Loading...
HomeMy WebLinkAboutENGINEERING CALCS - 17-00208 - 656 Hillside Dr - New SFRDesign Intelligence, LLC Engineering Calculations Summary Date: May 18, 2017 Subject: Dixon Shear Analysis, Madison County, Rexburg, Idaho This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2012 as the basis for the calculations. Materials: Dimensional Lumber—NDS 2005 design values Concrete: 2500 psi @ 28 days Reinforcing Steel - 44 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2012 — Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Roof Live Load (min) — 20 psf during construction Ground Snow load — 50 psf Roof Snow load — 35 psf Snow Load Importance Factor— 1.0 Snow Exposure Factor— 1.0 — 115 mph Importance Factor— 1.0 Exposure — B Seismic Design Category — D References: 2012 Drawings MacMillian Design Guides Summary: beam sizes and footing sizes are noted on the drawings. 5/18/17 These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed By. Kris Bennett, P. E. I ate: 105118117 17-00208 656 Hillside Dr - New SFR ` Calculations Office Copy (1 of 1) Page 1 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 5/18/2017 1037 Erikson Dr. MADISON COUNTY, Rexburq, Idaho 83440 REXBURG. IDAHO Design Parameters JASCE 7 Occupa cy Category II Snow Snow Loads per ASCE 7 Fully Partial Ce = Exposure Factor 0.9 1 Above Sheltered 1.2 = 1 Freezing Freezing Ct = Thermal Factor 1.2 1.1 I = Importance Factor (Non -Essential) p = Ground Snow Load (20 psf min) pf = Flat Roof Snow Load (slope less than 1/12) Roof Pitch (units Vertical per 12 units Horizonta Heated 1 = = = = = 1 1 50 psf 35 psf 8 Slippery Non -Slippery Pitch Warm Curved Barrel Pitch Warm Curved Barrel 3/12 0.87 0.87 1 3/12 1 1 1 4/12 0.81 0.81 1 4/12 1 1 1 5/12 0.73 0.73 1 5/12 1 1 1 6/12 0.68 0.68 1 6/12 1 1 1 7/12 0.63 0.63 1 7/12 1 1 1 8/12 0.58 0.58 1 8/12 0.95 0.95 1 9/12 0.52 0.52 1 9/12 0.85 0.85 1 10/12 0.49 0.49 1 10/12 0.78 0.78 1 11/12 0.42 0.42 1 11/12 0.71 0.71 1 12/12 0.39 0.39 1 12/12 0.63 0.63 1 Cs = Roof Slope Factor = 1 ps = Sloped Roof Snow Load = 35.00 psf W = Distance from Ridge to Eave lu = Length of Roof upwind of the Drift = = 25 ft 25 ft hd = Height of the Drift = 2.00 ft Gamma = Density of Snow = 20.5 pcf Drift Surcharge Load = 33.47 psf Length of Surcharge . = 6.53 ft Unbalanced Uniform Snow Load - Windward Side = 10.50 psf Unbalanced Uniform Snow Load - Leeward Side 1 68. 71psf Page 2 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 5/18/2017 1037 Erikson Dr. MADISON COUNTY, Rexburg, Idaho 83440 REXBURG, IDAHO Wind - Walls and Roofs Design Wind Speed 115 mph Importance Factor 1 Exposure I B Mean Roof Height 25 ft Adjustment Factor 1 Mean Roof Height Exposure B C D 15 1 1.21 1.47 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Factored Wind Pressures Wind Speed Horizontal Vertical Overhang 110 15.9 -13.8 -19.3 115 17.6 -15.2 -21.4 120 18.4 -15.9 -22.3 130 22.2 -19.2 1 -26.9 135 24.2 -21.0 -29.3 140 26.2 -22.8 -31.8 Design Wind Pressure for Lateral = 17.6 psf Page 3 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 5/18/2017 1037 Erikson Dr. MADISON COUNTY, Rexburq, Idaho 83440 REXBURG. IDAHO Seismic Reference Code - IBC 2012 Risk Category II Site Class D SDS 0.429 g SDI 0.227 g Seismic Design Cateogory D Values for SDS, SD1 are taken from USGS Website for this location Seismic Response Coefficient Response Modification Factor R = Occupancy Importance Factor 1 = 6.5 1 Basic Fundamental Period Steel Moment Resisting Frame Reinforced Concrete Moment Resisting Frame All Other Building Systems Mean Roof Height 25 ft Ct 0.035 0.03 0.02 Cu = 1.4 Approximate Fundamental Period Ta = Ct*hnA3/4*Cu = 0.31 sec Rigid Bldg Cs = SDS/(R/I) = 0.066 Max Cs = SD1/(R/I)T = 0.112 Min Cs = 0.044SDS*1 = 0.019 Design Seismic Response Coefficient Equiv Lateral Force Method V = CsW = 0.0660 W Simplified Approach V = 1.2*(SDS/R)*W = 0.0792 W Determine Method of Seismic Analysis Light Framing Construction Criteria I - Building stories 1 1 Bearing wall floor to floor hei ht Average DL Floor Live Loads Ground Snow Load 2 9 15 40 50.00 stories YES ft YES psf YES psf YES psf YES Wind speed 115.00 Imph 44 YES ft NO Truss Span Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? NO 2. Is building of any other construction with flexible diaphragms at every level? YES Page 4 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 5/18/2017 1037 Erikson Dr. MADISON COUNTY, Rexburg, Idaho 83440 REXBURG, IDAHO Shear Wall Analysis - Perforated Wall Method Revised 11121107 Wind Load= 17,6 psf WL=Total Length of the Wall corner to corner - ft. Horizontal Vertical WH=Wall He! ht - ft. Basement- 0 Main -1 Garage -2 Third - 3 25 72 26 36 60 39 OL = Total Length of all Openings in the wall - ft. OH = Average Height of all openings - fl. Opening Adjustment Factor- Co OHANH OLML 0.3333 0.4000 0.5000 0.6000 0.6667 0.7000 0.8000 0.8333 0.9000 1.0000 0.10 1.00 0.876 0.69 0.594 0.53 0.51 0.45 0.43 0.402 0.36 0.20 1.00 0.884 0.71 0.62 0.56 0.538 0.472 0.45. 0.422 0.38 0.30 1.00 0.896 0.74 0.65 0.59 0.57 0.51 0.49 0.462 0.42 0.40 1.00 0.908 0.77 0.686 0.63 0.61 0.55 0.53 0.498 0.45 0.50 1.00 0.92 0.8 0.722 0.67 0.65 0.59 0,57 0.542 0.5 0.60 1.00 0.932 0.83 0.758 0.71 0.694 0,646 0.63 0.602 0.56 0.70 1.00 0.948 0.87 0.811 0.666 0.77 0.754C0.782O.77 0.63 0.80 1.00 0.964 0.91 0.862 0.63 0.818 0.746 0.71 0.90 1.00 0.98 0.95 0,926 0.91 0.902 0.854 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wall No. Tribute Area Wind WL ft WH ft) OL ft OHIWH Co Re 'd Well Distr. H11-1 Width R 2 W 54 Force Ib Roof Height = 944 6 14 ft 10 0 0.00 1.0 0.0 Required Hold Down Capacity at ends of the wall = Capacity 1 1574 lbs PL Factor 157 0.04 Roof Height = 14 ft 10 4 6.00 0.7 11,6 Required Hold Down Capacity at ends of the wall = 0.81 2807 lbs 281 0.08 H2-1 5 116 2046 13 H3.1 4 107 Roof Height = 1889 12 12 fl 12 6 8.00 0.5 0.7 Required Hold Down Capacity at ends of the wall = 0.65 5812 lbs 484 0.07 Roof Height = 12 ft 12 3 9.00 0.6 0.8 !Required Hold Down Capacity at ends of the wall = 0.646 6117 lbs 426 0.04 H4.1 3 63 1102 7 1615-1 H5.0 6 9 143 62 Roof Height = 2519 16 3610 16 14 ft 10 9 5.00 0.4 0.5 Required Hold Down Capacity al ends of the wall = 7 9 5.00 0.4 0.7 Required Hold Down Capacity at ends of the wall = 0.77 4673 lbs 0.61 5919 lbs 467 0.10 846 0.25 H8.1 1-16.0 6 81 134 58 Roof Height= 2361 15 3385 15 14 ft 10 9 8,00 0.4 0.8 Required Hold Down Capacity at ends of the wall = 7 6 5.00 0.8 1 0.7 Required Hold Down Capacity at ends of the wall = 0.55 7155 lbs 0.694 3793 Ibs 716 0.09 542 0.23 H7.1 H7.0 7 11 179 78 Roof Height = 3148 20 4513 20 12 ft 12 14 8.00 0.3 0.7 Required Hold Down Capacity at ends of the wall = 7 9 5.00 0,6 0.7 Required Hold Down Capacity at ends of the wall = 0.57 11047 The 0.694 4138 lbs 921 0.12 591 0.31 Ell Roof Height = I 14fl Page 5 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 5/18/2017 1037 Erikson Dr. MADISON COUNTY, Rexburg, Idaho 83440 REXBURG, IDAHO 1-18-1 HS -0 6 8 134 54 2361 15 3317 14 10 6 6.00 0.6 1 0.6 Required Hold Down Capacity at ends of the wall = 7 9 5.00 0.4 0.7 Re uired Hold Down Capacity at ends of the wall = 0.758 3461 lbs 0.61 7612 lbs 346 1087 0.09 0.22 Roof Height = 14 It 10 2.67 2.00 0.9 0.0 Vold Down Capacity at ends of We wall = 1 1740 lbs 174 0.17 V1.1 10 250 4408 28 !Required Roof Height = 14 ft 10 0 0.00 1.0 0.0 Required Vold Down Capacity at ends of We wall = 1 1674 lbs 157 0.04 V2.1 3 63 1102 7 V3.1 8 197 Roof Height = 3463 22 14 ft 10 8 4.000.6 1 0.0 Required Vold DownCElapacity at ends of tVe wall = 1 2474 lbs 247 0.14 V4.1 V4.0 13 12 304 82 Roof Height 5347 16 6797 16 14 It 10 5 6.00 0.7 0.6 Required Hold Down Capacity at ends of the wall = 7 1.0 0.0 Required Hold Down Capacity at ends of the wall = 0.81 6001 Has 1 2974 lbs 600 425 0.18 0.47 VS -1 V6-0 8 7 190 51 Roof Height = 3342 10 4248 10 14 It 10 0 0.00 1.0 0.0 Required Hold Down Capacity at ends of the wall = 7 1.0 0.0 !Required Hold Down Capacity at ends of the wall = 1 3342 lbs 1 2974 Has 334 425 0.11 0.29 V6.1 V6.0 6 6 152 41 Roof Height = 2674 8 3398 8 14 It 10 0 0.00 1.0 0.0 Required Hold Down Capacity at ends of the wall = 7 1.0 0.0 1 Required Hold Down Capacity at ends of the wall = 1 3342 lbs 1 2974 lbs 334 425 0.09 0.24 Roof Height = 14 It 11 9 5.17 0.8 0.5 Required Hold Down Capacity at ends of the wall = 0.91 4118 Has 374 0.58 H7-2 22 561 9880 38 Roof Height = 14 ft 11 9 3.17 0.7 0,3 Required Hold Down Capacity at ends of the all= 1 4216 lbs 383 0.42 H2-2 17 414 7280 28 Roof Height = 14 It 10 3 8.00 0.9 0.8 Required Hold Down Capacity at ends of the wall = 0.878 2030 Ibs 203 0.47 V1.2 12 294 5168 32 =V2-214 344 Roof Height 6056 36 14 ft 11 27 7.00 0.3 0.6 Required Hold Down Capacity at ends of the wall = 0.65 11388 lbs 1035 0.53 Seismic Analysis Seismic Multiplier= 0.066 Roof & Snow Load Area We ht Wei ht 13.41815 ft"2 psf 295.1553 lbs 7j22 Wall LoadHei ht Len th ead Load Weight Page 6 of 7 Design Intelligence, LLC DIXON SHEAR ANALYSIS, 511812017 1037 Erikson Dr. MADISON COUNTY, Rexburg, Idaho 83440 REXBURG, IDAHO Shear Wall Length 6 ft 10 fil loft 15 pst 1785.4037 ilbs Seismic Force Q Mid Height of Wall I 71 lbs Wind I 944.4969 lbs. Wind Governs Page 7 of 7