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HomeMy WebLinkAboutEngineer's Letter 07.29.24651 W. Galena Park Blvd / Draper, UT 84020 / T (801) 990-1775 / www.vectorse.com Project Number: U6666.0001.241 July 29, 2024 Christopher Tezanos 2636 Panorama Drive, Carbondale, CO 81623 REFERENCE: Panorama Drive PEMB Cladding Dear Chris: Per your request, we have reviewed the pre-engineered metal building calculations and drawings for the above referenced project. Please be advised as follows: • Where roof cladding must be wood, the sleepers and sheathing may be attached per the following details. • Wall sheathing attachment detail is also attached for the front wall, where metal girts are also provided. The recommendations above are provided based upon our review of calculations and drawings generated from information the client provided. A representative from Vector has not visited the construction site. No observation was made of the structural integrity, materials used or quality of work of any portion of the structure. We hope this meets your needs. If you have any further questions regarding this matter, please call this office at your convenience. Sincerely, VECTOR STRUCTURAL ENGINEERING, LLC _______________________________________ Kelly G. Springer, P.E. Senior Engineer KGS/jba Enclosures 07/29/2024 07/29/2024 N:\Logos\VectorLogo.gif PROJECT:PANORAMA DRIVE PEMB CLADDING JOB NO.:U6666.0001.241 COMPONENTS & CLADDING WIND CALCULATIONS Note: Calculations per ASCE7-10 SITE-SPECIFIC WIND PARAMETERS: Figure 30.4-1 Basic Wind Speed [mph]: 115 Notes: Exposure Category: C ADDITIONAL INPUT & CALCULATIONS: Height of roof, h [ft]:25 Eave for slopes <10°, mean height otherwise Building Length, L [ft]:60 Not including overhangs Building Width, B [ft]:40 Not including overhangs Roof Type: Roof Slope [deg]:26.6 6 /12 Slope Figure 30.4-2B Enclosure Classification: h/B: 0.63 Used for Exception 30.4.2 where 60ft<h<90ft, disregard for other cases Applicable Tables: (Set this cell correctly) α: 9.5 Table 26.9-1 zg [ft]:900 Table 26.9-1 Kh:0.945 Table 30.3-1 K1:Figure 26.8-1 (leave blank for negligible topographic effects) K2:Figure 26.8-1 (leave blank for negligible topographic effects) K3:Figure 26.8-1 (leave blank for negligible topographic effects) Kzt:1 Equation 26.8-1 Kd:0.85 Table 26.6-1 Ke:N/A Velocity Pressure, qh [psf]:27.20 Equation 30.3-1 GCpi:0.18 Table 26.11-1 (largest abs. value) OUTPUT: Pressures (1.0W) Element Wind Loads Walls Roof Member Span Trib Width Conn?C&C Locationz Kz qz Aeff a All + 4 5 All + 1 2 3 2OH 3OH ft ft ft psf sf ft psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf Roof Zones 1 10 No Roof 10 4 - - - 18.5 29.4 51.1 75.6 64.7 106 - - - - - - - Roof Zones 1 20 No Roof 20 4 - - - 16.9 28.6 47 70.7 64.7 95.7 - - - - - - - Roof Zones 1 50 No Roof 50 4 - - - 14.7 27.5 41.6 64.2 64.7 82.7 - - - - - - - Roof Zones 1 100 No Roof 100 4 - - - 13.1 26.7 37.5 59.3 64.7 72.9 - - - - - - - Roof Zones 1 500 No Roof 500 4 - - - 13.1 26.7 37.5 59.3 64.7 72.9 - - - - - - - Wall Zones 1 10 No Walls 25 0.945 27.2 10 4 32.1 34.8 43 - - - - - - - - - - - - - Wall Zones 1 20 No Walls 25 0.945 27.2 20 4 30.7 33.4 40.1 - - - - - - - - - - - - - Wall Zones 1 50 No Walls 25 0.945 27.2 50 4 28.7 31.5 36.3 - - - - - - - - - - - - - Wall Zones 1 100 No Walls 25 0.945 27.2 100 4 27.3 30 33.4 - - - - - - - - - - - - - Wall Zones 1 200 No Walls 25 0.945 27.2 200 4 25.8 28.6 30.5 - - - - - - - - - - - - - Roof Trusses 28 2 No Roof 261.3 4 - - - 13.1 26.7 37.5 59.3 64.7 72.9 - - - - - - - Studs 12 1.33 No Walls 25 0.945 27.2 48 4 28.8 31.5 36.4 - - - - - - - - - - - - - H Tie 14 2 Yes Roof 28 4 - - - 16.1 28.2 45.1 68.3 64.7 90.9 - - - - - - - Parapet 15 1.33 No Combined 25 0.945 27.2 75 4 27.9 30.6 34.6 13.7 27 39.2 61.3 64.7 77 - - - - -- - Outlooker Eave 6 2 No Combined 25 0.945 27.2 12 4 31.7 34.4 42.2 18.1 29.2 50.1 74.3 64.7 103 - -- - - - - Gable Roofs 20° ≤ θ ≤ 27° Copyright © 2024 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Enclosed Buildings Gable ()()[]piphGCGCqp-= .Abbrev GRADES Fbxx (psi) Fvxx (psi)Exx (psi)g (lb/ft3) DFL#2 DOUGLAS FIR LARCH #2 900 180 31.2 DF1 (5x)Douglas Fir Larch #1 5x & Larger1,350 170 31.2 DFLSTUDDOUGLAS FIR LARCH STUD 675 180 31.2 24F-V4 Glue Laminated Timber 24F-V4 DF/DF2,400 265 39.9 PROJECT:Panorama Drive PEMB Cladding JOB NO.:U6666.0001.241 SUBJECT:BEAMS 24F-V8 Glue Laminated Timber 24F-V8 DF/DF2,400 265 39.9 LVL (2.0)MICROLLAM LVL (2.0E) 2,600 285 41.8 LVL (2.1)MICROLLAM LVL (2.1E) 2,600 285 41.8 DESIGN LOADS:Load Types:Snow*IS Live Dead Load Combinations:LSL TIMBERSTRAND LSL (1.3E)1,700 400 41.8 Roof 40 20 18 LC 2: D+L CRITERIA (L/) DTL DLL DDL DLr/S PSL PARALLAM PSL (2.0E)2,900 290 41.8 Floor 40 12 LC 3: D+(Lr or S) A(BLANK)120 180 240 STL36 GRADE 36 STEEL 21,600 14,400 490 Wall 10 LC 4: D+.75L+.75(Lr or S)B 240 480 240 STL46 GRADE 46 STEEL 27,700 16,500 490 Add .2*SDS to dead load?No 0 =.2*SDS C 600 800 240 STL50 GRADE 50 STEEL 30,000 12,934 490 Label Length 'L' (ft) Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/S Load (plf) Add'l Dead Load (plf) Point Load From Re a c t ( A , B ) Dist 'a' (ft) Point Live Load 'PLL' (lb) Point Roof Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) # P L I E S Grade Size "B M / H D R " D C R I T E R I A Cr CD CF,V,CL Ra (lb) Rb (lb) Mmax (ft-lb) Mallow (ft-lb) Vmax (lb) Vallow (lb) DTL (in) DTLallow (in) DLL (in) DLLallow (in) DLr/S (in) DLr/Sallow (in) GLB Camb Check 1.00 1.00 1.00 Sleeper Zone 2 3 2 61.37 DFLSTUD2X6 1.00 1.15 1.30 269 269 162 173 150 1139 0.130 0.300 0.052 0.200 0.067 0.150 0.93 M Sleeper Zone 3 2.66 2 90.75 DFLSTUD2X6 1.00 1.15 1.30 277 277 147 173 145 1139 0.092 0.266 0.047 0.177 0.042 0.133 0.85 M Sleeper Overhang 1 2 126.7 DFLSTUD2X6 1.00 1.15 1.30 122 122 24 173 8 1139 0.002 0.100 0.001 0.067 0.001 0.050 0.14 M Copyright © 2018 Vector Structural Engineering, LLC 2100000 1300000 1400000 This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 29,000,000 1600000 1600000 29,000,000 1800000 2000000 1800000 2000000 29,000,000 U6666.0001.241 7/26/2024 PANORAMA DRIVE PEMB CLADDING Fastener Calculations JBA ESS TBP Screw uplift capacity =225lbs Per calculations worst case wind pressure on roof zone 1= 17.7psf (ASD) Tributary area to fastener= 3' purlin spacing x 2' sleeper spacing =6ft^2 Uplift = 106lbs Per calculations worst case wind pressure on roof zone 2= 30.7psf (ASD) Tributary area to fastener= 3' purlin spacing x 2' sleeper spacing =6ft^2 Uplift = 184lbs Per calculations worst case wind pressure on roof zone 3= 45.4psf (ASD) Tributary area to fastener= 3' purlin spacing x 2' sleeper spacing =6ft^2 Uplift = 272lbs Use two screws within 4' of edge Per calculations worst case wind pressure on roof overhangs= 63.6psf (ASD) Tributary area to fastener= 1' purlin spacing x 2' sleeper spacing =2ft^2 Uplift = 127bs Per calculations worst case wind pressure on wall zone= 25.8psf (ASD) Tributary area to fastener= 1.33' girt spacing x 1' fastener spacing =1.33ft^2 Uplift = 34.3lbs C- F - 2 0 2 3 T E C H S U P © 2 0 2 3 S i m p s o n S t r o n g - T i e C o m p a n y I n c . Simpson Strong-Tie® Fastening Systems Technical Guide 212 Wood-to-Steel Fastening Wood-to-Steel Fastening TBP — Allowable Loads — DFL and SP Lumber Attachment to Steel (Steel Members 16 ga. – 1/4" Thick) Model No. Length in. (mm) Nominal Wood Thickness (in.) Steel Thickness [mil (ga.)] Reference DFL/SP Allowable Loads (lb.) Uplift Shear CD = 1.0 CD = 1.6 CD = 1.0 CD = 1.6 TBP1460 2 3/8 (60) 2x 54 (16)195 195 210 335 68 (14)225 225 210 335 97–375 (12 – 5⁄16")245 390 215 345 TBP1475 3 (75) 54 (16)195 195 210 335 68 (14)225 225 210 335 97–375 (12 – 5⁄16")245 390 215 345 1. For use with structural steel members up to 1/4" thick or cold-formed steel members 54 mil (16 ga.) or thicker. 2. Minimum steel strength Fu = 45 ksi. 3. Product is available in two coatings. TBP screws have a black phosphorous coating. TBG screws have a mechanically galvanized (N2000) coating for additional corrosion protection. 4. Reference allowable loads are based on tests using 2x (1.5 in.) thick wood members. 5. Use increased allowable loads (CD = 1.6) only when resisting wind or seismic forces. Values must be multiplied by all applicable adjustment factors per the NDS. 6. Minimum fastener spacing requirements to achieve allowable loads: 4" end distance, 1.5" edge distance, 1.5" between staggered rows, 3" between non-staggered rows, and 4" between fasteners in a row. 7. Visit strongtie.com/drawings and search for SD1-M for additional detail sheets and load tables in DWG, PDF or DXF format. 4" min. 3" min. 1½" min. 1½" min. 1/4" max. Uplift Shear Strong-Drive ® TBP WOOD-TO-STEEL Screw Common Applications: • Wood to hot-rolled steel (Maximum recommended thicknesses: 1/4") For more information, see pp. 115 and 235, C-F-2023 Fastening Systems catalog 2 3/8" – 3" .0.46" Wo o d a n d S h e a t h i n g t o S t e e l F a s t e n i n g C- F - 2 0 2 3 T E C H S U P © 2 0 2 3 S i m p s o n S t r o n g - T i e C o m p a n y I n c . Simpson Strong-Tie® Fastening Systems Technical Guide 214 Sheathing-to-Steel Fastening PPHD — Pullout Loads — Steel Connections Model No.Size Load Description Pullout (lb.) Steel Thickness: mil (ga.) 27 (22) 33 (20) 43 (18) 54 (16) 68 (14) 97 (12) PPHD11516 PPHDQ11516 #8 Allowable Strength (ASD) 60 85 135 195 —— Design Strength (LRFD) 100 140 220 315 —— Nominal Strength 155 225 335 485 —— PPHD134 PPHDQ134 PPHD3 #10 Allowable Strength (ASD) 60 85 140 205 310 440 Design Strength (LRFD) 100 140 220 330 500 700 Nominal Strength 155 225 340 505 765 1,075 PPHDQ134 #12 Allowable Strength (ASD) 65 85 140 210 335 475 Design Strength (LRFD) 105 140 225 335 540 760 Nominal Strength 170 235 350 515 825 1,170 1. Screws and connections have been tested per AISI Standard Methods S904-13 and S905-13. 2. Values are based on cold-formed steel (CFS) members with a minimum yield strength, Fy of 33 ksi and minimum tensile strength, Fu of 45 ksi for 43 mil (18 ga.) to 27 mil (22 ga.), and a minimum yield strength, Fy of 50 ksi and minimum tensile strength, Fu of 65 ksi for 54 mil (16 ga.) to 97 mil (12 ga.). 3. For design purposes, steel-sheet thicknesses are 0.0283" for 27 mil (22 ga.), 0.0346" for 33 mil (20 ga.), 0.0451" for 43 mil (18 ga.), 0.0566" for 54 mil (16 ga.), 0.0713" for 68 mil (14 ga.) and 0.1017" for 97 mil (12 ga.). The actual sheet thickness shall not be less than 95% of these design thicknesses as specified in AISI S100-12. 4. A minimum of three exposed screw threads are required to achieve the loads in the Table. 5. PPHDQxxx models have Quik Guard® coating; PPHDxxx models have yellow zinc coating. Strong-Drive ® PPHD SHEATHING-TO-CFS Screw Common Application: Wood structural panel/sheathing to cold-formed steel (#8 — maximum thickness: 54 mil / 16 ga.; #10 and #12 — maximum thickness: 97 mil / 12 ga.) Codes/Standards: ASTM C1513 compliant, ICC-ES ESR-4208 For more information, see pp. 118 and 239, C-F-2023 Fastening Systems catalog 1 3/4" – 3" PPHD — Pull-Through Loads — Rated Sheathing Panels Model No. Screw Size Load Description Reference Pull-Through Loads (lb.) Minimum Nominal Panel Thickness (in.) Plywood OSB 15⁄32 19⁄32 23⁄32 15⁄32 19⁄32 23⁄32 PPHD11516 PPHDQ11516 #8 ASD 83 84 116 49 109 117 LRFD 179 181 250 106 235 255 Nominal strength 415 420 580 245 545 585 PPHD134 PPHDQ134 PPHD3 #10 ASD 75 85 118 52 111 114 LRFD 162 184 255 112 240 245 Nominal strength 375 425 590 260 555 570 PPHDQ134 #12 ASD 135 154 165 86 140 166 LRFD 290 330 355 185 305 360 Nominal strength 675 770 825 430 701 830 1. The tabulated values are based on testing per AC233. 2. ASD pull-through loads based on a factor of safety of five applied to the nominal strength value (CD = 1.0, increases to CD = 1.6 allowed where applicable). 3. LRFD load based on adjustment of ASD load per NDS 2018, Appendix N using K F = 3.32, φζ = 0.65, and λ = 1.0. 4. PPHDQxxx models have Quik Guard® coating; PPHDxxx models have yellow zinc coating. Wo o d a n d S h e a t h i n g t o S t e e l F a s t e n i n g