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YCS Transportation TI Structural CalculationsSTRUCTURAL CALCULATIONS FOR YELM COMMUNITY SCHOOLS TRANSPORTATION TI 202 NW STEVENS AVE YELM, WA 98597 PREPARED BY PCS STRUCTURAL SOLUTIONS AUGUST 7, 2024 24-283 ASCE Hazards Report Address: 202 Stevens Ave NW Yelm, Washington 98597 Standard:ASCE/SEI 7-16 Latitude:46.944746 Risk Category:II Longitude:-122.604028 Soil Class:D - Default (see Section 11.4.3) Elevation:341.87628370578875 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 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: Wed Jul 31 2024 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://ascehazardtool.org/Wed Jul 31 2024 SS : 1.289 S1 : 0.465 F a : 1.2 F v : N/A SMS : 1.546 SM1 : N/A SDS : 1.031 SD1 : N/A T L : 16 PGA : 0.508 PGA M : 0.61 F PGA : 1.2 Ie : 1 C v : 1.358 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Jul 31 2024 Page 2 of 3https://ascehazardtool.org/Wed Jul 31 2024 The ASCE 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 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 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 Hazard Tool. Page 3 of 3https://ascehazardtool.org/Wed Jul 31 2024 GROUND SNOW LOADS COUNTY Recommended Ground Elevation1 Snow Load2 City (FT) (PSF) 32. SPOKANE Cheney 2400 36 Deer Park 2130 59 Medical Lake 2420 36 Mount Spokane Ski Area Bottom 4600 3 120 Top 5800 3 151 * Spokane 2000 39 Rockford 2361 32 33. STEVENS Boundary 1400 3 48 Chewelah 1671 50 * Colville 1610 3 46 Hunters 1560 3 64 Kettle Falls 1625 45 Northport 1328 3 47 Springdale 2070 56 Wellpinit 2400 80 34. THURSTON Littlerock 150 15 * Olympia 130 15 Rochester 60 15 Tenino 290 15 Tumwater 220 15 Vail 464 3 22 Yelm 340 18 35. WAHKIAKUM * Cathlamet 53 22 Grays River 27 15 Skamokawa 26 15 36. WALLA WALLA Attalia 380 3 15 Waitsburg 1260 30 * Walla Walla 1000 18 GROUND SNOW LOADS COUNTY Recommended Ground Elevation1 Snow Load2 City (FT) (PSF) 37. WHATCOM Acme 310 22 * Bellingham 100 15 Blaine 45 16 Deming 210 24 Diablo 910 100 Ferndale 60 20 Glacier 900 74 Lawrence 145 3 24 Lynden 103 24 Maple Falls 643 77 Mt. Baker Ski Area 4200 3 588 Newhalem 510 129 Nooksack 84 24 Sumas 36 24 Wickersham 310 28 38. WHITMAN * Colfax 1962 26 Lacrosse 1481 15 Palouse 2426 36 Pullman 2400 30 Rosalia 2232 36 St. John 1980 3 41 Tekoa 2494 39 39. YAKIMA American River 2800 165 Goose Prairie 3266 172 Grandview 800 3 15 Naches 1470 38 Rimrock Lake 2950 110 Sunnyside 770 15 Toppenish 760 17 Wapato 855 17 White Swan 973 37 White Pass Ski Area 4720 244 * Yakima 1066 19 * Denotes County Seat 1 Source unless noted: U. S. Geological Survey, Geographic Names Information System, U.S.G.S. Earth Science Information Center, Spokane, WA. 2 In no case should the roof design live load be less than the minimum as required by the 1994 Uniform Building Code Section 1605 nor less than required by the local Building Official. 3 Source of elevation: U.S.G.S. map per U.S.G.S. Earth Science Information Center, Spokane, WA. Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com JTG Yelm SD TI 24283 Mezz-Latered I 7/31/24 Mezzanine Lateral Design : Seismic Design Criteria : Metal Stud Shear Walls WI GWB One Side R =2 , do =2 .5 ,Ca =Z Par ASCE-7 Hazards , SDs =1 .031 Risk Category1 ->Fe =1 .0 C ==0.412 Assume 10psf mass multiplied over mezzanine plan area (Includes weight of walls) ->W =l0pst +375 ft2 =3750' V =CW =0 .412 +37501 =1545' Check Diaphragm ,Shortest Length =14. 75' Voia = 0 .7 +0 .5 x 154513 =37 f 14 .75 See attached from CFSEI Technical Note 5556-1 , Use 15/32"Plywood sheathing w/#806"0 .C . panel edge screw Spacing , Unblocked Capacity =III glf >Voia FOK Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com JTG Yelm SD TI 24283 Mezz-Latered Z 7/31/24 Check Shear Wall Capacity Shortest Shear Wall Pier =14 . 75 Vsw = 0.7 +0.5x 1545 =379lf14.751 Per AlS15400 , For Metal Studs w/LWB or one side of wall with #824"0 .C .paneledgespacing, Capacity =1189lf >Vsw For Check Hokowns Mo +=0 .7 +0 .5 +15451 +4:0"=48671b-ft Mizes =(0.0 -0.2 (1 . 0312)(l0psfx4x 14 . 5)(1) =37251b-F+ -1 = 4867 -3725 =791 -Use S/AD4T4 .5. TALL =17801 OK w/Overstrength, T=2 . 5 +7413 =148's By inspection , Use 3%8 "O Expansion Anchor to existing slab on grade Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com JTG Yelm SD TI 24283 Roof Purlins 3 815/24 Upgrades to (E)Roof Furlins for New Hanging Loads Existing 4 "Z-Porlins &5'8"O .C .,Span :74 :0: Sister New 8 "metal Strol to (E)Porlin to provide additional capacity for new hanging loads . New Ceiling Cruc : Distributed Dead Load =5 psf (Ceiling +Misc . ) Concentrated Dead Loud =2501eMidspan (Mech FBD :P ↓↓d add &↓ A A ---- #11 "↓↓ 22 :0 " w =5 psf +5.671 =29plf Design Completed in Simpson CFS Designer , see attached orteuts At typical joists ,provide 8005137-54 At Joists w/mech Unit(s) ,provide 800162-68 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com JTG Yelm SD TI 24283 Roof Purlins 4 815/24 Check Existing Roof Forlins : Need to determine if existing porlins have sufficient Shear capacity to transfer new and existing loads to supports Per Measurements taken in field , the exist portin dimensions are as follows : ,--*Assume 18 CA -+=0.0478" 4. 5 " *Assume Fy =36ksi - ↓X J" Per Simpson ,Vmax =444'from new load Existing Louds :Assume 15psf DL ,25 est Snow W =(15+25)(5. 677 :It gif V =w =24 =2724' VTotal =444lb +27241 =31681 Web Area =0 . 0478"-a"=0 .43 in Vall :it"0 .6xJaksi x 0 . 43in2 =55731 OK ->Existing Purlins have sufficient shear capacity Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com JTG Yelm SD TI 24283 Hanging Mech 5 815/24 Supports For Hanging Mech Units : Heaviest Mech Unit =500 ,per Mech ~Cit ↓5'8"t Type Unistrat j ↓d Plos 125'b 1251b M ===178-=2127b-in ~Per Unistort , T1000 Marc =50tolb-in = OK ·Leftover capacity for seismic demands . Seismic bracing to be bidder designed Per SSMA Design Guide (see attached), #10 Screw Pullout Capacity =109/screw for 43 MK base material ->Use Unistrat T1000 wI (3)#10 screws e each support 3Light Gauge Steel Engineers Association TECH NOTE ( 558b-1) 5/98 Reduction Factor for Panel Buckling Design shears for 3/8 inch panels were reduced by 17 percent for joists spaced at 24 inches on-cen- ter, and design shears for 7/16 inch panels were reduced by 8.5 per- cent for joists spaced at 24 inches on-center. Calculation of Allowable Fastener Loads Table 3 shows the allowable load calculations for screws used to derive the shearwall values. The calculations utilize the formulas in part XI, Section 11.3.2 of the 1991 edition of the National Design Specification (NDS) for wood construction (wood screws with metal side plates). Loads were calculated for #8 screws. Although it is theoretically possible to calculate values for #6 screws, caution should be exercised if #6 screws are used. Tests at the Santa Clara University suggest that the #6 screws exhibit excessively brittle behavior. Preliminary fastener computations based on the thicker gauges of sheet steel did not yield significantly higher load values than the fasteners in the 20 gauge material. There- fore, the diaphragm schedules do not have different allow- able load values for the thicker gauge studs. In addition, it was assumed that a #8 screw, having roughly the same di- ameter as an 10d nail, would fully develop the strength of a 15/32 inch STRUCT I, or C-DX plywood panel. The allowable load values shown in Table 1 are for wind and seismic loads. The values are also limited to 4:1 aspect ratios. Table 2 F em: = 4,450 lb. in2 F es: - 45,000 lb. in2 F yb : 90,000 lb. in2 R e: = Fem F es Z = the lesser of: ts : = .0346 in. <= 20 gauge D: = 0.161 in <= #8 screw KD: = 2.2 k: = -1+ 2 (1+ R e) F yb (2 + R e) D 2 Re 2 F em • t s 2 = 112 lb.<= Governs = 172 lb. k • D • ts • Fem KD (2 + R e) D2 1.75 Fem Fyb K D 3 (1 + Re ) + Connection Strength Calculation Allowable Shear for Wind or Seismic Forces (Pounds per foot for wood structural panel shearwalls with cold-formed steel framing spaced at 24 inches on-center) 1,2 Table 1 PANEL GRADE Structural 1 C-D, C-C Sheathing, plywood panel siding, and other grades covered in UBC Standard 23-2 or 23-3 Screw Size (Dia. = in.) #8 (D = 0.161”) #8 (D = 0.161”) Plywood Thickness (in.) 3/8 7/16 15/32 3/8 7/16 15/32 BLOCKED DIAPHRAGMS Screw spacing at diaphragm boundary edges and at all continuous panel edges (in.) 6 4 2.5 2 Screw spacing at other plywood panel edges (in.) 6 6 4 3 307 409 654 818 307 451 721 902 370 493 788 986 276 368 589 736 304 406 649 812 333 444 709 887 UNBLOCKED DIAPHRAGMS Screws spaced at 6 inches max. at supported ends (in.) Load perpendicular to unblocked edges and continuous panel joints 274 302 330 247 272 297 Other configurations 205 226 247 184 203 222 1. All panel edges backed with 1.5 inch or wider framing. Space screws at 6 inches (152 mm) on center along intermediate framing members for 3/8 inch (9.5 mm) and 7/16 inch (11 mm) panels and 12 inches (305 mm) for other panel thicknesses. 2. Screws shall be self-drilling, self-tapping wafer head or bugle head screws of the minimum diameter shown. 3. Corresponds to 20 gauge, 18 gauge, and 16 gauge. Stud Thicknesses 33 mil, 43 mil & 54 mil 33 mil, 43 mil & 54 mil 33 mil, 43 mil & 54 mil 33 mil, 43 mil & 54 mil 33 mil, 43 mil & 54 mil 33 mil, 43 mil & 54 mil 3 R M : I Dili InI ■C'1►► W, The SMIJU series of holdowns combines performance with ease of installation. The pre -deflected geometry virtually eliminates material stretch, resulting in low deflection under load. Installation using self -drilling screws into the studs reduces installation time and ° saves labor cost. ° Material: 118 mil (10 ga.) Pilot holes fr.• ° Finish: Galvanized (G90) manutachinnJ purposes ° Installation: itastener ° • Use all specified fasteners; see General Notes not required! a e ■ Use standard #14 self -drilling screws to o fasten to studs a ■ Anchor bait washer is not required ■ See S13, SSTB and PAB anchor bolts on pp. 183 and 185 for cast -in -place ancharage options ■ See SET-3G- and AT-XF12 adhesive products at strongtie.com for anchor bolt retrofit optionsa' Codes: See p. 13 for Code Reference Key Chart Shearwall chord studs I � Holdown bearing Holdown plate .f Rod 18" max. 5° slope max. r12L1 1 1 Coupler Top of 4 Bottom concrete A 1.5" max. 4 track d - -.4 c a 4 e a General Holdown and Tension Ties Raised off CFS Bottom Track SIH DU US Patents: 5,979,130 and 6,112,495 Typical 51HIDU Installation Typical 51HDU Floor -to -Floor Installation 51HDU Holdowns S These products are available with additional corrosion protection. Additional products on this page may also be mailable with this option. Check with Simpson Strong Tie for details. i ■ Model R [in.] Fasteners Stud Member Thicknessz mil [ga.] ASD LRFD Nominal Code Ref. Anchor metBolt Diameter [in.] Stud Fasteners Tension Load (Ib.) Deflection at ASD Load' [in.] Tension Load fib.) Deflection at LRFD Load' [in.) Tension Loads (Ib.) SIHDD4 77Ia (6) 414 33 (20) 1195 0.069 1,795 0.116 3,575 — 43 [18] 1,780 0.068 2,670 0.106 5,095 54 [16] 2,550 0.031 4,080 0.053 6,900 2-33 (2-20) 2,320 0.093 3,705 0.149 5,685 IBC, FL, LA 2-43 {2-18) 3,825 0.115 6,105 0.190 9,365 2-54 [2-16] 3,970 0.093 6,345 0.156 9,730 4S6" A36 Steel 4,470 0.063 7,165 0.103 12,120 51HDL16 10�'e 5/e {121 ik14 33 (20) 2,390 0A64 3,590 0.119 6,590 43 [18] 3,295 0.054 5,270 0.108 8,915 54 [16] 5,100 0.073 8,160 0.167 13,805 68 [14] 5,570 0.052 8,915 0.095 15,075 2-33 (2-20) 4,895 0.125 9,495 0.250 10,470 IBC, FL: LA 2-43 (2-18) 6,125 0.119 9,690 0.250 15,460 2-54 [2-16] 6,125 0.108 9,785 0.234 15,005 fs" A36 Steel 7,000 0.069 10,000 0.185 14,695 SIHDD9 12I/e 7/e (18) W 33 (20) 2,855 H29 4,570 0.045 7,730 — 43 [18] 3,725 0.037 5,960 0.061 10,080 54 [16] 6,750 0.071 10,805 0.131 19,270 68 [14] 8,355 0.087 13,370 0.159 22,610 97 (12) 8,355 0.087 13,370 0.159 22,610 2-33 (2-20) 6,965 0.103 11,125 0.189 13,165 IBC, FL, LA 2-43 (2-18) 9,255 0.125 15,405 0.250 21,810 2-54 [2-16] 9,990 OJ06 15,960 0.225 24,480 -Ss" A36 Steel 14,625 0.136 20,890 0.185 31,455 SIOU11 16% 7A (27] 914 43 [18] 4,225 0.039 6,765 0.062 11,440 54 [16] 7,665 0.070 12,265 0.109 20,740 68 [14] 9,655 0.087 15,450 0.143 26,130 97 (12)3 14,925 0.129 23,880 0.235 40,385 2-33 (2-20) 6,965 0.103 11,125 0.189 13,165 IBC, FL, LA 2-43 (2-18) 9,595 0.096 15,330 0.162 23,515 2-54 [2-16] 9,675 0.110 15,460 0.158 23,710 2-43 (2-18)3 11,100 0.125 17,500 0.250 24,955 2-54 [2-16]3 12,175 0.125 19,445 0,243 29,825 3is" A36 Steel' 16,010 0.127 22,875 0.185 31,715 1. The designer shall specify the foundation anchor material type, embedment, and configuration. Some of the tabulated holdown tension loads exceed the tensile strength of typical ASTM A36 or A307 anchor bolls. 2. it is acceptable to use the capacity listed for the thickest single member or back-to-back members for thicker stud members in the same configuration. Stud design by specifier. 3. A heavy hex nut for the anchor bolt is required to achieve the table loads for S7HDUI I 4. Deflection at ASD or LRFD is the deflection of the fastener slip, holdown deformation, and anchor rod elongation for hoklowns installed up to 4" above the top of concrete when loaded to the ASD and LRFD load, respectively. Holdowns may be installed raised to 18" above the top of concrete, with no load reduction provided that additional elongation of the anchor rod is accounted for. This movement is strictly due to the holdown deformation under a static load test attached to members listed in the table above. 5. The Nominal Tension Load is based on the tested average uftimate (peak) load and is provided for design under section E1 of AISI S400 that categorized the holdowns as capacity -protected components. Based on AISI S400, the nominal load shall be greater than or equal to the required strength. Per AISI S400, holdowns are Capacity Protected Components and they are not part of the designated energy -dissipating mechanism. Nominal strength to resist amplified seismic load is not required. & See the current Fastenng Systems catalog at strongtie.com for mare information on Simpson Strong Tie fasteners. www.SSMA.com70 Copyright © 2015 by the SSMA Table Notes Allowable Screw Connection Capacity (lbs) Thickness (Mils)Design Thickness Fy Yield (ksi) Fu Tensile (ksi) #6 Screw #8 Screw #10 Screw #12 Screw ¼" Screw (Pss = 643 lbs, Pts = 419 lbs)(Pss= 1278 lbs, Pts = 586 lbs)(Pss= 1644 lbs, Pts = 1158 lbs)(Pss= 2330 lbs, Pts = 2325 lbs)(Pss= 3048 lbs, Pts = 3201 lbs) 0.138" dia, 0.272" Head 0.164" dia, 0.272" Head 0.190" dia, 0.340" Head 0.216" dia, 0.340" Head 0.250" dia, 0.409" Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127270.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191300.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318430.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 9361180.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752680.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948970.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,0671180.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Allowable Weld Capacity (lbs / in) Thickness (Mils)Design Thickness Fy Yield (ksi) Fu Tensile (ksi) Fillet Welds Flare Groove Welds Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663540.0566 33 45 626 1084 682 832680.0713 33 45 789 1365 859 1048970.1017 33 45 1125 1269 - 1 - 1 54 0.0566 50 65 905 1566 985 1202680.0713 50 65 1140 1972 1241 1514970.1017 50 65 1269 1269 - 1 - 1 Screw and Weld Capacities Weld Capacities Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. 1. Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. 1Weld capacity for material thickness greater than 0.10” requires engineering judgment to determine leg of welds, W1 and W2. Section: 800S137-54 (50 ksi) Single C Stud (punched) Maxo =2702.0 ft-lb 2091.3 lbVa =I =4.97 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span NA Full, 264.0"N/A - Web Crippling Support Load (lb)(in)Max Int.Stiffener? Bearing Pa M (lb)(ft-lbs) R1*319.00 1.00 NO0.0 0.30544.0 R2*319.00 1.00 NO0.0 0.30544.0 "*" after support means punched near support Code Check Required Interaction NotesAllowed Max. Axial, lbs 0.0(t)0%KΦ=0.00 lb-in/in Max KL/r = N/A-Span Max. Shear, lbs 319.0 15%Shear (Punched)2091.3 Max. Moment (MaFy, Ma-dist), ft-lbs 1754.5 78%Ma-dist (control),KΦ=0.00 lb-in/in2249.8 Moment Stability, ft-lbs 1754.5 65%2702.0 Shear/Moment 0.65 65%Shear 0.0, Moment 1754.51.00 Axial/Moment 0.78 78%Axial 0.0(c), Moment 1754.51.00 Deflection Span, in 1.042 --meets L/253-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction NAR10.0 319.0 NABy Others & Anchorage Designed by Engineer NAR20.0 319.0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:24283 jtg Model:New Roof Joists AISI S100-16w/S2-20Code: Page 1 of 1 Date: 08/06/2024 Simpson Strong-Tie® CFS Designer™ 5.2.6.0 Section: 800S162-68 (50 ksi) Single C Stud (punched) Maxo =4150.2 ft-lb 4220.7 lbVa =I =7.07 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span NA Full, 264.0"N/A - Web Crippling Support Load (lb)(in)Max Int.Stiffener? Bearing Pa M (lb)(ft-lbs) R1*444.00 1.00 NO0.0 0.28834.6 R2*444.00 1.00 NO0.0 0.28834.6 P1 250.00 1.50 NO3129.5 0.522117.7 "*" after support means punched near support P1Point Loads Load(lb)250.00 11.00X-Dist.(ft) Code Check Required Interaction NotesAllowed Max. Axial, lbs 0.0(t)0%KΦ=0.00 lb-in/in Max KL/r = N/A-Span Max. Shear, lbs 444.0 13%Shear (Punched)3367.4 Max. Moment (MaFy, Ma-dist), ft-lbs 3129.5 87%Ma-dist (control),KΦ=0.00 lb-in/in3600.8 Moment Stability, ft-lbs 3129.5 75%4150.2 Shear/Moment 0.75 75%Shear 125.0, Moment 3129.51.00 Axial/Moment 0.87 87%Axial 0.0(c), Moment 3129.51.00 Deflection Span, in 1.192 --meets L/221-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction NAR10.0 444.0 NABy Others & Anchorage Designed by Engineer NAR20.0 444.0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:24283 jtg Model:New Roof Joists - With Heavy Point Load AISI S100-16w/S2-20Code: Page 1 of 1 Date: 08/06/2024 Simpson Strong-Tie® CFS Designer™ 5.2.6.0 Section: 800S162-54 (50 ksi) @ 16" o.c. Single C Stud (punched) Maxo =3065.9 ft-lb 2091.3 lbVa =I =5.60 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span NA 48.0", 126.0"MSUBH3.25 (Max)- Web Crippling Support Load (lb)(in)Max Int.Stiffener? Bearing Pa M (lb)(ft-lbs) R1*280.00 1.00 NO0.0 0.27544.0 R2*280.00 1.00 NO0.0 0.27544.0 "*" after support means punched near support Code Check Required Interaction NotesAllowed Max. Axial, lbs 0.0(t)0%KΦ=0.00 lb-in/in Max KL/r = N/A-Span Max. Shear, lbs 280.0 13%Shear (Punched)2091.3 Max. Moment (MaFy, Ma-dist), ft-lbs 735.0 28%Ma-dist (control),KΦ=0.00 lb-in/in2625.6 Moment Stability, ft-lbs 735.0 26%2788.4 Shear/Moment 0.24 24%Shear 0.0, Moment 735.01.00 Axial/Moment 0.28 28%Axial 0.0(c), Moment 735.01.00 Deflection Span, in 0.088 --meets L/1427-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction NAR10.0 280.0 NABy Others & Anchorage Designed by Engineer NAR20.0 280.0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:24283 jtg Model:New Mezzanine Joist AISI S100-16w/S2-20Code: Page 1 of 1 Date: 08/06/2024 Simpson Strong-Tie® CFS Designer™ 5.2.6.0 Section : 600S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo =1271.1 ft-lb 1415.7 lbVa =I =2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span 48.0", 48.0"48.0", 120.0"LSUBH3.25 (Min)0.12 Web Crippling Support Load (lb)(in)Max Int.Stiffener? Bearing Pa M (lb)(ft-lbs) R2 33.33 1.00 NO0.0 0.07259.1 R1 33.33 1.00 NO0.0 0.07259.1 "*" after support means punched near support Gravity Load Type Load (lb) Uniform 0.00plf P1y 250.00lb @ 10.00ft Code Check Required Interaction NotesAllowed Max. Axial, lbs 250.0(c)7%KΦ=0.00 lb-in/in Max KL/r = 833522.2(c)Span Max. Shear, lbs 33.3 3%Shear (Punched)1240.3 Max. Moment (MaFy, Ma-dist), ft-lbs 83.3 8%Ma-dist (control),KΦ=0.00 lb-in/in1087.9 Moment Stability, ft-lbs 83.3 7%1222.3 Shear/Moment 0.07 7%Shear 0.0, Moment 83.31.00 Axial/Moment 0.15 15%Axial 250.0(c), Moment 83.31.00 Deflection Span, in 0.022 --meets L/5465-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction NAR233.3 0.0 NABy Others & Anchorage Designed by Engineer NAR133.3 250.0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:24283 jtg Model:Typical Mezzanine Stud AISI S100-16w/S2-20Code: Page 1 of 1 Date: 08/06/2024 Simpson Strong-Tie® CFS Designer™ 5.2.6.0 Section : 600S137-33 (33 ksi) @ 24" o.c. Single C Stud (punched) Maxo =748.6 ft-lb 638.1 lbVa =I =1.55 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span NA 48.0", 216.0"LSUBH3.25 (Min)0.14 Web Crippling Support Load (lb)(in)Max Int.Stiffener? Bearing Pa M (lb)(ft-lbs) R2 90.00 1.00 NO0.0 0.31152.8 R1 90.00 1.00 NO0.0 0.31152.8 "*" after support means punched near support Gravity Load Type Load (lb) Uniform 0.00plf Code Check Required Interaction NotesAllowed Max. Axial, lbs 0.0(t)0%KΦ=0.00 lb-in/in Max KL/r = N/A-Span Max. Shear, lbs 90.0 14%Shear (Punched)638.1 Max. Moment (MaFy, Ma-dist), ft-lbs 405.0 62%Ma-dist (control),KΦ=0.00 lb-in/in651.0 Moment Stability, ft-lbs 405.0 59%684.3 Shear/Moment 0.54 54%Shear 0.0, Moment 405.01.00 Axial/Moment 0.62 62%Axial 0.0(c), Moment 405.01.00 Deflection Span, in 0.517 --meets L/418-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction NAR290.0 0.0 NABy Others & Anchorage Designed by Engineer NAR190.0 0.0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:24283 jtg Model:Typical Interior Stud AISI S100-16w/S2-20Code: Page 1 of 1 Date: 08/06/2024 Simpson Strong-Tie® CFS Designer™ 5.2.6.0 Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 2.50 0.00 0.00 8.00 1,500.0 35.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =6.000 (Multiplier used on soil density) Uniform Seismic Force =20.000 Total Seismic Force =66.667 Method : Uniform Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.80 Global Stability =3.77 OK Sliding =1.58 OK Total Bearing Load =817 lbs ...resultant ecc.=3.34 in Eccentricity within middle third Soil Pressure @ Toe =671 psf OK Soil Pressure @ Heel =60 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =940 psf ACI Factored @ Heel =84 psf Footing Shear @ Toe =1.1 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =241.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 256.0 125.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =12.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.061 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,387.6 =psi Shear.....Allowable =48.3psi Wall Weight =100.0psf Rebar Depth 'd'=4.00in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =2,500.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =225.0lbsStrength Level Service Level Strength Level =208.3ft-# Service Level Strength Level =4.7psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0126 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area :0.2 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area :0.5419 in2/ft #6@ 30.56 in #6@ 61.11 in 0.67 1.33 10.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500 psi Toe Width =ft Heel Width = Footing Thickness =in 2.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in =None Spec'd = = = = = 940 190 53 136 1.06 43.09 Heel: 84 39 106 66 1.87 41.15 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 10.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.43 0.22 #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in in2 in2 /ft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in supplemental design for footing torsion. ĳ Mn 8,0656,985=ft-# Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =46.7 = = 49.1 0.34 16.5= = =Seismic Earth Load = 1.67 77.8 Stem Weight(s) = 250.0 1.00 250.8 Earth @ Stem Transitions =Footing Weight = 250.0 1.00 250.0 Key Weight = Added Lateral Load lbs =293.8 Vert. Component Total = 731.6 821.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =241.1 O.T.M. = Resisting/Overturning Ratio =2.80 Vertical Loads used for Soil Pressure =817.4 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 182.4 1.67 1.67 304.3 304.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 194.4 1.11 216.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.023 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =18.72 in Development length for #4 bar specified in this stem design segment =14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment =5.91 in As Provided =0.2000 in2/ft As Required =0.1728 in2/ft Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014122, Build:20.24.07.08 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:Typical Ramp Footing & Stem Wall Project File: 24283 jtg.ec6 Project Title: Engineer: Project ID: Project Descr: