Calloul 5-36 Load (lb) 1 1 1�o SPECS Soil Bearing Pressure (pso 1500 Footing Width/Diameter (in) 36 Footing Length/Diameter (in 36 Footing Depth (in) 10 CALCULATIONS Area Required (ft) 0.83 Area Provided (ft) 1 9.00 36" Square by 10" Deep Concrete Footing with (4) #4 Bars Each Wav 16 Spot Footings