Loading...
HomeMy WebLinkAboutENGINEERING CALCS - 17-00586 - 1086 Horizon - New SFRDesign Intelligence, LLC Engineering Calculations Summary Date: October 10, 2017 Subject: Jensen Shear, Rexburg, Madison County, Idaho s analysis uses the Design Criteria required by the local jurisdiction and the IBC 2012 as the basis the calculations. tal Lumber—NDS 2005 design values 2500 psi Q 28 days g Steel - #4 and smaller Grade 40, #5 and larger Grade 60 2012 — Foundations designed for Max Brg Pressure of 1500 psf gn Loads: Live Load (min) — 20 psf during construction id Snow load — 50 psf Snow load — 35 psf Load Importance Factor— 1.0 Exposure Factor— 1.0 — 115 mph Importance Factor— LO Exposure — B Design Category— D References: 2012 Drawings MacMillian Design Guides 10/10/17 These calculations and included details are for this location and customer only and not o be reused in any manner without the written consent of Design Intelligence. beam sizes and footing sizes are noted on the drawings. Page 1 of 6 Design Intelligence, LLC JENSEN SHEAR, 10/10/2017 1037 Erikson Dr. REXBURG, Rexburg, Idaho 83440 MADISON COUNTY, IDAHO Design Parameters ASCE 7 Occupancy Category II Snow Snow Loads per ASCE 7 Fully 0.9 Partial 1 Above Sheltered 1.2 = 1 Ce = Exposure Factor Freezing Freezing Ct = Thermal Factor 1.2 1 1.1 = Importance Factor(Non-Essential pg =Ground Snow Load (20 psf min) pf = Flat Roof now Load (slope less than 1/12) Roof Pitch (units Vertical per 12 units Horizonta Heated 1 = = = = 1 1 50 psf 35 psf 12 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 1 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 =1 35.001 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 = 40.99 psf Length of Surcharge = 5.33 ft Unbalanced Uniform Snow Load -Windward Side = 10.50 psf Unbalanced Uniform Snow Load - Leeward Side = 75.99 psf Page 2 of 6 Design Intelligence, LLC 1037 Erikson Dr. Rexburo. Idaho 83440 JENSEN SHEAR, REXBURG, MAnignN rni iNTv innun 10/10/2017 Wind - Walls and Roofs Nominal Wind Speed 90 mph Ultimate Wind Speed 115 mph Importance Factor 1 Ex osure B Mean Roof Height 25 ft Adjustment Factor 1 Mean Roof Height Exposure B C D 15 1A1.45 1.47 20 1 1.55 25 1 1.61 30 1 1.66 35 1.05 1.7 40 1.09 1.74 45 1.12 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 (psl7 Wind Speed (mph) Horizontal Vertical Overhang Ultimate Nominal 110 85 15.9 -13.8 -19.3 115 90 17.6 -15.2 -21.4 120 95 18.4 -15.9 -22.3 130 100 22.2 -19.2 -26.9 135 105 24.2 -21.0 -29.3 140 110 26.2 -22.8 -31.8 Design Wind Pressure for Lateral = 17.6 psf Page 3 of 6 Design Intelligence, LLC JENSEN SHEAR, 10/10/2017 1037 Erikson Dr. REXBURG, Rexburq, Idaho 83440 MADISON COUNTY. IDAHO Seismic Reference Code - IBC 2012 Risk Category II Site Class D SDS 0.783 g SD1 0.393 g Seismic Desi n Cateogory D Values for SDS, SD1 are taken from USGS Website for this location Seismic Response Coefficient Response Modification_ Factor R = Occupancy Importance Factor I = 6.5 1 Basic Fundamental Period Steel Moment Resisting Frame Reinforced Concrete Moment esisting Frame All Other Buildin Systems Mean Roof Height 25 it Ct 0.035 0.03 0.02 Cu = 1.4 Approximate Fundamental Period Ta = Ct*hn^3/4*Cu = 0.31 sec Rigid Bldg Cs = SDS/R/I) = 0.120 Max Cs = SD1/(R/I)T = 0.193 Min Cs = 0.044SDS*I = 0.034 Design Seismic Response Coefficient Equiv Lateral Force Method V = CsW = 0.1205 W Simplified Approach V = 1.2*(SDS/R)*W = 0.1446 W Determine Method of Seismic Analysis Light Framing Construction Criteria Buildingstories Bearing wall floor to floor height Average DL 1 Floor Live Loads Ground Snow Load 1 12 15 40 150.00 stories YES ft NO lost YES sf YES 1 psf YES Wind speed Truss Span 1115.00 35 mph YES it YES Simplified Analysis Requirements 1 7- 1. Does Building meet light frame construction criteria ? NO P. Is Building of any other construction with flexible diaphragms at every level? YES Page 4 of 6 Desig"n Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 JENSEN SHEAR, REXBURG, MADISON COUNTY, IDAHO 10/10/2017 Shear Wall Analysis - Perforated Wall Method Revised 09123117 Wind LoaW--o 17.6 psf WL=Total Len lh of the Wall corner to comer -ft. rizontal Venial Wall Height Roof Heigh WH= Wall Height - ft. Third -3 Second - 2 Main - 1 1 Basement -0 124 124 71 9Wl:-OL)NJL 71 8 16 ft OL = Total Length of all Openings in the wall - ft. OH=Average Hof alto enin s -fl. WL -OL = Perforated Shear Wall Se ments =% of full-hei hl sheathin Opening Ad'ustment Factor - Co OHNVH (WL.OL)h4L 0.3333 0.4000 0.5000 0.6000 0.6667 0.7000 0.8000 0.8333 0.9000 1.0000 0.101 1.00 0.876 0.69 0.594 0.53 0.51 0.45 0.43 0.402 0,36 0.201 1.00 0.884 0.71 0.62 0.56 0.538 0.472 0.45 0.422 0.38 0.301 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-- 0.501 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 0.81 0.77 0.754 0.706 0.69 0.666 0.63 0.80 1.00 0.964 0.91 0.862 0.83 0.818 0.782 0.77 0.746 0.71 0.90 1.00 0.98 0.95 0.926 0.91 0.902 0.878 0.87 0.854 0.83 1.00 1.00 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) OH (ft) (WL•0L)/WL OHNVH Co Req'd Wall Distr. Width (ft) H1-1 9 ft2) 184 Foree Ib Roof Height = 3520 28.0 16 ft 9.0 12 7.00 0.6 0.8 Hold Down Ca aci Capacity 0.646. 3065 Ibs PL Factor 341 0.13 16 9.0 Roof Height = ft 15 7.25 0.4 0.8 0.55 Hold Down Ca acity 4473 Ibs 497 0.12 H2.1 8 171 3007 26.0 Roof Height = 16 ft 10.0 31 8.00 0.4 0.8 Hold Down Capacityl Capacity 0.55 5411 Ibs 541 0.23 H3.1 17 347 6101 51.5 16 10.0 Roof Height = ft 23 2.45 0.6 0.2 1 Hold Down Ca achy 1921 lbs 192 0.27 H4-1 19 404 7108 60.0 HS -1 115.0 5 544612781 Rcof Height = 17.0 17.0 16 ft 9.0 9 8.0 9 7.00 5.00 0.5 0.8 Hold Down Ca aci 0.5 0.8 Hold Down Capaci 0.59 3749 lbs 0.722 3852 lbs 417 0.08 482 0.03 HS -1 H6-0 7 7 71 of Height = 22.0 3599 22.0 13 fl 12.0 12.5 8.0 12.5 9.25 6.17 0.4 0.8 Hold Down Capaci 0.4 0.8 Hold Down Capacity 0.55 5416 Ibs 0.55 5511 lbs 451 0.10 689 0.04 1-17-15 H7.0 2 112 19 Roof Height = 1966 17.0 2293 17.0 16 9.0 1 8.0 ft 9 1 9 7.00 1 5.00 0.5 0.8 Hold Down Ca aci 0.5 0.6 Hold Down Capacity3176 0.591 3749 Ibs 0.722 Ibs 4171 0.08 397 0.03 Raof Hei hl = 16 ft Page 5 of 6 Design Intelligence, LLC JENSEN SHEAR, 10/10/2017 1037 Erikson Dr. REXBURG, Rexburg, Idaho 83440 MADISON COUNTY, IDAHO SUB 3 VIA 6 121 2134 11.0 9.0 0 0.00 1.0 0.0 Hold Down Ca acily 1 1746 lbs 194 0.07 16 9.0 Roof Height = ft SUB6 6 5.00 0.7 0.6 0.81 319 Hold Down Ca acit 2869 lbs 0.12 V2.1 9 176 3099 18.0 Roof Height = 16 ft SUB 6 9.0 6 2.00 0.7 0.2 Hold Down Capacity 1 2336 Ibs 260 0.12 V3-1 9 184 3245 18.5 Roof Height = 16 ft SUB 3 V4.1 6 V4-0 6 121 50 2134 11.0 3019 11.0 9.0 8.0 6 6 8.00 0.5 0.9 0.542 788 0.07 w I I Hold Don Capaci - - 7088 Ibs. 5.00 0.5 0.6 0.722 836 0.03 Hold Down Capacity 6690 Ibs SUBS V5.1 6 V5.0 6 121 50 Roof Height = 2134 11.0 3019 11.0 16 ft 9.0 6 8.0 6 8.00 5.00 0.5 0.9 Hold Down Ca aci 0.5 0.8 Hold Down Capacity 0.542 7088 Ibs 0.722 6690 We 788 836 0.07 0.03 16 9.0 Roof Height= ft ADD 27 3 6.67 0.9 0.7 0.902 615 Hold Down Capacityl 5534 Ibs 0.28 V6-1 62 1276 22462 43.5 Roof Height= 16 ft SUB4 V7-1 28 597 10503 40.0 - 10.0 11 6.50 0.7 0.7 1 Hold Down Capacityll 0.754 4804 Ibs 480 0.26 Seismic Anal SIS Seismic Multiplier= 0.120 Roof & Snow Load Area Seismic Weight Weight Roof 1 Floor Above No Wall Load 251.3047 ft -2 0 ft -2 22 15 psf sf 5528.704 Ibs 0 Ibs Trib. Wall Length 9 ft Height Length Wall Dead Load Weight Shear Wall Length 28.0 ft 9ftl 46 It 15 sf 3101.648 Ibs Seismic Force Q Mid He[ ht of Wall 1040 Ibs Wind 1 3520 Ibs. Wind Governs Page 6 of 6