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REVIEWED BLD2022-1603+Structural_Analysis_or_Calculations+11.21.2022_9.34.00_AM+3230476RECEIVED Nov 21 2022 DEVEITOPMENT SERVICES DEPARTMENT DEI DIBBLE ENGINEERS INC November 17, 2022 Mr. Doug Frohardt Mr. Robert Osborne Mr. Dale Willemse Comfort Systems Northwest 17683 12811 PI NE Woodinville, WA 98072 Re: Sunrise Edmonds RTU Replacement DEI Job #: 22-369 REVIEWED BY CITY OF EDMONDS Dear Mr. Frohardt, Mr. Osborne, and Mr. Willemse: BLD2022-1603 Dibble Engineers, Inc. (DEI) has completed a review of the new rooftop unit proposed for installation at the Sunrise Senior Living building located at 750 Edmonds Way in Edmonds, WA. DEI's scope of review is limited to the structural feasibility of the existing curb and roof framing members to support the new unit as well as the seismic anchorage design of the unit. The new rooftop unit is a Trane brand model number YSC048G3EMB. The new unit is proposed to replace an existing Trane unit, model number YSC048A3. The new unit will be located at the same location as the existing unit and will be mounted to an existing steel curb. The existing unit has a maximum operating weight of 505 pounds. The new proposed unit has a maximum operating weight of 492 pounds. Per our review, the replacement of the existing rooftop unit with the new unit will be structurally acceptable due to the decreased maximum weight. Per the International Existing Building Code (IEBC) 2018 Section 706.2 regarding Level 1 Alterations for addition or replacement of equipment: "Any existing gravity load -carrying structural element for which an alteration causes an increase in design dead, live or snow load, including, snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the International Building Code for new structures." As the maximum weight of the new unit is less than that of the existing, the loading on the existing steel curb and roof framing members will be decreased. As such, the IEBC section listed above applies and no further strengthening or additional framing support will be required. The existing curb and roof framing members will be structurally adequate to support the new unit. Seismic anchorage of the new unit to the existing steel curb shall consist of a minimum of twelve #10 x 4" long SMSs, per the attached sketch, SK-1. Verify that the anchorage of the existing steel curb to the existing wood -framed roof consists of a minimum of four 1/4" diameter x 4-1/2" long SDS screws, per the attached sketch, SK-1. Dibble Engineers review is limited to the support and anchorage of the rooftop unit as described above. Dibble Engineers did not conduct a comprehensive building analysis for either vertical or lateral loads. DEI's scope of analysis does not include the structural integrity of the unit itself. Unless specifically discussed in our review, no other DEI DIBBLE ENGINEERS INC conditions were evaluated or considered. Our review and discussion summary does not provide warranty either expressed or implied to the existing conditions. Dibble Engineers appreciates your business. We invite you to please contact us with any questions or for clarifications to our work, and we will be happy to assist. Sincerely, DIBBLE ENGINEERS, INC. 5A�a Sarah Bach, EIT Design Engineer sarah dibbleengineers.com cc: Beth Jensen, PE, SE (DEI) Justin Wang, EIT (DEI) Attachments: Sketch SK-1, structural calculations, reference materials PAGE 20F2 UNIT TO CURB, MIN (3) #10 x 4" SMSs, EA SIDE, ALL AROUND, M (E) CURB T( STRUCTURI MIN (2) SIDS EA SIDE, MI FIELD VERII (E) ROOF S T/(E) SHTG PROJECT: DEI DIBBLE ENGINEERS INC www.dibbleengineers.com 1029 Market Street, Kirkland, WA 98033 425.828.4200 DRAWN REVIEW BY: SKB BY: BAJ SCALE: NTS DATE: 11.16.2022 TITLE: BASE OF UNIT, UNIT BY OTHERS, MAX 492# WT (E) CURB TO REMAIN k", ,., 1 , ,%AMING SUNRISE EDMONDS RTU 750 Edmonds Way Edmonds, WA 98020 JOB#: 22-369 RTU (YSC048G3EMB) to (E) Roof Attachment Detail I SHEET # SK-1 DEI DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS SUNRISE EDMONDS RTU 750 Edmonds Way Edmonds, WA 98020 Prepared for Comfort Systems Northwest Project # 22-369 November 16, 2022 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ L)TC Hazards by Location Search Information Address: 750 Edmonds Way, Edmonds, WA 98020, USA Coordinates: 47.7925763,-122.3709936 Elevation: 293 ft Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year 2022-11-14T23:30:25.416Z Wind ASCE 7-10 67 mph MRI 10-Year 73 mph MRI25-Year 78 mph MRI50-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category 11 97 mph Risk Category 111 104 mph Risk Category IV 108 mph Risk Category I Risk Category II Risk Category III -IV 'Po °" 5equim Marysville 4 whidbev Everett 11 293 ft ° t � .- -FAI' - Baker-Snaqualrr National Fores 0 seaule oRedmond Renton Map data ©2022 Google Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ L)TC Hazards by Location Search Information Address: 750 Edmonds Way, Edmonds, WA 98020, USA Coordinates: 47.7925763,-122.3709936 Elevation: 293 ft Timestamp: 2022-11-14T23:35:08.168Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: III Site Class: D-default Basic Parameters Name Value SS 1.281 St 0.45 SMS 1.537 SMt * null SDS 1.024 Sol * null * See Section 11.4.8 fe-e-s Seq uim Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.543 MCER peak ground acceleration Marysville Baker-noqui V^1hid bevFverett National Fo i' 293 ft ° t O� Seattle oRedmord Renlan a C" ___.._ 3p data ©2022 Google Report a map error FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.281 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.99 Factored deterministic acceleration value (0.2s) S1 RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.794 Factored deterministic acceleration value (1.0s) PGAd 0.703 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. DEI DIBBLE ENGINEERS INC www.dibbleengineers.com 1029 Market Street, Kirkland, WA 98033 425.828.4200 PROJECT NAME Sunrise Edmonds RTU PROJECT# 22-369 SUBJECT Building Height 3 STORY BUILDING ASSUME EACH LEVEL IS MAX 10'-0" TALL 30'-0" BUILDING HEIGHT ■ ■"' ■o ■ eA ■� SHEET # DATE 11 /2022 BY SKB WOOD FRAMED ROOF c DEI DIBBLE ENGINEERS INC Mechanical Lateral Analysis: Per IBC 2018 & ASCE 7-16 Proiect: Sunrise Edmonds Proiect #: 22-369 SKB Date: 11 /16/2022 YSC048G3EMB UNIT TO (E) CURB Type = Air -side HVAC, fans, air handlers, air conditioning units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Unit and Attachment Information Operating Weight, Wp= 492 Ibs Unit(s) Weight L = 69.84 in Unit Length W = 44.28 in Unit Width H = 40.92 in Unit Height hcUrb = 0.00 in Total Curb/Adapter Height Building Dimensions h = 30 ft Mean Height of Roof Seismic Desian Forces Chanter 13 - Seismic Desian Rea's for Nonstructural Components See Mechanical Unit Type Above (Table 13.6-1 or 13.5-1) Seismic Design Cat. D Excempt from Chapter 13? Not Excempt (Section 13.1.4) Spectral Accel., SIDS = 1.024 g (Section 11.4.4) Amplification Factor, apa = 2.5 (Table 13.6-1 or 13.5-1) Response Mod. Factor, Rpb = 6 (Table 13.6-1 or 13.5-1) Importance Factor, Ip = 1 (Section 13.1.3) Z = 30 ft Height in Structure to Point of Attach. h = 30 ft Average Roof Height of Structure z/h = 1.0 Seismic Design Force, Fp = 0.51 Wp (Equation 13.3-1) Fp, HORiZ = 252 Ibs (Equation 13.3-1) Fp, HORIZ (MAX) = 806 Ibs (Equation 13.3-2) Fp, HORiZ (MIN) = 151 Ibs (Equation 13.3-3) Fp, VERT = 101 Ibs = 0.2*SIDS*Wp (Section 13.3.1) Overstrength Req'd? No nog = 1.0 Fp, HORiZ = 252 Ibs Fp, VERT = 101 Ibs 1VDE1 Proiect Sunrise Edmonds DIBBLE ENGINEERS I N C Proiect #: 22-369 SKB Date: 11 /16/2022 Wind Design Forces Chapter 29 - Wind Loads on Other Structures ON Design Wind Loads - Other Structures (Section 29.5.1) Basic Wind Speed, V = 97 mph (Figure 26.5-1) Exposure Category B (Section 26.7.3) Exposure Coeff., KZ = 0.7 (Table 29.3-1) Topographic Factor, Kt = 1.00 (Section 26.8.2) Wind Directionality Factor, Kd = 0.95 (Table 26.6-1) Velocity Pressure, qz = 16.0 psf (Equation 29.3-1) Gust -Effect Factor, G = 0.85 (Section 26.9) (GCr) = 1.9 (Section 29.5.1) Vert Projected Area, Af = 19.8 ft2 (Section 29.5.1) Fh = 604 lb (Equation 29.5-2) qZ = 16.0 psf (Equation 29.3-1) (GCS) = 1.5 (Section 29.5.1) Ar = 21.5 ft2 (Section 29.5.1) F = 516 lb (Equation 29.5-3) Overturnina Geomet W = 44.3 in Overturning Moment Arm C9X = 33.0 in Origin to Unit Center of Mass along 'L' Cgy = 9.0 in Origin to Unit Center of Mass along 'W' Cgz = 20.5 in Connection to Unit Center of Mass Governing Forces Factoring Method = ASD Oo = 1.0 Force MRemain (lb -in) Mag. (Ibs) ASD Load Combination Compression 12584 284 D + 0.6W Tension -12354 -279 0.6D + 0.6W Shear - 362 D + 0.6W Anchorage Anchors Per Side 3 Total Anchors 6 Anchor Tension -93 Ibs Anchor Shear 60 Ibs Use #10 SMSs Anchor Capacity (3) #10 SMSs in Ten = 177 Ibs EA :• OK, 53% Stressed (6) #10 SMSs in Shear = 84 Ibs EA :• OK, 72% Stressed DO DIBBLE ENGINEERS INC Ove rtu rn i n i Gcwr+-Crwra Proiect: Sunrise Edmonds Proiect #: 22-369 SKB Date: 111/16/2022 Sketches L Mix ram -- Example Unit Connection to Roof Example Curb Anchors at Roof l� µ, DEI DIBBLE ENGINEERS INC Mechanical Lateral Analysis: Per IBC 2018 & ASCE 7-16 Proiect: Sunrise Edmonds Proiect #: 22-369 SKB Date: 11 /16/2022 YSC048G3EMB (E) CURB TO (E) ROOF FRAMING Type = Air -side HVAC, fans, air handlers, air conditioning units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Unit and Attachment Information Operating Weight, Wp = 700 Ibs Unit(s) Weight (ASSUME MAX (E) CURB WT = 208#) L = 69.84 in Unit Length W = 44.28 in Unit Width H = 40.92 in Unit Height hcrb = 36.00 in Total Curb/Adapter Height (ASSUME MAX (E) CURB HT = 36") Building Dimensions h = 30 ft Mean Height of Roof Seismic Design Forces Chapter 13 - Seismic Design Reg's for Nonstructural Components See Mechanical Unit Type Above (Table 13.6-1 or 13.5-1) Seismic Design Cat. D Excempt from Chapter 13? Not Excempt (Section 13.1.4) Spectral Accel., SIDS = 1.024 g (Section 11.4.4) Amplification Factor, apa = 2.5 (Table 13.6-1 or 13.5-1) Response Mod. Factor, Rpb = 6 (Table 13.6-1 or 13.5-1) Importance Factor, Ip = 1 (Section 13.1.3) Z = 30 ft Height in Structure to Point of Attach. h = 30 ft Average Roof Height of Structure z/h = 1.0 Seismic Design Force, Fp = 0.51 Wp (Equation 13.3-1) Fp, HORIZ = 358 Ibs (Equation 13.3-1) Fp, HORIZ (MAX) = 1147 Ibs (Equation 13.3-2) Fp, HORIZ (MIN) = 215 Ibs (Equation 13.3-3) Fp, VERT = 143 Ibs = 0.2*SIDS*Wp (Section 13.3.1) Overstrength Req'd? No nog = 1.0 FP, HORIZ = 358 Ibs FP, VERT = 143 Ibs 1VDE1 Proiect Sunrise Edmonds DIBBLE ENGINEERS I N C Proiect #: 22-369 SKB Date: 11 /16/2022 Wind Design Forces Chapter 29 - Wind Loads on Other Structures ON Design Wind Loads - Other Structures (Section 29.5.1) Basic Wind Speed, V = 97 mph (Figure 26.5-1) Exposure Category B (Section 26.7.3) Exposure Coeff., KZ = 0.7 (Table 29.3-1) Topographic Factor, Kt = 1.00 (Section 26.8.2) Wind Directionality Factor, Kd = 0.95 (Table 26.6-1) Velocity Pressure, qz = 16.0 psf (Equation 29.3-1) Gust -Effect Factor, G = 0.85 (Section 26.9) (GCr) = 1.9 (Section 29.5.1) Vert Projected Area, Af = 19.8 ft2 (Section 29.5.1) Fh = 604 lb (Equation 29.5-2) qZ = 16.0 psf (Equation 29.3-1) (GCS) = 1.5 (Section 29.5.1) Ar = 21.5 ft2 (Section 29.5.1) F = 516 lb (Equation 29.5-3) Overturnina Geomet W = 44.3 in Overturning Moment Arm C9X = 33.0 in Origin to Unit Center of Mass along 'L' Cgy = 9.0 in Origin to Unit Center of Mass along 'W' Cgz = 56.5 in Connection to Unit Center of Mass Governing Forces Factoring Method = ASD Oo = 1.0 Force MRemain (lb -in) Mag. (Ibs) ASD Load Combination Compression 21632 489 D + 0.6W Tension -18406 -416 0.6D + 0.6W Shear - 362 D + 0.6W Anchorage Anchors Per Side 2 Total Anchors 4 Anchor Tension -208 Ibs Anchor Shear 91 Ibs Use 1/4"x4-1/2" SIDS Anchor Capacity (2) 1/4"x4-1/2" SDS in Ten = 774 Ibs EA :• OK, 27% Stressed (4) 1/4"x4-1/2" SIDS in Shear= 288 Ibs EA :• OK, 31%Stressed 0 TRAII/E (E) MECHANICAL UNIT TO BE REMOVED & REPLACED Weights Table W-1 — Maximum Unit And Comer Weights (Lbs) And Center Of Gravity Dimensions (in.) Tons Unit Model No. Maximum Weights (Lbs)z Shipping Net A Corner Weights (Lbs)' B C D Center of Gravity (In.) Length Width YSCO36A 572 480 151 124 96 109 32 19 3 YHC036A 589 497 158 128 101 110 32 19 YSC 597 159 130 108 109 33 19 4 YHC048A 631 539 166 133 114 126 32 20 YSCO60A 614 522 169 134 105 114 32 18 5 YHCO60A 666 574 179 140 119 136 32 20 YSCO72A 878 735 249 193 132 161 39 21 6 YHCO72A 915 772 249 198 141 184 39 22 YSCO90A 963 820 273 208 146 193 38 22 71/2 YSCO92A 965 822 277 222 147 175 40 21 YHC092A 1066 923 306 243 165 210 39 22 YSC102A 1042 899 297 243 165 194 40 21 8Y2 YHC102A 1100 957 310 252 175 220 40 22 YSC120A 1063 958 317 261 177 202 41 21 10 YHC120A 1203 1060 342 277 197 245 40 22 Notes: 1. Corner weights are given for information only 2. Weights are approximate. CENTER OF GRAVITY AI• LENGTH -►I ^, B CENTER OF I / .. GRAVITY WIDTH DV CENTER OF GRAVITY Table W-2 — Factory -installed Options Net Weights (Lbs)12 Net Weight Accessory 3-57ons 6-101ons Economizer 26 36 Barometric Relief 7 10 Powered Exhaust — 80 Motorized Outside Air Damper 20 30 Manual Outside Air Damper 16 26 Roof Curb 70 115 Oversized Motor 5 8 Belt Drive Motor 31 — Smoke Detector, Return 7 7 Smoke Detector, Supply 5 5 Coil Guards 12 20 Hinged Doors 10 12 Powered Convenience Outlet 38 38 Through the Base Electrical 8 13 Through the Base Gas 5 5 Unit Mounted Circuit Breaker 5 5 Unit Mounted Disconnect 5 5 Novar Control 8 8 Dehumidification (Hot Gas Reheat) Coil 15 25 Notes: 1.Weights for options not listed are < 51bs. 2. Net weight should be added to unit weight when ordering factory -installed accessories 94 RT-PRC006-EN Downloaded from www.Manualstib.com manuals search engine TRAiNE® Job Name: . Prepared By: Gensco Stock Unit Tag:YSC048G3EMB00 Quantity: 1 Trane Precedent Gas/Electric Packaged Rooftop Application Unit Size pp y an �i External "� DX cooling, 4 Ton 048 Airflow Static Height gas heat Pressure 1600 cfm 0.500 in H2O Unit Features -1 Voltage/phase/hertz 208-230/60/3 MCA 25.40 A MOP 35.00 A Timensions (in.) Weight Width Length Minimum Maximum 767.0 lb Controls • Unit Controls Electro mechanical controls 3ph Entering Dry Bulb 80.00 F Capacity Entering Wet Bulb 67.00 F Gross Total 48.90 MBh Ambient Temp 95.00 F Gross Sensible 38.79 MBh Leaving Coil Dry Bulb 56.90 F Net Total 47.58 MBh Leaving Coil Wet Bulb 56.90 F Net Sensible 37.47 MBh Leaving Unit Dry Bulb 58.68 F Fan Motor Heat 1.32 MBh Leaving Unit Wet Bulb 57.60 F Refrig Charge -circuit 1 3.5 lb 006. Refrigeration System Options Leaving Dew Point 56.91 F A EER IEER/SEER 12.0 EER 14.00 Heating Stages 2 Output Heating Capacity 81.00 MBh Output Heating Capacity with Fan 82.58 MBh Heating EAT 70.00 F Heating LAT 117.10 F Heating Temp Rise 47.10 F SectionFan Indoor Fan Data Outdoor Fan Data Type FC Centrifugal Type Propeller Drive Type Direct Fan Quantity 1 Indoor Fan Performance Drive Type Direct Airflow 1600 cfm Outdoor Fan Performance Design ESP 0.500 in H2O Condenser Fan FLA 0.00 A Indoor Motor Operating Power 0.50 bhp Exhaust Fan Data Indoor Motor Power 0.37 kW Type FC Centrifugal 1 Indoor RPM 945 rpm Drive Type Direct Indoor Fan FLA 0.00 A Exhaust Fan Performance Exhaust Fan FLA 0.00 A Power 0.00 kW Circuit 1 RLA 0.00 A Circuit 2 RLA 1.40 A Page 1 of 9 TRAINS® Job Name: . Prepared By: Gensco Stock Unit Tag:YSC048G3EMB00 Quantity: 1 PACKAGED GAS 1 ELECTRICAL CORNER WEIGHT INSTALLED ACCESSORIES NET WEIGHT DATA ACCESSORY WEIGHTS ECONOMIZER MOTORIZED OUTSIDE AIR DAMPER MANUAL OUTSIDE AIR DAM PER BAROMETRIC RELIEF OVERSIZED MOTOR BELT DRIVE MOTOR POWER EXHAUST THROUGHT THE BASE ELECTRICALIGAS (FIDPS) UNIT MOUNTED CIRCUIT BREAKER (FIDPS) UNIT MOUNTED DISCONNECT (FIDPS) POWERED CONVENIENCE OUTLET (FIDPS) HINGED DOORS (FIDPS) HAILGUARD SMOKE DETECTOR, SUPPLYI RETURN NOVAR CONTROL STAINLESS STEELHEAT EXCHANGER REHEAT ROOFCURB BASIC UNIT WEIGHTS CORNER WEIGHTS CENTER OFGRAVITIY SHIPPING NET 205.6Ih 4li.al6 (E}LENGHT (F}WIDTH 593.0lb OTE: All weightsare apprmmate. Weights far Dptionsthat are not list refertD Installation guide. The actual weight are listed Dn the unit nameplate. RefertD unit nameplate and installation guide for weights beforescheduling transportation and installation PACKAGED GAS I ELECTRICAL RIGGING AND CENTER OF GRAVITY iical unit operating weight farthe configuration selected. Estimated nension with installer documants before installation. lion Dnly. ssoriesshDuld be addedtD unit weight when Drdering factory Dr Held 2018-04-18 22:24:57Z Page 5 of 9 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. Allowable Screw Connection•. • #6 Screw #8 Screw #10 Screw #12 Screw Y:' Screw Fu Thickness Design (Pss = 643 Ibs, Pts = 419 Ibs) (Pss= 1278 lbs, Pts = 586lbs) (Pss=1644 Ibs, Pts =1158 Ibs) (Pss= 2330 Ibs, Pts = 2325 Ibs) (Pss= 3048 Ibs, Pts = 3201 Ibs) Yield Tensile (Mils) Thickness (ksi) (ksi) 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 Put84 Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over 18 0.0188 33 33 44 24 84 48 29 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 345 280 124 345 302 144 415 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 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 1 775 1 1,016 572 1,067 Weld Capacities Table Notes 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. Allowable Weld Capacity (lbs Thickness Design Fy Fu Fillet Welds I Flare Groove Welds (Mils) Thickness Yield Tensile (ksi) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 ' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1 1269 ' 'Weld capacity for material thickness greater than 0.10'requires engineering judgment to determine leg of welds, WI and W2. www.SSMA.com MMIM Copyright © 2015 by the SSMA Connector/Steel-to-Wood Fastening StronglDri ve SDS HEAVY-DUTY CONNECTOR Screw Heavy -Duty Simpson Strong -Tie Connectors The Simpson Strong Tie Strong -Drive SDS screw is a'/4"-diameter high -strength structural wood screw ideal for various connector installations as well as wood -to -wood, general metal -to -wood and EWP fastening applications. Install Tips: A low-speed'/2' drill with a 3/s' hex driver (BITHEXR38-134) is the recommended tool for installation. Codes/Standards: [CC -ES ESR-2236; City of L.A. RR25711, State of Florida FL9589 For more information, see p. 60, C-F-2019 Fastening Systems Catalog 0.48 53 — —� � 1l2'-8"IN SDS — Allowable Shear Loads — Steel Side -Plate Applications 1/4 x 1112 SDS25112 1 01K x 2 SDS25200 11/4 1/4 x 21/2 SDS25212 11/2 1b x 3 SDS25300 2 1/4 x 31/2 SDS25312 21/4 Double -barrier coating 1/s x 5 I SDS25500 I 2-Y4 1/4 x 8 I SDS25800 I 31/4 1/4 x 11h SDS25112SS 1/4 x 21h SDS25212SS 11k Type 316 1/4 x 3 SDS25300SS stainless steel 1/4 x 31/2 SDS25312SS 21/4 1. Allowable bads are shown at the wood load duration factor of CD = 1.00. Loads may be increased for bad duration up to, 2. Allowable withdrawal load for DFUSID/SCL is 172 lb./in. and foi . Total withdrawal load is based on actual thread penetration into the main member. 3. LSL wood -to -wood applications that require 4 h', 5', 6' and 8' SDS screws are limited to interior -dry use only. 4. Minimum spacing requirements are fisted in ICC-ES ESR-2236. Reference DFUSP Allowable Shear Loads (lb.) Steel Side Plate Thickness, mil (ga.) 54 (16) 68 and 97 123 (10) (14 and 12) or greater 250 250 250 Strong -Tie 129