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HomeMy WebLinkAboutSTRUCTURAL CALCS - 19-00145 - 859 S Yellowstone - Suite 3201 - Henry's Fork Plaza - Commercial Office Building 4/12/2019 Structural Design (801) 876-3501 Structural Calculations Office Building Lots 26 & 32 Henry's Fork Plaza Prepared For: Robertson Associates 5550 Solitude Lane Idaho Falls, Idaho 12 April 2019 4/12/2019 STRUCTURAL CALCULATIONS For: Robertson Associates Plan #: Office Building Location: Lots 26 & 32 Henry's Fork Plaza 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): 35 Roof Dead Load (psf): 15 Floor Loads: Floor Live Load (psf): 100 Floor Dead Load (psf): 12 Seismic Design Category: D Wind Speed: 115 mph for Exposure C Material Properties: Concrete (fc'):3000 psi (foundation) to 4000 psi (suspended slab) Concrete Reinforcement: ASTM A615 Grade 60 Site Conditions: Dry & stable granular based, 1500 psf bearing capacity, granular based Backfill: KH = 35 pcf, slope not to exceed 20%, setback from slopes is min. 25' Dimensional Lumber: Doug Fir #2 or better Posts and Timbers: Doug Fir #1 or better Steel: ASTM Grade 50 1. 2. Contractor shall assure that all materials are used per manufactures recommendations. 3. Site engineering and liability shall be provided by the owner/builder as required. 4. 5.The contractor shall conform to all building codes and practices as per the 2015 IRC 6.Provide solid blocking through structure down to footing for all load paths 7. Builder shall follow all recommendations found in all applicable geotechnical reports. 8. 9. Attach (2) ply headers together with (3) 16d at 12" O.C. [(2) 16d OK for 2x6 headers], use (3) 16d at 12" O.C. each side of (3) ply headers [use (4) 16d when header height is greater than 11"]. Attach (4) ply headers together with (2) 1/2" through bolts at 16" O.C. or (2) SDS 1/4" x 6" screws at 16" O.C. each side of header U.N.O., see plan. 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 is per IRC Section R403.1.7.2. If setback requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements. All footings, foundations, and interior slabs shall be normal wt. concrete with a compressive strength of 2,500 PSI min. U.N.O. to meet strength requirements (see calcs., no special inspections required U.N.O., see plan) however, per IRC 402.2 use 3000 PSI concrete for durability purposes. Stacking of two sill plates is permitted with 5/8" J-Bolts through both plates. Stacking more than two plates is not permitted without special engineering. The following general requirements shall be followed during construction: 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, contractor shall notify York Engineering prior to construction. Prefab 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. This engineering assumes that the site is stable having no global stability concerns or hazards. If this is not true, contact soils engineer and provide soils/slope stability report to York Engineering for review and further design. 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. York Engineering liability is limited to five times the fee collected for services. The contractor(s) must read, understand, and accept all York Engineering documents applicable to this design prior to utilizing the design. By using the design, the owner/contractor accepts the design, assumed loads, and limits on liability stated. If any discrepancies occur between the structural and other project documents, notify York Engineering of the discrepancy prior to construction. Snow Calculation 5 Footings 6 Seismic 7 Shear 8 Wind (Left & Right Loading) 9 Wind (Front & Back Loading) 10 Beam Schedule 11 Beams 12 Table of Contents County: Salt Lake Elevation: 5000 P0 43 S63 A0 4.5 Pg (psf)53 Ce 1 Ct 1 I1 Cs 1 Pf (psf)35 SNOW CALCULATION: 5 Snow Load Calculation Plan:Office Building Date:26 March 2019 Location:Lots 26 & 32 Henry's Fork Plaza PASS PASS FAIL FAIL PASS LOCATION Back Front Left Right Interior FS: 1.47 FS: 1.47 FS: 0.98 FS: 0.98 FS: 1.69 DL+S DL+S DL+S DL+S DL+S SOIL SPECS Density (pcf) 125 125 125 125 125 Soil Pressure (psf) 1500 1500 1500 1500 1500 Weight (k/lft) 0.03 0.03 0.03 0.03 0.03 BUILDING LOADS Roof Span (ft) 42 42 70 70 42 Floor Span (ft) 4 4 17 17 4 Wall Height (ft) 10 10 10 10 0 Suspended Slab Span (ft) 0 0 0 0 0 Total Load (k/lft) 1.27 1.27 2.05 2.05 1.07 FOOTING SPECS Footing Width (in) 18 18 18 18 18 Footing Height (in) 10 10 10 10 10 FOUNDATION Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.67 Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67 Weight (k/lft) 0.07 0.07 0.07 0.07 0.07 CONCRETE SPECS Density (pcf) 150 150 150 150 150 Strength (psi) 2500 2500 2500 2500 2500 Clear Cover Thickness (in) 3 3 3 3 3 CALCULATIONS Total Weight on Soil (k/lft) 1.53 1.53 2.31 2.31 1.33 Soil Load (ksf) 1.02 1.02 1.54 1.54 0.89 FOOTING SELECTION F-18 F-18 F-18 F-18 F-18 6 Footings Plan: Office BuildingDate: 26 March 2019 Location: Lots 26 & 32 Henry's Fork Plaza LOADING SUMMARY Roof Live Load (psf): 35 Avg. Length (ft) Avg. Width (ft) Wall Height (ft) Dead Wgt. (psf) Snow Wgt. (psf) Diaphragm Weight (lb) Wall Weight (lb) Total Weight (lb) Shear (lb) Roof Dead Load (psf): 15 Roof 91.52 91.52 ---15 7 184,270 36,608 220,878 14,416 Floor Live Load (psf): 40 Floor 2 91.52 92 0 12 0 36,608 0 0 Floor Dead Load (psf): 12 Floor 1 91.52 92 10 12 101,784 40,269 142,053 9,272 Exterior Wall Dead Load (psf): 20 Interior Wall Dead Load (psf): 10 Suspended Slab Dead Load (psf)75 HX (ft) WX (kip) HX x WX % Force Total Shear (kip)FX VX Suspended Slab Live Load (psf): 60 Roof 19.50 220.88 4,307 100% 14.42 14.42 14.42 Floor 2 0.00 0.00 0 0% 14.42 0.00 14.42 SNOW LOAD PARAMETERS Floor 1 1.00 0.00 0 0% 14.42 0.00 14.42 Roof Slope (x/12):6 TOTALS 0.00 220.88 4,307 14,416 --- ---14.42 Roof Pitch (θ):26.57 Total Roof Load (psf):50.00 SEISMIC LOAD PARAMETERS Site Class: D Fa:1.40 R: 6.5 SS:0.500 SMS:0.700SDS:0.466 CS:0.072 Redundancy Factor, r :1.30 ASD Load Combination Factor:0.70 Factored CS:0.065 SHEAR DISTRIBUTION Base Shear Force lb:14,416 Floor 1 Lateral Force lb:0 Floor 2 Lateral Force lb:0 Roof Lateral Force lb:14,416 Diaphragm Loading (plf): 79 Diaphragm FS 2.16 DIAPHRAGM LOADING SEISMIC FORCE DISTRIBUTION 7 Seismic Plan:Office Building Date:26 March 2019 Location:Lots 26 & 32 Henry's Fork Plaza seismic wind total left/right front/back SW-1 240 336 2nd Floor 0.0 kips 0.0 0.0 SW-1 350 490 1st Floor 14.4 kips 25.4 25.4 SW-2 450 630 Basement 0.0 kips 8.6 8.6 SW-3 585 819 Location Front side back side left side right side AAAAAAAA Front side Back side Left side Right side Front side Front side Front side Front side Front side Front side Front side Front side Floor 1 1 1 1 1 1 1 1 1 1 1 1 Lines up w/ none none none none none none none none none none none none Width 91.5 91.5 91.5 91.5 0 0 0 0 0 0 0 0 Depth 91.5 91.5 91.5 91.5 0 0 0 0 0 0 0 0 Area (sqft) 4186.125 4186.125 4186.125 4186.125 0 0 0 0 0 0 0 0 Force (lb) 7205 7205 7205 7205 0 0 0 0 0 0 0 0 Adj. Force 7208 7208 7208 7208 0 0 0 0 0 0 0 0 % of floor 50% 50% 50% 50% 0% 0% 0% 0% 0% 0% 0% 0% Flr. Diaphragm 0 0 0 0 0 0 0 0 0 0 0 0 Transferred Sourc none none none none none none none none none none none none Transfered Forces 0 00000000000 Forces from Upper 0 0 0 0 0 0 0 0 0 0 0 0 Total Seismic 7208 7208 7208 7208 0 0 0 0 0 0 0 0 Wind (lb) 12701 12701 12701 12701 0 0 0 0 0 0 0 0 Adj. Force 12706 12706 12706 12706 0 0 0 0 0 0 0 0 % of total 50% 50% 50% 50% 0% 0% 0% 0% 0% 0% 0% 0% Total Wind 12706 12706 12706 12706 0 0 0 0 0 0 0 0 Shear Wall 63 39 78 32 10 10 10 10 10 10 10 10 Aspect Ratio 1 1 1 1 1 1 1 1 1 1 1 1 PSW Adj. Co 1 11111111111 Seis Load (plf) 114 185 92 225 0 0 0 0 0 0 0 0 Wind Load (plf) 202 326 163 397 0 0 0 0 0 0 0 0 Shear Wall SW-1 SW-1 SW-1 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% 100% 100% 100% Wall Length (ft) 63 75 78 104 10 10 10 10 10 10 10 10 Wall Height (ft) 10 10 10 10 10 10 10 10 10 10 10 10 Floor Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Roof Span (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Wall Load (plf) 200 200 200 200 200 200 200 200 200 200 200 200 Total DL (plf) 120 120 120 120 120 120 120 120 120 120 120 120 Seis.Uplift (lbs)0 00000000000 Wind Uplift (lbs)0 00000000000 Seismic (kips) Wind (kips) Shear Wall Allowable Loads (plf) 8 Shear Plan:Office Building Date:26 March 2019 Location:Lots 26 & 32 Henry's Fork Plaza LEFT AND RIGHT LOADING 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 II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 1.00 L/B main floor 1.00 Roof Height 17.00 Mean roof Height 19.5 Truss Span 68 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 68 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 23.0 Table 27.6-1 Upper floor, po 23.0 Table 27.6-1 Main floor, ph 23.0 Main floor, po 23.0 Basement floor, ph 23.0 Basement floor, po 23.0 Upper Floor (psf)Relative positioning Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Main Floor (psf) Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Basement Floor (psf) Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.1 -8.9 0.834 Load Case 2 5.6 -4.3 Lower Roof (psf) Load Case 1 -6.8 -8.5 Load Case 2 5.3 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 17.00 104.00 1768.0 17509 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.0 104 104 0 0.0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 11 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 104 891.0 1144 9801.0 0 0.0 Leeward 104 546.1 1144 6007.1 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 17509 1st Floor Diaphragm Shear Total Shear (lbs) 25413 Basement Diaphragm Shear Total Shear (lbs) 34035 Base Wind Shear 34754 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -66.9 -8.74 -8.96 Low roof (per truss) --- Lateral (lbs)H1 H2.5 Roof (per truss) 2.1 375.53 196.14 Low roof (per truss) 0.0 -- Factors of Safety Exposure Adj. Factor Elevation Adj. Factor 9 Wind (Left and Right Loading) Plan:Office Building Date:26 March 2019 Location:Lots 26 & 32 Henry's Fork Plaza FRONT AND BACK LOADING 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 II Table 1.5-1 Wind speed 115 Figure 26.5-1 A-B or C Exposure Category C Section 26.7 L/B upper floor 1.00 L/B main floor 1.00 Roof Height 17.00 Mean roof Height 19.5 Truss Span 68 Roof Slope 6 /12 Roof Angle (deg) 26.60 Sine = 0.4478 Lower Truss Span 68 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 23.0 Table 27.6-1 Upper floor, po 23.0 Table 27.6-1 Main floor, ph 23.0 Main floor, po 23.0 Basement floor, ph 23.0 Basement floor, po 23.0 Upper Floor (psf)Relative positioning Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Main Floor (psf) Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Basement Floor (psf) Net Pressure 13.8 Windward 8.6 Left 7.5 Leeward 5.3 Right 7.5 Roof (psf)Zone 1 Zone 2 1.000 Load Case 1 -7.1 -8.9 0.834 Load Case 2 5.6 -4.3 Lower Roof (psf) Load Case 1 -6.8 -8.5 Load Case 2 5.3 -4.1 Roof Load Roof Height Length Area (ft2)Horizontal Force (lbs) 17.00 104.00 1768.0 17509 Lower Roof Load Low Roof Height Upper Length Lower length Low Roof Length(ft)Area (ft2) Horizontal Force (lbs) 0.0 104 104 0 0.0 0.0 (height) (height) (height) Wall Load Basement 1 1st floor 11 2nd floor 0 ft2 force (lbs) ft 2 force (lbs) ft 2 force (lbs) Windward 104 891.0 1144 9801.0 0 0.0 Leeward 104 546.1 1144 6007.1 0 0.0 2nd Floor Diaphragm Shear Total Shear (lbs) 17509 1st Floor Diaphragm Shear Total Shear (lbs) 25413 Basement Diaphragm Shear Total Shear (lbs) 34035 Base Wind Shear 34754 Hurricane Ties Uplift (lbs) H1 H2.5 Roof (per truss) -66.9 -8.74 -8.96 Low roof (per truss) --- Lateral (lbs)H1 H2.5 Roof (per truss) 2.1 375.53 196.14 Low roof (per truss) 0.0 -- Exposure Adj. Factor Elevation Adj. Factor Factors of Safety 10 Wind (Left and Right Loading) Plan: Office Building Date:26 March 2019 Location: Lots 26 & 32 Henry's Fork Plaza RB-1 (2) 2X6's DF #2 RB-2 (2) 2X6's DF #2 RB-3 (2) 2X8's DF #2 RB-4 (3) 11 7/8" LVL 2.0E 2600 Fb RB-5 (3) 16" LVL 2.0E 2600 Fb RB-6 (3) 14" LVL 2.0E 2600 Fb RB-7 (2) 9 1/2" LVL 2.0E 2600 Fb FB-1 (3) 2X8's DF #2 FB-2 (2) 2X6's DF #2 Beam Page 1 11 Schedule Plan: Office Building Date: 26/03/19 ocation: Lots 26 & 32 Henry's Fork Plaza PASS PASS PASS PASS PASS PASS PASS PASS PASS (2) 2X6's DF #2 (2) 2X6's DF #2 (2) 2X8's DF #2 (3) 11 7/8" LVL (3) 16" LVL (3) 14" LVL (2) 9 1/2" LVL (3) 2X8's DF #2 (2) 2X6's DF #2 Moment: 1.24 Moment: 1.41 Shear: 1.08 Moment: 1.07 Shear: 1.03 Shear: 1.12 Shear: 1.79 Shear: 1.5 Moment: 1.23 Controlling Load Case DL+S DL+S DL+S DL+S DL+S DL+0.75LL+0.75S DL+S DL+LL DL+S Name RB-1 RB-2 RB-3 RB-4 RB-5 RB-6 RB-7 FB-1 FB-2 Grade DF #2 DF #2 DF #2 LVL LVL LVL LVL DF #2 DF #2 LOADING PARAMETERS PASS PASS PASS POST POST POST PASS PASS PASS Floor Live Load (psf) 100 100 100 100 100 100 100 100 100 Floor Total Load (psf) 112 112 112 112 112 112 112 112 112 Roof Live Load (psf) 35 35 35 35 35 35 35 35 35 Roof Total Load (psf) 50 50 50 50 50 50 50 50 50 Wall Load (psf) 20 20 20 20 20 20 20 20 20 BEAM SPECIFICATIONS Beam Span (ft)39314105733 Beam Weight (plf) 3.30 3.30 4.35 18.09 24.36 21.32 9.64 6.53 3.30 BEAM SIZING Beam Depth (in)5.5 5.5 7.25 11.88 16 14 9.5 7.25 5.5 Beam Width/Weight 3 3 3 5.25 5.25 5.25 3.5 4.5 3 UNIFORM LOADING Floor Span (ft)0000000312 Roof Span (ft) 42 4 74 40 0 0 40 0 42 Wall Height (ft)000000000 Total Uniform Floor Load (plf)00000001736 12 Total Live Floor Load (plf)00000001550 0 Total Uniform Roof Load (plf) 1050 100 1850 1000 0 0 1000 0 1050 Total Live Roof Load (plf) 735 70 1295 700 0 0 700 0 735 Total Uniform Wall Load (plf)000000000 PARTIALLY UNIFORM LOADING Partially Uniform Load 1 ----- ----- ----- ----- Roof ----- ----- ---------- 1 Span/Height (ft)0000400000 1 Start Point (ft)000000000 1 End Point (ft)00002.50000 1 Total Partially Uniform Load (plf)00001000 0000 Partially Uniform Load 2 ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 Span/Height (ft)000000000 2 Start Point (ft)000000000 2 End Point (ft)000000000 2 Total Partially Uniform Load (plf)000000000 Partially Uniform Load 3 ---- ---- ---- ---- ---- ---- ---- ---- ---- 3 Span/Height (ft)000000000 3 Start Point (ft)000000000 3 End Point (ft)000000000 3 Total Partially Uniform Load (plf)000000000 POINT LOADS Point Load 1 --- --- --- --- Roof Roof --- --- --- 1 Location (ft)00002.51000 1 Total Load (lb)00003550 17803 0 0 0 Point Load 2 --- --- --- --- Roof --- --- --- --- 2 Location (ft)0000100000 2 Total Load (lb)000016481 0000 Point Load 3 --- --- --- --- --- --- --- --- --- 3 Location (ft)000000000 3 Total Load (lb)000000000 TAPERED LOADS Tapered Load Starting Point (ft)000000000 Tapered Load Ending Point (ft)000000000 Tapered Load at Start (plf)000000000 Tapered Load at End (plf)000000000 REACTIONS & MOMENT --- Duration Increase 111111111 Left Reaction (lb) 1580 465 2782 7127 4972 14296 3534 2614 1598 Right Reaction (lb) 1580 465 2782 7127 17803 3614 3534 2614 1598 Max Moment (lb-ft) 1185 1046 2086 24943 9051 13395 6184 1960 1198 Max Shear (lb) 1580 465 2782 7127 17803 14296 3534 2614 1598 Cv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cf 1.30 1.30 1.20 1.00 1.00 1.00 1.00 1.30 1.30 Area (in2)16.50 16.50 21.75 62.37 84.00 73.50 33.25 32.63 16.50 Moment of Inertia I (in4)42 42 95 734 1792 1201 250 143 42 Maximum Bending Stress (psi) 940 830 953 2424 485 937 1410 597 951 Allowable Bending Stress (psi) 1170 1170 1242 2604 2875 2928 2684 1170 1170 Allowable Moment (lb-ft) 1475 1475 2720 26793 53672 41846 11775 3844 1475 MOMENT FS 1.24 1.41 1.30 1.07 5.93 3.12 1.90 1.96 1.23 Allowable Shear Stress (psi) 180 180 207 285 328 328 285 180 180Maximum Shear Capacity (lb) 1980 1980 3002 11850 18354 16060 6318 3915 1980 SHEAR FS 1.25 4.26 1.08 1.66 1.03 1.12 1.79 1.50 1.24 Bearing Required 0.84 0.25 1.48 1.81 4.52 3.63 1.35 0.93 0.85 Elastic Modulus (psi) 1,600,000 1,600,000 1,600,000 2,000,000 2,000,000 2,000,000 2,000,000 1,600,000 1,600,000Live Load Deflection (in) 0.02 0.16 0.02 0.42 0.13 0.01 0.08 0.01 0.02 Live Load Deflection Limit 360 360 360 360 360 360 360 360 360 Allowable Live Load Deflection (in) 0.10 0.30 0.10 0.47 0.33 0.17 0.23 0.10 0.10 LIVE LOAD DEFLECTION FS 4.92 1.91 6.39 1.12 2.49 12.20 3.06 8.01 4.92Total Load Deflection (in) 0.03 0.23 0.02 0.61 0.19 0.02 0.11 0.01 0.03 Total Load Deflection Limit 240 240 240 240 240 240 240 240 240 Allowable Total Load Deflection (in) 0.15 0.45 0.15 0.70 0.50 0.25 0.35 0.15 0.15 TOTAL LOAD DEFLECTION FS 5.15 1.94 6.70 1.16 2.59 12.73 3.18 10.69 5.09 SELECTION DF #2 DF #2 DF #2 LVL LVL LVL LVL DF #2 DF #2 (2) 2X6's (2) 2X6's (2) 2X8's (3) 11 7/8" (3) 16" (3) 14" (2) 9 1/2" (3) 2X8's (2) 2X6's 12 Beams