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REVIEWED BLD2023-1187+Structural_Analysis_or_Calculations+9.21.2023_12.49.35_PM+3797199RECEIVED BLD2023-1187 Sep 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS See page 5 of 12 for connection details. 8959 I A L i- Expires 6/12/25 STRUCTURAL CALCULATIONS Chase Bank Aurora Village RTU 8105 Lake Ballinger Way Edmonds, Washington AUGUST 2, 2023 PREPARED FOR: Comfort Mechanical 3202 C Street'NE Auburn, Washington 98002 PREPARED BY: Moore Engineering Group 4311 59thDrive NE Marysville, Washington Moore Engineering Group GENERAL STRUCTURAL NOTES: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THESE NOTES AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGAORY ............... II ROOF LIVE LOAD ..................... 25 PSF (Is = 1.0) MECHANICAL UNIT ..................... 2,094 POUNDS EARTHQUAKE .......................... SDs = 1.021 SITE CLASS C (WA DNR maps) WIND .................................. 98 MPH, EXPOSURE B, K,= 1.0 STRUCTURAL CALCULATIONS SHALL BE USED IN CONJUNCTION WITH MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, LOCATIONS OF THE UNIT RELATIVE TO THE EXISTING FRAMING, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. IF THE EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRIOR TO COMMENCING ANY WORK. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED FOR THE COMPLETION OF THE WORK. 7. SHEET METAL SCREWS SHALL BE ITW BUILDEX TEKS SELECTTM SELF -DRILLING STRUCTURAL FASTENERS OR AN APPROVED EQUAL. 8. WOOD SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.6.1. 9. LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. 10. METAL STRAPS FOR ANCHORAGE OF MECHANICAL UNITS SHALL BE HOT -DIPPED, ZINC -COATED GALVANIZED STEEL AND CONFORM TO ASTM A446 GRADE A WITH A MINIMUM YIELD STRESS OF 33 KIPS PER SQUARE INCH. 11. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. ANGLES ASTM SPECIFICATION Fy A36 36 KSI 12. CONNECT THE UNIT TO THE EXISTING WOOD SLEEPERS WITH FOUR (4) 16 GAUGE GALVANIZED METAL STRAPS, ONE IN EACH CORNER, WITH TWO (2) #12 TEKS SCREWS TO THE UNIT AND THREE (3) #12 x 2-1/2" WOOD SCREWS TO THE SLEEPERS AT EACH STRAP. aA a, PROJECT DESCRIPTION: The project consists of the replacement of an existing rooftop mechanical unit. The existing unit weight is greater than the weight of the new unit. Therefore, no modifications to the existing structure are required per the International Existing Building Code. LOADS: LIVE 25 PSF DEAD Roofing and re -roof 4.0 Roof framing 4.0 Insulation 1.0 MEP 2.0 Ceiling & Lights 2.0 Total Dead 13 DEAD + LIVE 38 PSF WIND 98 mph, Exposure B SEISMIC Latitude 47.778 Longitude -122.342 Site Class C WA DNR SDs = 1.021 EQUIPMENT Existing RTU New RTU Unit 2,788 2,094 Wood Platform 112 112 Total 2,900 pounds 2,206 pounds Dimensions 92"x88"x78" high Moore PROJECT: ENGR: KWM 2 of Engineering CHASE BANK DATE: 8/2r2023 12 AURORA VILLAGE Group SCALE: SHEET SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 8105 Lake Ballinger Way Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SEl7-16 Latitude: 47.77813 Risk Category: II Longitude:-122.342012 Soil Class: C - Very Dense Elevation: 389.2794806229535 ft Soil and Soft Rock (NAVD 88) [I. SI SW m Z 36 ill St Sr4 23811,S15'Yi29eth St SW2d01h 81 SV�St SNSl SL^1 _ N 2u4J S7 hk 703rJ St N 7OJ M St z SI I I l N 136 th S I �'a fl.LL C N 193111 51 Wind C!=¢ his Nsw 1110110ht15k1 .- - KIND_._ AYlolfa q i1; r Rurc ri VIL g. e Vil lap. A—r. Vil13ge Tans* Y. Cen1e. h 7'_+Glh St Echn �� Pl1A N 19 "rin S[ Comnln n5 E h N196th Sty La k? ¢ = y 196th PI F. 11=•[h st N�GSth � Trai Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph 1•i•I.1 .in rJ F•. •:i c,b , Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Wed Aug 02 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. https://asce7hazardtool.online/ 3 of 12 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic C - Very Dense Soil and Soft Rock Site Soil Class: Results: Ss 1.276 Sp1 0.447 S1 0.447 TL 6 Fa 1.2 PGA: 0.542 Fv 1.5 PGA M : 0.65 SMs : 1.532 FPGA 1.2 SM1 0.671 le 1 SIDS : 1.021 CV 1.155 Seismic Design Category: D 16 MCER Response Spectrum 1.4 12 1_0 0.8 0_6 a_4 0.2 .0 0 2 3 1 - 7 Sa (g) vs T(s) 16 MCER Vertical Response Spectrum 1.4 12 1.0 0.8 r 0.4 fl_ a_2 0 - 1. 1.5 2.0 Sa(g)vs T(s) 12 Design Response Spectrum O.s • 0_6 0.4 40 0.2 1 2 - Sa(g) vs T(s) 1.0 Design Vertical Response Spectrum 0.s 0.3 0.7 0.6 05 +� • 0.4 *! s 0.3 02 ii#!#ice##itfiilis;i#if# 0.1 0 0.5 1.0 1.5 2.0 %(g) vs T(s) Data Accessed: Wed Aug 02 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. https://asce7h azardtool. on I i ne/ EffelfH TERAL: qZ = 0.00256*Kz*Kzt*Kd*Ke*V2* Ip Kd = 0.85 KZt = 1.00 Ke = 1.00 KZ = 0.70 V = 98 mph Ip = 1.00 qZ = 14.63 psf qh = 14.63 psf Unit Height (h) 78.00 inches Unit Width (d) 88.00 inches Unit Length (1) 92.00 inches Unit Weight 2206.00 pounds Bldg. Height 27.50 feet Af = 49.83 sf B*h = 211 sf 0.1*B*h = 21.08 sf Adjustment 0.24 GCr = 1.66 Fh = qh * GCr * Af = 1,213 pounds h/ d = 0.89 Ar = 56.22 sf B*L= 47.67 0.1B*L= 4.77 Adjustment 0.38 Gcr = 1.12 F, = qh * GCr * Ar = 921 pounds W= 2206 > 921 no uplift SEISMIC: Fp = (0.4* a * SDs * Wp / RP/ Ip) (1 + 2*z/h) ap=2.5 Rp=6.0 Sd, = 1.021 FP = 1,126 pounds FP = 0.2 * SDS * Wp (vert) Fup = 450 (vert) ASCE 7 Ref. eq. 26.10-1 Table 26.6-1 26.8.2 Table 26.9-1 26.10-1 26.5 26.10.1 29.4.1 29.4.1 29.4.1 29.4.1 29.4.1 eq. 29.4-2 FIG. 29.3.1 29.4.1 FIG. 29.3.1 29.4.1 29.4.1 29.4.1 29.4-3 13.3-1 13.3.1.2 Moore Project: Engr: KWM 6 of Engineering Chase Bank Aurora Date: 8/2/2023 12 Group Village RTU Scale: Physical data New ofiot� 38AP'025-050 UNITS — ENGLISH µ 38AP UNIT SIZE 025 027 030 040 050 NOMINAL CAPACITY, 50/60 Hz (tons) 21/25 23/27 25/30#-33140 42/50 CIRCUIT Dual Single Dual Single Dual Singlal Single Dual Single OPERATING WEIGHTS (lb) Standard MCHX 1095 1077 1258 1240 1264 1246 2094 1968 2120 1977 MCHX with Low Sound Option 1131 1113 1294 1276 1300 1282 2148 2022 2174 2031 Cu-At RTPF 1168 1150 1347 1329 1353 1335 2273 2147 2299 2156 Cu-At RTPF with Low Sound Option 1204 1186 1383 1365 1389 1371 2327 2201 2353 2210 Cu-Cu RTPF 1308 1290 1523 1505 1529 1511 2625 2499 2651 2508 Cu-Cu RTPF with Low Sound Option 1344 1326 1559 1541 1565 1547 2679 2553 2705 2562 REFRIGERANT CHARGE (LB) Total MCHX* 24 24 26 26 28 29 38 39 48 48 Circuit A/Circuit 8 MCHX 12/12 241 13/13 26/— 14/14 291— 21/17 391— 22/26 48/— Total RTPF* 42 42 48.6 48.5 51.6 51.5 83 83.9 93 92.9 Circuit A/Circuit B RTPF 21/21 42/— 24.3/24,3 48.51 25.3125.3 51.51— 43.5/39,5 83.9/— 44.5/48.5 92,9/---- NITROGEN SHIPPING CHARGE 15 psig RESSOR COMhp 11 (1)/ fi (2) (1) 13 (2) (1)1 15 (2) 13 (3) 13 (2) 15 (3) (Oty) (CKT A/CKT B) 11 13 15 8 5((2) CAPACITY STEPS Standard 2 2 2 2 2 2 4 3 4 3 Digital Option 22 22 22 22 22 22 36 27 36 27 CRANKCASE HEATER (W) 90 (60/50 Hz) (each compressor) CONDENSER FANS Standard Propeller Type, Axial, Vertical Discharge Quantity 2 2 I 2 2 1 2 I 2 f 3 I 3 I 3 I 3 RPM 1140 (60 Hz), 950 (50 Hz) Diameter (in.) 30 Total Watts (60 Hz) 3300 3300 3300 3300 3300 3300 4200 4200 4200 4200 Total Watts (50 Hz) 1997 1997 1997 1997 1997 l 1997 2541 2541 2541 2541 1 Low Noise Plastic Type, Axial, Vertical Discharge Quantity 2 I 2 2 I 2 I 2 E 2 ( 3 I 3 3 I 3 RPM 850 (60 Hz), 700 (50 Hz) Diameter (in.) 30 Total Watts (60 Hz) 2750 2750 2750 2750 2750 2750 3500 3500 3500 3500 Total Watts (50 Hz) 1664 1664 1664 1664 1664 1664 2118 2118 2118 2118 CONDENSER COIL MCHX Type No. Coils per Circuit 1 1 1 1 1 1 1 2 1 2 sq ft 27.1 27,1 33.9 331.9 331.9 331.9 671.8 67.8 67A 67.8 TEMPERATURE RELIEF Fusible Plug on Liquid Lines of Each Circuit--210`F CONNECTIONS (in.) ODF (CKT A1CKT B) Suction Line 13/8 1 13/8 15/8 1318 / 13/8 1518 1318 / 13/8 1518 15/, / 15/$ li 21/8 15/g / 1516 2#15 Liquid Line 5/8 / % % 518 / 518 % % / % . 7/B 5/8/5/8 7/8 5/13 / 5/8 7/8 MAXIMUM HEIGHT FOR 3'F 75 75 75 75 75 75 75 75 75 75 SUBCOOLING (ft)t CAPACITY PER CIRCUIT {%) 50150 100 50/50 100 50/50 100 54/46 100 48/52 100 (CKT A/CKT B) MINIMUM UNIT CAPACITY (%) Standard Compressor 50 50 50 50 50 50 27 1 33 23 1 33 Digital Compressor 17 17 17 17 17 17 13 16 11 16 1 j 1 LEGEND CKT — Circuit MCHX — Microchannel Heat Exchanger ODF — Outside Diameter, Female RTPF — Round Tube Plate Fin *Typical operating charge with 25 it of interconnecting piping. Operating charge is approximate for maximum system capacity. Unit is factory supplied with nitrogen holding charge. Refrigerant charge for dual cir- cu€t units is the total for both circuits. tMaximum vertical separation between evaporator coil and condensing unit. NOTE: Refer to Loading Sequences tables in Application Data section on page 43 or contact Application Engineering for detailed capacity step data, 7of12 �• O N UNIT CENTER OF GRAVITY, in. (mm) HEIGHT, in. (mm) SERVICE VALVE CONNECTIONS, in. (mm) X Y H Suction Liquid STANDARD SBAPSO40 35.0 (869) 44.0 (1118) 73.0 (1854) 21/8 (54) 7/8 (22) 38AP0040 33.7 (856) 44.1 (1120) 1518 (41) 5/8 (16) 38APS050 34.9 (886) 44.0 (1118) 21/8 (54) 7/8 (22) 38AFID050 33.4 (848) 44.1 (1120) 15/8 (41) 5/8 (16) 38APDO60 34.4 (874) 44.1 (1120) 1518 (41) 5/8 (16) LOW SOUND 38APSO40 35.0 (869) 44.0 (1118) 78.5 (1994) 21l8 (54) 7/8 (22) 38APDO40 33.7 (856) 44.1 (1120) 15/8 (41) 5/8 (16) 38APS050 34.9 (886) 44.0 (1118) 21/8 (54) 7/8 (22) 38APD050 33.4 (848) 44.1 (1120) 15JB (41) 5/8 (t6) 38AP 0060 1 34.4 (874) 44.1 (1120) 1518 (41) 518 (16) MM MM HIM i ra.�t111r�NNN��I,f 38AP040-060 UNITS NOTES: 1. Be sure to use a wet rag and remove all valve cores before brazing field piping. 2. Do not capp or otherwise obstruct the liquid line temperature relief. 3. A 7/8 in. (22.4 mm) diameter hole is provided for locating field power wiring. Actual hole size required depends on field wire sizing. 4. A 0.437 in. (11.1 mm) diameter hole is used for mounting unit. 5. Unit must have clearances as follows: Top - De not restrict. Coil End - 42 in. (1829) from solid surface for airflow. Panel Side - 48 in. (1219) per NEC (National Electrical Code). 6. Unit height (dimension H) for the low sound fan option includes the fan stack. 7. Installation in a pit is not recommended. 8. Unit can be handled using the fork truck lift pockets. 9. Dimensions shown in inches (mm). 10. Sizes 040 and 050 units have 3 condenser fans. Size 060 units have 4 condenser fans. 11. For 38APS piping, refer to Circuit A Liquid Connection and Circuit A Suction Connection dimensions shown. OIi SIDE �8 II219] SEE NOTE IS I N, MM MM Nwl" zp ll", o i toNreot ae] NINGLO ACCESS _ SEav ICE cW+Rpl ew [IACYITA NCCEss FICF 4 Nl hc[o N[c[ss G EICU' p CONNECrI INTAOL N prre [22.X1 6G C CTI A TIRING riCtp PtlN[x FNTRr, TIONS SEE XOiE +e A Dp set NOTE li SU4116N CONNECTION 11 • • [1pl_6] �y c 1, Life CONTROL XG o � EEp coxreoF rIxING ENTNr clNculr claculr A clvwlT e sucngN toxx[crI B LONPRESSON 40NPNESGOa s.pp O NECTI E ACCESS ACCESS 27 48 E152.N1 llOUlp CONNECTION IT. o. t7 [y-][ �.63 f IIT_61 0 L jn I FAQIQi V1 YY lt1UAL CIRCt71Ti s.as a.e, oa Izs.al Go Izs.<I I E2�S.E1 122 E 1e.11 Trr. X.5t SET NGFE ex 5[E MprT4E 6 -J�Lso []a.Il RItG1-fT sH7Lso t SEE XOrE Il SEE NOTE ,e 38,CT 1961_p] rip. VIEW Trr. SEE DETAIL A SEE NOTE'S N1,2 41.15 T1 px4. ii aS.88 TIi9p.81 11 Nd IIIIIS 51 REAR VIEW ESR-3223 I Most Widely Accepted and Trusted TABLE 3—ALLOWABLE TENSILE PULL -OVER LOADS (pounds-force)',2,3,4,5 NOMINAL NOMINAL DESIGN THICKNESS OF STEEL SHEET SCREW DIAMETER EFFECTIVE PULL- IN CONTACT WITH SCREW HEAD (inch) DESIGNATION OVER DIAMETER (i^) (in.) 0.048 0.060 0.075 0.105 113 #10-16 HWH 0.190 0,400 557 641 714 — — #12-14 HWH 0.216 0.415 619 793 893 1092 — #12-14 UPFH 0.216 0.418 489 620 712 — — '/4-14 HWH 0.250 0.510 661 952 1069 1515 — '/4-20 HWH 0.250 0.510 667 910 1070 1568 — For SI: 1 inch = 25.4 mm, i Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pull -over, and fastener tension strength found in Tables 2, 3, and 4, respectively, must be used for design. 2Nominal strengths are based on laboratory tests. 3Steel must comply with AISI S100 (AISI-NAS for 2006 IBC) and have a minimum tensile strength of 58 ksi. 4To calculate LRFD values, multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. "The "—" symbol denotes pull -over not tested. TABLE 4—FASTENER STRENGTH (pounds -force)' 2,3,4 SCREW DESIGNATION NOMINAL FASTENER STRENGTH (TESTED) ALLOWABLE FASTENER STRENGTH, O = 3 Te ' Shear, P. Tensile P„K2 Shear, P.JQ #10-16 HWH 2598 1607 866 536 #12-14 HWH 2O91 1076 697 #12-14 UPFH 3118 1935 1039 645 1/4-14 HWH 4400 2727 1467 909 '/4-20 HWH 4490 2725 1497 908 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N. 'For tension connections, the lower of the allowable pull-out, pull -over, and fastener tension strength found in Tables 2, 3, and 4, respectively, must be used for design. 2For shear connections, the lower of the allowable fastener shear strength and the allowable shear (bearing) capacity found in Tables 4 and 5, respectively, must be used for design. 3Nominal strengths are based on laboratory tests; 4To calculate LRFD values, multiply nominal values in the table by the LRFD resistance factor of 0.5. TABLE 5—ALLOWABLE SHEAR (BEARING) CAPACITY (pounds-force)""'-4" SCREW DESIGNATION NOMINAL DIAMETER THICKNESS OF TOP SHEET — THICKNESS OF BOTTOM SHEET (inch-inch)6 (in.) 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 '/e - 3/,6 0.105 -'/4 3/,e -'/4 #10-16 HWH 0.190 0.216 _ 0.216 375 583 662 475 — — — — #12-14 HWH 520 646 — — — #12-14 UPFH 542 636 — — — 1/4-14 HWH 0.250 376 622 536 785 841 — — 1 /4-20 HWH 0.250 356 687 520 760 858 860 — For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For shear connections, the lower of the allowable fastener shear strength and the allowable shear (bearing) capacity found in Tables 4 and 5, respectively, must be used for design. 2Nominal strengths are based on laboratory tests. 3Steel must comply with AISI S100 (AISI-NAS for the 2006 IBC) and have a minimum tensile strength of 58 ksi. 4To calculate LRFD values, multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. SThe '—" symbol denotes shear capacity not tested. SThe top sheet is in contact with the fastener head, while the bottom sheet is not. a Load `—laeorin Area FIGURE 1—TEKS SELECT HEX WASHER HEAD (HWH) FASTENER FIGURE 2—TEKS SELECT UNDERCUT PHILLIPS FLAT HEAD (UPFH) FASTENER 9of12 ESR-3223 f Most Widely Accepted and Trusted TABLE 1-ITW BUILDEX TEKS SELECT'"' STRUCTURAL FASTENERS DESCRIPTION (norn. size-tpi x length) NOMINAL DIAMETER (in.) HEAD STYLE' HEAD DIAMETER (in.) DRILL POINT DRILLING CAPACITY2 (in.) LENGTH OF LOAD- BEARING AREA (inch) MINIMUM REQUIRED PROTRUSION (inch) Min. Max. #10-16x314' 0.190 HWH 0.400 Tek13 0.036 0.150 0.500 0.408 #12-1408" 0.216 HWH 0.415 Tek13 0.036 0.187 0.470 0.529 #12-14x1" 0.216 HWH 0.415 Tek13 0.036 0.187 0.500 0.544 #12-14xl" 0.216 UPFH 0.418 Tek13 0.036 0.187 0.500 0.544 #12-14x1112" 0.216 HWH 0.415 Tek13 0.036 0.187 1.000 0.544 #12-14x2" 0.216 HWH 0.415 Teki3 0.036 0.187 1.500 0.544 114-14x1" 0.250 HWH 0.510 Tek13 0.036 0.210 0.450 0.565 114-14x1'12' 0.250 HWH 0.510 Tek13 0.036 0.210 0.950 0.565 114-20x111B' 0.250 HWH 0.510 Tek14 0.210 0.312 0.500 0.635 1i4-20x1112" 0,250 HWH 0.510 Tek14 0.210 0.312 0.830 0.670 '14-20x2" 0.250 HWH 0.510 Tek14 0.210 0.312 1.330 0.685 114-20x21/2" 0.250 HWH 0.510 Tek14 0.210 0.312 1.830 0.670 For SI: 1 inch = 25.4 mm. 'Head styles: HWH = hex washer head; UPFH = undercut Phillips flat head. 2 Drilling capacity refers to the minimum and maximum total allowable thicknesses of steel the fastener is designed to drill through. 3The load -bearing area is the threaded portion of the screw that is heat -treated to HRC 30-34. See Sections 3.0 and 4.2 and Figures 1 and 2 for further clarification_ 'The minimum required protrusion is the larger of the induction hardened zone or the length from tip to the third thread. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (pounds -force) 1,2.3,4,5 SCREW DESIGNATION NOMINAL DIAMETER (in.) DESIGN THICKNESS OF STEEL SHEET NOT IN CONTACT WITH THE SCREW HEAD (inch) 0.048 139 138 140 0.060 218 0.075 0.105 % 3hs 'ia #10-16 HWH 0.190 250 388 404 - - 912-14 HWH 0.216 481 496 808 - #12-14 UPFH 0.216 473 507 836 - '14-14 HWH 0.250 169 224 273 431 582 971 - 114-20 HWH 0,250 157 231 281 427 571 1065 1422 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pull -over, and fastener tension strength found in Tables 2, 3, and 4, respectively, must be used for design. 2Nominal strengths are based on laboratory tests. 'Steel must comply with AISI S100 and have a minimum tensile strength of 58 ksi. 4To calculate LRFD values, multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. 'The '-' symbol denotes pull-out not tested. TABLE 3-ALLOWABLE TENSILE PULL -OVER LOADS (pounds -force)' 23,4,5 NOMINAL NOMINAL DESIGN THICKNESS OF STEEL SHEET SCREW EFFECTIVE PULL- IN CONTACT WITH SCREW HEAD (inch) DESIGNATION DIAMETER OVER DIAMETER (in) (in.) 0.048 0.060 0.075 0.105 118 #10-16 HWH 0.190 0.400 557 641 714 - - #12-14 HWH 0.216 0.415 619 793 893 1092 - #12-14 UPFH 0-216 0.418 489 620 712 - - 114-14 HWH 0.250 0.510 661 952 1069 1515 - 114-20 HWH 0.250 0.510 667 910 1070 1568 - For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pull -over, and fastener tension strength found in Tables 2, 3, and 4, respectively, must be used for design. 2Nominal strengths are based on laboratory tests. 3Steel must comply with AISI S100 and have a minimum tensile strength of 58 ksi. 'To calculate LRFD values, multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. 'The "-" symbol denotes pull -over not tested_ 10 of 12 ►� i W O O 3 Table 12M WOOD SCREWS: Reference Lateral Design Values, Z, for Single Shear (two member) Connectionsl,2,3 for sawn lumber or SCL with ASTM 653, Grade 33 steel side plate (tabulated lateral design values are calculated based on an assumed length of wood screw penetration, p, into the main member equal to 10D) z E r �o� Z Z 2 2 '�d LL LN wN a O N a N m Y d m i� LL 1LZ - c a� o� cU cLaN) O � a 7 2 t � 7 V Ma LO_ (� r O OC Ox 0 � ON 072 Q UB U U0 02 0UJH C72 U' U) U` w (D WU)3 U' Z is D in. in. Ibs. Ibs. lbs. Ibs. Ibs. Ibs. Ibs. lbs. Ibs. Ibs. 0.036 0.138 6 89 76 70 69 66 62 60 54 53 52 (20 gage) 0.151 7 99 84 78 76 72 68 67 60 59 57 0.164 8 113 97 89 87 83 78 77 69 67 66 0.048 0.138 6 90 77 71 70 67 63 61 55 54 53 (18 gage) 0.151 7 100 85 79 77 74 69 68 61 60 58 0.1641 8 114 98 90 89 84 79 78 70 69 67 0.060 0.138 6 92 79 73 72 68 64 63 57 56 54 (16 gage) 0.151 7 101 87 81 79 75 71 70 63 61 60 0.164 8 116 100 92 90 86 81 79 71 70 68 9 136 116 107 105 100 94 93 83 79 0.190 10 146 125 116 114 108 102 100 90 86 0.075 0.138 6 95 82 76 75 71 67 66 59 57 (14 gage) 0.151 7 105 90 84 82 78 74 72 65 64 62 0.164 8 119 103 95 93 89 84 82 74 73 71 0.177 9 139 119 110 108 103 97 95 86 84 82 0.190 10 150 128 119 117 111 105 103 92 91 88 0.216 12 186 159 147 145 138 130 127 114 112 109 0.242 14 204 175 162 158 151 142 139 125 123 120 0.105 0.138 6 104 90 84 82 79 74 73 66 65 63 (12 gage) 0.151 7 114 99 92 90 86 81 80 72 71 69 0.164 8 129 ill 103 102 97 92 90 81 80 77 0.177 9 148 128 119 116 ill 105 103 93 91 89 0.190 10 160 138 128 125 120 113 ill 100 98 96 0.216 12 196 168 156 146 135 122 120 116 0.242 14 213 183 170 167 159 150 147 132 130 126 0.120 0.138 6 110 95 89 87 83 79 77 70 68 67 (11 gage) 0.151 7 120 104 97 95 91 86 84 76 75 73 0.164 8 135 117 109 96 94 85 84 82 0.177 9 154 133 124 21 116 110 107 97 95 93 0.190 10 166 144 133 131 125 118 116 104 103 100 0.216 12 202 174 162 159 152 143 140 126 124 121 0.242 14 219 189 175 172 164 155 152 137 134 131 0.134 0.138 6 116 100 93 92 88 83 81 73 72 70 (10 gage) 0.151 7 110 102 100 96 91 89 80 79 77 0.164 8 141 122 114 112 107 101 99 89 88 86 0.177 9 160 139 129 127 121 114 112 101 100 97 0.190 10 173 149 139 136 130 123 121 109 107 104 0.216 12 209 180 167 164 157 148 145 131 129 126 0.242 14 226 195 181 177 169 160 157 141 139 135 0.179 0.138 6 126 107 99 97 92 86 84 76 74 72 (7 gage) 0.151 7 139 118 109 107 102 95 93 84 82 80 0.164 8 160 136 126 123 117 110 108 96 95 92 184 0.177 9 160 148 145 138 129 127 113 ill 108 0.190 10 198 172 159 156 149 140 137 122 120 117 0.216 12 234 203 189 186 178 168 165 149 146 143 0.242 14 251 217 202 198 190 179 176 159 156 152 0.239 0.138 6 126 107 99 97 92 86 84 76 74 72 (3 gage) 0.151 7 139 118 109 107 102 95 93 84 82 80 0.164 8 160 136 126 123 117 110 108 96 95 92 0.177 9 188 160 148 145 138 129 127 113 ill 108 0.190 10 204 173 159 156 149 140 137 122 120 117 0.216 12 256 218 201 197 187 176 172 154 151 147 0.242 14 283 241 222 217 207 194 190 170 167 162 1. Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Tabulated lateral design values, Z, are for rolled thread wood screws (see Appendix L) inserted in side grain with screw axis perpendicular to wood fibers; screw penetration, p, into the main member equal to 1 OD; dowel bearing strength, Fe, of 61,850 psi for ASTM A653, Grade 33 steel and screw bending yield strengths, Fyb, of 100,000 psi for 0.099" < D < 0.142", 90,000 psi for 0.142" < D < 0.177", 80,000 psi for 0.177"< D < 0.236", 70,000 psi for 0.236" < D < 0.273". 3. Where the wood screw penetration, p, is less than 1 OD but not less than 6D, tabulated lateral design values, Z, shall be multiplied by p/1 OD or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 11 of 12 Table 12.2B Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design Values, Wl Tabulated withdrawal design values, W, are in pounds per inch of thread penetration into side grain of wood member (see 12.2.2.1). Specific Wood Screw Number Gravity, 6 7 8 9 10 12 14 16 18 20 24 G2 0.73 209 229 249 268 288 327 367 406 446 485 564 0.71 198 216 235 254 272 310 347 384 421 459 533 0.68 181 199 216 233 250 284 318 352 387 421 489 0.67 176 193 209 226 243 276 309 342 375 409 475 0.58 132 144 157 169 182 207 232 256 281 306 356 0.55 119 130 141 152 163 186 208 231 253 275 320 0.51 102 112 121 131 141 160 179 198 217 237 275 0.50 98 107 117 126 135 154 172 191 209 228 264 0.49 94 103 112 121 130 147 165 183 201 219 254 0.47 87 95 103 111 119 136 152 168 185 201 234 0.46 83 91 99 107 114 130 146 161 177 193 224 0.44 76 83 90 97 105 119 133 148 162 176 205 0.43 73 79 86 93 100 114 127 141 155 168 196 0.42 69 76 82 89 95 108 121 134 147 161 187 0.41 66 72 78 85 91 103 116 128 141 153 178 0.40 63 69 75 81 86 98 110 122 134 146 169 0.39 60 65 71 77 82 93 105 116 127 138 161 0.38 57 62 67 73 78 89 99 110 121 131 153 0.37 54 59 64 69 74 84 94 104 114 125 145 0.36 51 56 60 65 70 80 89 99 108 118 137 0.35 48 53 57 62 66 75 84 93 102 111 130 0.31 38 41 45 48 52 59 66 73 80 87 102 1. Tabulated withdrawal design values, W, for wood screw connections shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Specific gravity, G, shall be determined in accordance with Table 12.3.3A. (b) For Roof Sheathing Ring Shank nails (Appen- dix Table L6) or Post -Frame Ring Shank nails (Appen- dix Table L5) that are uncoated carbon steel, reference withdrawal design values determined from Table 12.2E or Equation 12.2-5 shall be permitted to be multiplied by 1.25. (c) For calculation of the fastener reference with- drawal design value in pounds, the unit reference with- drawal design value in lbs/in. of ring shank penetration from 12.2.3.2a or 12.2.3.2b shall be multiplied by the length of ring shank penetration, pt, into the wood member. (d) For other deformed shank nails, reference with- drawal design values shall be permitted to be calculated in accordance with 12.2.3.1. 12.2.3.3 Nails and spikes shall not be loaded in withdrawal from end grain of wood (Ceg 0.0). 12.2.3.4 Nails and spikes shall not be loaded in withdrawal from end -grain of laminations in cross - laminated timber (Ce9=0.0). 12.2.4 Drift Bolts and Drift Pins Reference withdrawal design values, W, for con- nections using drift bolt and drift pin connections shall be determined in accordance with 11.1.1.3. 12.2.S Fastener Head Pull -Through 12.2.5.1 For fasteners with round heads, the refer- ence pull -through design value, WH, in pounds for wood side members shall be determined from Table 12.217 or Equation 12.2-6, within the range of fastener head diameters, DH, and net side member thicknesses, t1,, given in Table 12.217. Reference pull -through design values, WH, shall be multiplied by all applicable ad- justment factors (see Table 11.3.1) to obtain adjusted pull -through design values, W'H. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 12 of 12