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Home My WebLink AboutSTRUCTURAL CALCS - 23-00379 - 301 Pollard Ave - Patio Enclosure 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 STRUCTURAL CALCULATIONS Client: Project: Loveland Residence Location: 301 Pollard Rexburg, ID 83440 Building Code: 2021 International Building Code Plump File No: S2304002.01 By: C.K. Date: May 23, 2023 Revisions: These calculations not valid unless signed and sealed in space above. 03-31-24 05/23/23 ASCE 7 Hazards Report Address: 301 Pollard Ave Rexburg, Idaho 83440 Standard:ASCE/SEI 7-16 Latitude:43.819746 Risk Category:II Longitude:-111.799571 Soil Class:D - Default (see Section 11.4.3) Elevation:4861.844836645303 ft (NAVD 88) Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu May 18 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu May 18 2023 Page 1 SS : 0.364 S1 : 0.142 F a : 1.509 F v : 2.316 SMS : 0.549 SM1 : 0.329 SDS : 0.366 SD1 : 0.219 T L : 6 PGA : 0.155 PGA M : 0.231 F PGA : 1.491 Ie : 1 C v : 0.943 Seismic Design Category: D - Default (see Section 11.4.3) D Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Data Accessed: Thu May 18 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Thu May 18 2023 Page 2 Snow Results: Ground Snow Load, p : 50 lb/ftg 2 Mapped Elevation: 4861.8 ft Data Source: Date Accessed: Thu May 18 2023 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Thu May 18 2023 Page 3 Most Widely Accepted and Trusted PANEL DESCRIPTION Load Type APPLIED PRESSURE FOR DESIGN Nominal Core Thickness (inches) Nominal Facer Thickness (inches) Optional Channel Beam(8) 10 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40psf 45 psf 50 psf 55psf Min. Panel Slope (per ft of projection)(6) 3 0.024 No Live 16'8"13'1"3/8" / foot Wind (Upward) 17'9" 15'2" 13'6" 12'4" 11'6" 10'9" 10'2" 9'8" 8'11" 8'1" n/a Wind (Downward) 16'8" 14'6" 13'1" 12'0" 11'2" 10'6" 10'0" 9'6" 8'7" 7'10" n/a Snow 12'7" 11'7" 10'10" 10'2" 9'8" 9'2" 8'7" 7'10" 1/2" / foot 3 0.024 Yes Live 16'8"13'1"3/8" / foot Wind (Upward) 17'6" 14'11" 13'3" 12'1" 10'7" 9'0" 7'11" 7'0" 6'3" 5'8" n/a Wind (Downward) 16'8" 14'6" 13'1" 12'0" 11'2" 10'5" 9'10" 9'2" 8'3" 7'6" n/a Snow 12'6" 11'6" 10'6" 9'9" 9'2" 8'8" 8'2" 7'6" 1/2" / foot 3.5 0.024 No Live 18'5"14'6"3/8" / foot Wind (Upward) 19'8" 16'10" 15'0" 13'9" 12'10" 12'0" 11'5" 10'10" 10'4" 9'8" n/a Wind (Downward) 18'5" 16'1" 14'6" 13'5" 12'6" 11'9" 11'2" 10'8" 10'3" 9'4" n/a Snow 14'0" 12'11" 12'1" 11'5" 10'9" 10'2" 9'8" 9'2" 1/2" / foot 3.5 0.024 Yes Live 18'2"14'4"3/8" / foot Wind (Upward) 19'6" 16'8" 14'11" 13'4" 12'2" 11'2" 9'9" 8'8" 7'9" 7'1" n/a Wind (Downward) 18'2" 15'11" 14'4" 13'2" 12'4" 11'7" 11'0" 10'6" 10'0" 9'4" n/a Snow 13'10" 12'6" 11'5" 10'7" 9'11" 9'5" 8'11" 8'6" 1/2" / foot 4 0.024 No Live 19'10"15'8"3/8" / foot Wind (Upward) 21'4" 18'2" 16'3" 14'10" 13'9" 12'11" 12'3" 11'7" 11'1" 10'8" n/a Wind (Downward) 19'10" 17'4" 15'8" 14'5" 13'5" 12'8" 12'0" 11'5" 10'11" 10'5" n/a Snow 15'1" 13'8" 12'7" 11'8" 10'11" 10'4" 9'9" 9'4" 1/2" / foot 4 0.024 Yes Live 19'7"15'5"3/8" / foot Wind (Upward) 21'2" 17'6" 15'1" 13'5" 12'3" 11'3" 10'6" 9'11" 8'11" 8'1" n/a Wind (Downward) 19'7" 17'1" 15'5" 14'2" 13'0" 12'1" 11'4" 10'8" 10'2" 9'8" n/a Snow 14'1" 12'8" 11'7" 10'9" 10'1" 9'6" 9'1" 8'8" 1/2" / foot 6 0.024 No Live 23'0"20'4"1/4" / foot Wind (Upward) 23'0" 23'0" 21'7" 19'2" 17'6" 16'2" 15'1" 14'2" 13'5" 12'10" n/a Wind (Downward) 23'0" 23'0" 20'4" 18'4" 16'10" 15'7" 14'8" 13'10" 13'2" 12'6" n/a Snow 18'3" 16'5" 15'0" 14'0" 13'1" 12'4" 11'9" 11'3" 3/8" / foot 6 0.024 Yes Live 23'0"18'9"1/4" / foot Wind (Upward) 23'0" 20'3" 17'5" 15'6" 14'1" 13'0" 12'2" 11'5" 10'10" 10'4" n/a Wind (Downward) 23'0" 21'4" 18'9" 16'10" 15'6" 14'4" 13'6" 12'9" 12'1" 11'6" n/a Snow 16'9" 15'1" 13'10" 12'10" 12'1" 11'5" 10'10" 10'4" 3/8" / foot 3 0.032 No Live 18'3"14'4"3/8" / foot Wind (Upward) 19'8" 16'9" 14'11" 13'8" 12'8" 11'10" 11'2" 10'8" 10'2" 9'9" n/a Wind (Downward) 18'3" 15'11" 14'4" 13'3" 12'4" 11'7" 11'0" 10'5" 10'0" 9'7" n/a Snow 13'9" 12'8" 11'10" 11'2" 10'7" 10'1" 9'8" 9'3" 1/2" / foot 3 0.032 Yes Live 18'1"14'2"3/8" / foot Wind (Upward) 19'6" 16'7" 14'9" 13'6" 12'6" 11'8" 11'0" 10'5" 9'6" 8'7" n/a Wind (Downward) 18'1" 15'9" 14'2" 13'0" 12'1" 11'4" 10'9" 10'2" 9'9" 9'4" n/a Snow 13'6" 12'6" 11'7" 10'11" 10'4" 9'10" 9'5" 9'0" 1/2" / foot 3.5 0.032 No Live 20'6"16'2"3/8" / foot Wind (Upward) 22'1" 18'10" 16'10" 15'4" 14'3" 13'4" 12'8" 12'0" 11'6" 11'0" n/a Wind (Downward) 20'6" 17'10" 16'2" 14'10" 13'10" 13'0" 12'4" 11'9" 11'3" 10'10" n/a Snow 15'6" 14'3" 13'4" 12'7" 11'11" 11'4" 10'11" 10'5" 1/2" / foot 3.5 0.032 Yes Live 20'3"15'11"3/8" / foot Wind (Upward) 22'0" 18'8" 16'8" 15'2" 14'1" 13'2" 12'5" 11'9" 10'10" 9'10" n/a Wind (Downward) 20'3" 17'8" 15'11" 14'7" 13'7" 12'9" 12'1" 11'6" 11'0" 10'6" n/a Snow 15'3" 14'0" 13'1" 12'4" 11'8" 11'1" 10'8" 10'2" 1/2" / foot 4 0.032 No Live 21'10"17'3"3/8" / foot Wind (Upward) 23'0" 20'2" 18'0" 16'5" 15'3" 14'3" 13'6" 12'10" 12'3" 11'9" n/a Wind (Downward) 21'10" 19'1" 17'3" 15'10" 14'9" 13'11" 13'2" 12'7" 12'0" 11'6" n/a Snow 16'7" 15'3" 14'3" 13'5" 12'9" 12'2" 11'8" 11'2" 1/2" / foot 4 0.032 Yes Live 21'7"16'11"3/8" / foot Wind (Upward) 23'0" 20'0" 17'10" 16'1" 14'7" 13'6" 12'7" 11'10" 11'3" 10'9" n/a Wind (Downward) 21'7" 18'10" 16'11" 15'7" 14'6" 13'8" 12'11" 12'3" 11'9" 11'3" n/a Snow 16'3" 15'0" 13'10" 12'10" 12'0" 11'4" 10'10" 10'4" 1/2" / foot 6 0.032 No Live 23'0"22'8"3/8" / foot Wind (Upward) 23'0" 23'0" 23'0" 21'9" 20'1" 18'10" 17'10" 16'10" 15'11" 15'2" n/a Wind (Downward) 23'0" 23'0" 22'8" 20'10" 19'5" 18'3" 17'4" 16'4" 15'6" 14'10" n/a Snow 21'6" 19'4" 17'9" 16'6" 15'6" 14'7" 13'11" 13'3" 1/2" / foot 6 0.032 Yes Live 23'0"22'1"1/4" / foot Wind (Upward) 23'0" 23'0" 20'8" 18'5" 16'9" 15'5" 14'5" 13'7" 12'10" 12'3" n/a Wind (Downward) 23'0" 23'0" 22'1" 19'11" 18'3" 17'0" 15'11" 15'0" 14'4" 13'8" n/a Snow 19'9" 17'9" 16'4" 15'2" 14'3" 13'5" 12'9" 12'3" 3/8" / foot For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 psf = 47.9 Pa. Page 4 WIND LOADS C&C (ASCE 7-16): Risk Category = II Wind Velocity (V) =105 mph Exposure =C Bldg Height (z) =11.50 ft Enclosure Classification = COMPONENTS AND CLADDING WALLS Roof Slope < 10o =Yes <-- 10% reduction applied to walls in calculation Effective Wind Area =0.00 ft2 (+)(-) GCp Corners (5)=1.00 -1.40 [Figure 30.3-1] GCp Non Corners (4)=1.00 -1.10 [Figure 30.3-1] GCpi =0.18 -0.18 [Table 26.13-1] (+)(-) GCp Corners =0.90 -1.26 GCp Non Corners =0.90 -0.99 GCpi =0.18 -0.18 KZ =0.85 α =9.5 [Table 26.10-1] Zg =900.0 KZT =1.00 [Section 26.8] Kd =0.85 [Table 26.6-1] qi = qz =20.4 psf [EQ. 26.10-1] Ultimate (W)Allowable (0.6W) PCORNER =22.0 psf 13.2 psf [EQ. 30.3-1] -29.3 psf -17.6 psf PNON CORNER =22.0 psf 13.2 psf [EQ. 30.3-1] -23.8 psf -14.3 psf Corner Zone Dimensions Least Horizontal Dim. =15.0 ft Height h = 11.5 ft a =3 ft [Corner Zone Dim] Adjusted Per Notes Enclosed_Building Unadjusted PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com Page 5 COMPONENTS AND CLADDING ROOFS Parapet ≥ 3' All Around? =No Roof Slope < 7o =No Effective Wind Area =32.00 ft2 Unadjusted, Gable Roof, h ≤ 60', θ ≤ 7o (+)(-) GCp at Corners (Zone 3)=0.23 -2.72 [Figure 30.3-2A] GCp at Edge (Zone 2)=0.23 -2.07 [Figure 30.3-2A] GCp at Middle (Zone 1)=0.23 -1.52 [Figure 30.3-2A] GCp in Field (Zone 1')=0.23 -0.90 [Figure 30.3-2A] GCpi =0.18 -0.18 [Figure 30.3-2A] = (+)(-) GCp at Corners (Zone 3)=0.23 -2.72 GCp at Edge (Zone 2)=0.23 -2.07 GCp at Middle (Zone 1)=0.23 -1.52 GCp in Field (Zone 1')=0.23 -0.90 GCpi =0.18 -0.18 KZ =0.85 α =9.5 [Table 26.10-1] Zg =900.0 KZT =1.0 [Section 26.8] Kd =0.85 [Table 26.6-1] qi = qz =20.4 psf [EQ. 26.10-1] Ultimate (W)Allowable (0.6W) PCORNER (Zone 3)=8.4 psf 5.1 psf [EQ. 30.3-1] -59.1 psf -35.4 psf PEDGE (Zone 2)=8.4 psf 5.1 psf [EQ. 30.3-1] -45.8 psf -27.5 psf PMIDDLE (Zone 1)=8.4 psf 5.1 psf [EQ. 30.3-1] -34.6 psf -20.8 psf PFIELD (Zone 1')=8.4 psf 5.1 psf [EQ. 30.3-1] -22.0 psf -13.2 psf Adjusted Per Notes WIND LOADS C&C (ASCE 7-16): PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com Page 6 Information: Project = Loveland Number = S2304002.01 Design Loads: Roof Dead = 3 psf Floor Dead = 12 psf Roof Live = 20 Floor Live = 40 psf Snow = 45.90 psf Typ. Wall = 5 psf Wind = 105 mph Exposure = C Hroof = 9.5 ft Occupancy = II HFloor = 2 ft k = 1 2021 IBC Seismic: Length = 18.00 ft Pg = 50 psf Width = 15.00 ft Ce = 0.9 Area = 270 ft2 Ct = 1.2 Wall Wt. = 5.00 psf Is = 1 Height = 9.50 ft Cs = 0.85 ±20º Slope Length = 18.00 ft (max) Ht. = 11.50 ft Ct = 0.02 ASCE 7-16 Tbl. 12.2-1 Item A.17 R = 1.25 x = 0.75 ft I = 1.00 T = 0.12 Fa = 1.51 Ts = 0.60 Fv = 2.32 *T≤1.5Ts Ground motion analysis not req'd per ASCE 7-16 Sec 11.4.8 Ss = 0.364 SDS = 0.366 S1 = 0.142 SD1 = 0.219 Cs = 0.29 W VF1 & F2 = 1339 lb (ASD)ASCE 7-16 Eq 12.8-1 Level Awall (sf)Wwall (lbs)Afloor (sf)Wroof (lbs)H (ft)WxHKx Cvx Fx (lbs) Roof 228 1140 270 3288.6 11.5 37818.9 0.854 1142.94 Level 1 0 0 270 3240 2 6480 0.146 195.8346 Total 6528.6 44298.9 2015 IBC Wind: h = 0-15 ft Kz = 0.85 ASCE 7-16 Tbl 26.10-1 Kzt = 1.00 ASCE 7-16 Sec 26.8.2 Ke = 1.00 ASCE 7-16 Tbl 26.9-1 Kd = 0.85 ASCE 7-16 Tbl 26.6-1 VULT = 105 mph ASCE 7-16 Fig 26.5-1B qh = 20.39 psf ASCE 7-16 Eq 26.10-1 G = 0.85 ASCE 7-16 Sec 26.11 Cp = 0.80 ASCE 7-16 Tbl 27.3-1 Gcpi = 0.18 +ASCE 7-16 Fig 26.13-1 ASD = 0.60 ASCE 7-16 SEC. 2.4.1 P = 10.52 psf ASCE 7-16 Eq 27.3-1 PDesign =11.69 psf SEE P30 CALC BELOW Height = 8.00 ft Length = 15.00 ft PF1 = 701 lb (ASD) PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com Page 7 PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com ASCE7-16 Section 28.5.3 Wind Load l =1.21 Kzt =1 A B C D E F G H OH 105 24.2 -6.4 16.1 -3.5 -21.0 -14.6 -14.6 -11.1 -29.4 lKZTP30 29.28 -7.74 19.48 -4.24 -25.41 -17.67 -17.67 -13.43 -35.57 ASD 17.57 -4.65 11.69 -2.54 -15.25 -10.60 -10.60 -8.06 -21.34 Thus, using P=11.69psf (ASD) Area C Consider Cantilever diaphragm Lateral Design:VF1 = 1143 lb Seismic Govern E.W Line 1 = 1143 lb Length = 18.00 ft vF1 = 63 lb/ft Panel as Diaphragm is OK Lateral Load = 76.2 plf Diaphragm Depth = 16.00 ft Diaphragm Width = 15.00 ft Mdiaphragm = 8572.0494 lb-ft T/Cchord = 536 lb < 1300lb per IAPMO sheet LRP-1 note 7 -> ok OUT-OF-PLAN WIND LOAD C&C (See Wind Load C&C Calc for ref.) WALL = -14.30 psf ROOF = -20.77 psf HORIZONTAL VERTICAL ZONE V(mph) CHECK LATERAL LOAD AT ROOF LEVEL Consider as "Cantilever Diaphragm" is OK - Provide (5)#8 SMS @ 3" o.c. each end of roof panel Page 8 see page 5 and 6 PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com Panel: Size = 0.024"x3" Alum. Skin (ICC #2229) Load-Max = 46.00 psf Span-Max = 13.00 > 8 ft DL+SL = 45.90 psf < Load-Max OK! DL+WL = 10.52 psf < Load-Max OK! 0.6DL-WL = 17.05 psf < Load-Max OK! * Self Wt. included in Panel Span Chart Attachment: Size = #14 SMS Panel to Header:VA = 130 lb Detail 1/S4 TA = 64 LB # of = 2 Trib Width = 8 ft Spacing = 6 in VMAX = 260 lb TMAX = 127 lb VLAT-F1 = 32 lb < VMAX OK! Tuplift = 76 lb < TMAX OK! Header to Mullion: Size = #14 SMS Detail A/7 VA = 65 lb # of = 8 Spacing = 42 in Trib Width = 5 ft VMAX = 521 lb Tuplift = -364 lb < VMAX OK! CHECK PANEL AND CONNECTION Page 9 10ft see page 4 see page 15 PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com Attachment-Low: Size = 5/16"x4" Lag Scrwe Detail A/7 VA = 389 lb # of = 1 Spacing = 24 in Vout-of plan = 234 lb < VA OK! 2005 ADM Alloy Thick.Ftu 2FtuDt / nu 4.2(t3D)1/2Ftu / ns Track 6063-T6 0.065 30 625 → 389 lb Size Shear Area Fy Fnv / Ω Fnv / Ω * Area 3/8"ø :0.313 0.313 0.076699 50 10 → 767 lb Vgovern = 389 lb Page 10 Vertical Raceway Part # = 16UPM/F-240U Ftu = 38 ksi Ωty = 1.65 [D.1] Out-Plane Wind Material = 6005-T5 Fty = 35 ksi Ωtr = 1.95 [D.1] Detail D/5 & E/5 E = 10100 ksi Fcy = 35 ksi Ωb/c = 1.65 [E.1 / F.1] Worst Case at 6ft door Area = 1.123 in2 Length = 8.00 ft. bf = 1.097 in Ix = 1.495 in4 Iy = 0.749 in4 tf = 0.062 in Sx = 0.721 in3 Sy = 0.385 in3 bw = 1.440 in rx = 1.154 in ry = 0.995 in tw = 0.062 in kx = 1.00 ky = 1.00 Bc = 39.37 Bp = 45.00 Lx = 96.00 in Ly = 96.00 in Dc = 0.25 Dp = 0.30 kxLx/rx = 83.19 kyLy/ry = 96.48 Cc = 65.67 Cp = 61.42 Axial:k1 = 0.35 λ1 = 17.76 Bbr = 66.82 Fc = 12.24 ksi k2 = 2.27 Dbr = 0.67 Fc/Ω= 7.42 ksi kt = 1.25 Cbr = 66.92 Local Buckling b/t = 17.69 Flange Fc = 35.00 ksi > 12.24 ksi [Section B.5.4.1] b/t = 23.23 Web Fc = 10.12 ksi < 12.24 ksi [Section B.5.4.2] Interaction Eq Fc/Ω= 6.53 ksi [E.5-1] Bending:Ft/Ω= 21.21 ksi Tens. Yielding λ1 = 6.15 [F.8.1.1] Ft/Ω= 15.59 ksi Tens. Rupture λ2 = 19.1 [F.8.1.2] Ft/Ω= 21.21 ksi Comp. Flange Fc = 15.1 [Section B.5.4.1] Ft/Ω= 9.14 ksi Comp. Web [Section B.5.4.2] Allowable Stress:Fc/Ω= 6.53 ksi Axial Ft/Ω= 9.14 ksi Bending Axial Load:Dead Load = 3.0 psf x 4.50 x 5.00 = 68 lb. Live Load = 45.9 psf x 4.50 x 5.00 = 1033 lb. Total Load == 1100 lb. fa(TL)= 0.98 ksi fa(DL)= 0.06 ksi fa/(Fc/Ω)= 0.98 / 6.53 =0.15 < 1.00 → OK! Bending Load:Uniform Load = 14.30 psf x 4.50 = 64.33 plf Moment = 64.33 plf x 9216 / 8.00 = 6.18 k-in. fb(WL)= 8.57 ksi fb/(Ft/Ω) = 8.57 / 9.14 =0.94 < 1.00 → OK! Combined Axial & Bending:fa(DL)/(Fc/Ω) fb/(Ft/Ω) Unity = 0.01 + 0.94 =0.95 < 1.00 → OK! CHECK WALL OUT-OF-PLAN AND HEADER PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com Page 11 CHECK WALL OUT-OF-PLAN AND HEADER PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 www.peica.com Header+h Channel Part # = 16UE-246U Ftu = 38 ksi Ωty = 1.65 [D.1] Material = 6005-T5 Fty = 35 ksi Ωtr = 1.95 [D.1] Detail A/4 E = 10100 ksi Fcy = 35 ksi Ωb/c = 1.65 [E.1 / F.1] Area = 0.767 in2 Length = 4.00 ft. bf = 1.177 in Ix = 0.851 in4 Iy = 4.500 in4 tf = 0.065 in Sx = 0.547 in3 Sy = 1.198 in3 bw = 1.098 in rx = 1.353 in ry = 0.873 in tw = 0.065 in kx = 1.00 ky = 1.00 Bc = 39.37 Bp = 45.00 Lx = 48.00 in Ly = 48.00 in Dc = 0.25 Dp = 0.30 kxLx/rx = 35.48 kyLy/ry = 54.98 Cc = 65.67 Cp = 61.42 λ1 = 17.76 Bbr = 66.82 k1 = 0.35 k2 = 2.27 Dbr = 0.67 b/t = 16.89 kt = 1.25 Cbr = 66.92 Bending:Ft/Ω= 21.21 ksi Tens. Yielding λ1 = 6.15 [F.8.1.1] Ft/Ω= 15.59 ksi Tens. Rupture λ2 = 19.1 [F.8.1.2] Ft/Ω= 16.65 ksi Comp. Web Fc = 27.5 [Section B.5.4.1] [Section B.5.4.2] Allowable Stress: Ft/Ω= 15.59 ksi Bending Gravity Load:Dead Load = 3.0 psf x 5.00 = 15 plf Live Load = 45.9 psf x 5.00 = 230 plf Total Load = = 245 plf fb (Total)= 10.73 fb (Dead)= 0.66 Bending Load:Uniform Load = 10.52 psf x 2.00 = 21.04 plf Moment = 21.04 plf x 2304 / 8.00 = 0.51 k-in. fb(WL)= 0.42 ksi fb/(Ft/Ω) = 0.42 Stress Ratio:fb/Fb = 0.04 + 0.03 = 0.07 < 1.00 →OK! fb(total)/Fb = 0.73 < 1.00 →OK! Page 12 Bearing PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com Ridge Beam: Size = MA = 17080 lb-ft Length = 14.00 ft Tributary = 8.00 ft Overhang = 0.00 ft MDL+LL = 9584 lb-ft < MA OK! MDL+WL = 3945 lb-ft < MA OK! M0.6DL-WL = 3005 lb-ft < MA OK! RDL+LL = 2738 lb RDL+WL = 1127 lb R0.6DL-WL = 858 lb Ridge to Post: Size = #14 SMS Detail 11/S4 VA = 790 lb # of = 12 VLL-MAX = 9480 lb VWL/EL-MAX = 9480 lb VDL+LL = 2738 lb < VLL-MAX OK! VDL+WL = 1127 lb < VWL-MAX OK! V0.6DL-WL = 858 lb < VWL-MAX OK! Ridge to Wall Size = #14 SMS Detail 9/S4 VA = 181 lb # of = 16 (8 SMS EA. HEADER) VLL-MAX = 2896 lb VWL/EL-MAX = 2896 lb VDL+LL = 2738 lb < VLL-MAX OK! VDL+WL = 1127 lb < VWL-MAX OK! V0.6DL-WL = 858 lb < VWL-MAX OK! Dbl. 12 ga. Steel Insert Page 13 CHECK RIDGE BM AND CONNECTION SEE PAGE 16 Company : Plump Engineering Designer : Job Number : Metals USA May 18, 2023 15:37 PM Checked By:______ Section Properties: Section20_Raceway + H Channel.dxf Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =2 Basic Properties: Total Width =3.545 in Total Height =2.865 in Centroid, Xo =55.139 in Centroid, Yo =26.499 in X-Bar (Right)=1.781 in X-Bar (Left)=1.764 in Y-Bar (Top)=1.309 in Y-Bar (Bot)=1.557 in Max Thick =3.545 in Equivalent Properties: Area, Ax =1.154 in^2 Inertia, Ixx =0.851 in^4 Inertia, Iyy =2.114 in^4 Inertia, Ixy =-0.044 in^4 Sx (Top)=0.650 in^3 Sx (Bot)=0.547 in^3 Sy (Left)=1.198 in^3 Sy (Right)=1.187 in^3 rx =0.859 in ry =1.353 in Plastic Zx =0.873 in^3 Plastic Zy =1.430 in^3 Torsional J =<No Calc.> As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\Users\ckmak\Desktop\CK\FOUR SESSIONS\Metals USA - ENCLOSURE MASTER.nmsx Page 1 Page 14 Plump Engineering, Inc. 914 E. Katella Ave., Second Floor Anaheim, CA 92805 714-385-1835 Fax: 714-385-1834 ALUMINUM DESIGN MANUAL 2015 Alloy 1 = 3105-H14 Thickness 1 = 0.024 in Planes = 2 Ftu1 = 25.0 ksi ADM 2015 Part I-A Tbl A.3.3 Fty1 = 21.0 ksi ADM 2015 Part I-A Tbl A.3.3 Alloy 2 = 6005-T5 Thickness 2 = 0.062 in Planes = 1 Ftu2 = 38.0 ksi ADM 2015 Part I-A Tbl A.3.3 Fty2 = 35.0 ksi ADM 2015 Part I-A Tbl A.3.3 Ωtension = 3.00 ADM 2015 Part I-A J.5.4 Ωshear = 3.00 ADM 2015 Part I-A J.5.5 Screw = #14 Diameter = 0.25 in Root Diameter = 0.1905 in ADM 2015 Part VI Tbl 5-1 Head Diameter = 0.409 Alloy = 6061-T6 or equal Fsu = 25 ksi ADM 2015 Part 1-A Tbl. A.3.7 Ftu = 42 ksi ADM 2015 Part 1-A Tbl. A.3.7 Ks = 1.01 C = 1.00 Smin = 0.625 in Allowable Shear: 2Ftu1Dt1/Ω = 200 lb ADM 2015 Part I-A Eq. J.5-12 2Ftu2Dt2/Ω = 393 lb ADM 2015 Part I-A Eq. J.5-12 4.2(tm 3D)1/2Ftu/Ω =130 lb ADM 2015 Part I-A Eq. J.5-13 Pss/1.25Ω = 190 lb ADM 2015 Part I-A Eq. J.5-14 Ps = 130 lb Allowable Tension: KsDt2Fty2/3 = 183 lb ADM 2015 Part I-A Eq. J.5-1 Ct1Ftu1(Dws-Dh)/3 = 64 lb ADM 2015 Part I-A Eq. J.5-8 Pnt/1.25Ω = 319 lb ADM 2015 Part I-A Eq. J.5-11 Pt = 64 lb Page 15 Plump Engineering, Inc. 914 E. Katella Ave., Second Floor Anaheim, CA 92805 714-385-1835 Fax: 714-385-1834 ALUMINUM DESIGN MANUAL 2020 Alloy 2 (t2) = Steel Post non-contact with screw head Thickness 2 = 0.188 in Planes = 1 Ftu2 = 58.0 ksi Fty2 = 36.0 ksi A36 Steel Min. Alloy 1 (t1) = ASTM A653 Gr. 50 Thickness 1 = 0.054 in contact with screw head Planes = 1 Ftu1 = 65.0 ksi ADM 2020 Part I-A Tbl A.3.3 Fty1 = 50.0 ksi ADM 2020 Part I-A Tbl A.3.3 Ωtension = 3.00 ADM 2020 Part I-A J.5.4 Ωshear = 3.00 ADM 2020 Part I-A J.5.5 Screw = #14 Diameter = 0.25 in Root Diameter = 0.1905 in ADM 2020 Part VI Tbl 5-1 Head Diameter = 0.5 Washer = 0.50 in Allowable Shear: 2.7Ftu1Dt1/Ω = 2453 lb AISI Eq J4.3.1-4 2.7Ftu2Dt2/Ω = 790 lb AISI Eq J4.3.1-5 Pss/1.25Ω = 815 lb FROM ICC ESR 2196 Ps = 790 lb Allowable Tension: 0.85tcDFu2/Ω = 772 lb AISI Eq J4.4.1-1 1.5t1dwFu1/Ω = 878 lb AISI Eq J4.4.2-1 Pnt/1.25Ω = 1525 lb FROM ICC ESR 2196 Pt = 772 lb Page 16