Loading...
REVIEWED RESUB1 BLD2021-0777+Structural_Analysis_or_Calculations+9.9.2021_4.07.12_PM+2400872N■ Engineem Tel. 425- 891-5111 17614 NE 291h St; Redmond, WA 98052 RESUB Sep 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0777 REVIEWED BY CITY OF EDMONDS DESIGN CALCULATIONS HARVEST WONTON NOODLE 22931 HWY 99 EDMONDS, WA 98026 DATE: 09/08/21 Page 1 NT Engineer. 17614 NE 291h St; Redmond, WA 98052 Tel: 425- 891-5111 Mechanical Unit: HVAC Location: Roof Level Page 2 NT Engineem 17614 NE 291h St; Redmond, WA 98052 Tel: 425- 891-5111 - ICI I! �I • , I�, �I I� �I ' • " '��: . , ,� _..:,� .•� �®®�®�®vim®�� ���®�®� �� '• �� ....... ...... .... � �'�v�®�v�®�®�®�®�®�®ten®ten®�n��� 9111 --- - � uIm �1 v1q _ _ EXISTING ROOF STRUCTURE PLAN N SCALE: 1/4" = T-0" SECTION -A SCALE: 3/8" = T-0" (N) HVAC AT ROOF .AM BEAM 6" x 28" Page 3 N■ Engineem Tel. 425- 891-5111 17614 NE 291h St; Redmond, WA 98052 3/8" DIA GALV LAG SCREWS AT (4) CORNERS, 3" MIN HVAC PENETRATION 550 Ibs Lo (E) ROOF (E) ROOF GLB TRUSS 6x28 SECTION AT HVAC PRE-FAB STEEL CURB BASE �9 Page 5 N■ Engineem Tel: 425- 891-5111 17614 NE 291" St: Redmond, WA 98052 Existing GLB 6x28: Roof Design Loading: DL = 15 psf x 523 ft2 = 7845 # LL = 25 psf GLB tributary area: A = 19.5' x 53.67' / 2 = 523 ft2 The added new HVAC unit weights W = 550 # = 6% DL > 5% allowed for IEBC 2018, beam capacity need to be checked, see next page Enarcalc for GLB design Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 6 SEP 2021, 11:43PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: --None-- CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1450 psi Ebend- xx 1800 ksi Fc - Prll 1700 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1700 ksi Wood Grade : 24F - E4 Fv 265 psi Eminbend - yy 900 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.55) new HVAC unit 15 psf x 53.6772 D(0.4b2) Lr(0.67) F- 25 psf x 53.677/2 5.5x28.5 3n = 19.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.4020, Lr = 0.670 , Tributary Width =1.0 ft Point Load : D = 0.550 k @ 9.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.3221 Maximum Shear Stress Ratio = 0.245 :1 Section used for this span 5.5x28.5 Section used for this span 5.5x28.5 fb: Actual = 887.59psi fv: Actual = 81.17 psi Fb: Allowable = 2,752.37psi Fv: Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.536ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio = 2038>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.197 in Ratio = 1186>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.189 0.141 0.90 0.917 1.00 1.00 1.00 1.00 1.00 23.27 375.06 1981.70 3.52 33.71 238.50 +D+L+H 0.917 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.170 0.127 1.00 0.917 1.00 1.00 1.00 1.00 1.00 23.27 375.06 2201.89 3.52 33.71 265.00 +D+Lr+H 0.917 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.322 0.245 1.25 0.917 1.00 1.00 1.00 1.00 1.00 55.07 887.59 2752.37 8.48 81.17 331.25 +D+S+H 0.917 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.148 0.111 1.15 0.917 1.00 1.00 1.00 1.00 1.00 23.27 375.06 2532.18 3.52 33.71 304.75 +D+0.750Lr+0.750L+H 0.917 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.276 0.209 1.25 0.917 1.00 1.00 1.00 1.00 1.00 47.12 759.36 2752.37 7.24 69.30 331.25 +D+0.750L+0.750S+H 0.917 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.148 0.111 1.15 0.917 1.00 1.00 1.00 1.00 1.00 23.27 375.06 2532.18 3.52 33.71 304.75 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 6 SEP 2021, 11:43PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: --None-- Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Pb 1U1V.VVYY1I1 V.V I I I.VV I.VV I.VV I.VV I.VV Length = 19.50 ft 1 0.106 0.080 1.60 0.917 1.00 1.00 1.00 1.00 1.00 23.27 +D+0.70E+H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.106 0.080 1.60 0.917 1.00 1.00 1.00 1.00 1.00 23.27 +D+0.750Lr+0.750L+0.450W+H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.216 0.163 1.60 0.917 1.00 1.00 1.00 1.00 1.00 47.12 +D+0.750L+0.750S+0.450W+H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.106 0.080 1.60 0.917 1.00 1.00 1.00 1.00 1.00 23.27 +D+0.750L+0.750S+0.5250E+H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.106 0.080 1.60 0.917 1.00 1.00 1.00 1.00 1.00 23.27 +0.60D+0.60W+0.60H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.064 0.048 1.60 0.917 1.00 1.00 1.00 1.00 1.00 13.96 +0.60D+0.70E+0.60H 0.917 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 1 0.064 0.048 1.60 0.917 1.00 1.00 1.00 1.00 1.00 13.96 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+Lr+H 1 0.1972 9.750 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 11.079 11.037 Overall MlNimum 6.533 6.533 +D+H 4.547 4.505 +D+L+H 4.547 4.505 +D+Lr+H 11.079 11.037 +D+S+H 4.547 4.505 +D+0.750Lr+0.750L+H 9.446 9.404 +D+0.750L+0.750S+H 4.547 4.505 +D+0.60W+H 4.547 4.505 +D+0.70E+H 4.547 4.505 +D+0.750Lr+0.750L+0.450W+H 9.446 9.404 +D+0.750L+0.750S+0.450W+H 4.547 4.505 +D+0.750L+0.750S+0.5250E+H 4.547 4.505 +0.60D+0.60W+0.60H 2.728 2.703 +0.60D+0.70E+0.60H 2.728 2.703 D Only 4.547 4.505 Lr Only 6.533 6.533 H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 375.06 3523.03 3.52 33.71 424.00 0.00 0.00 0.00 0.00 375.06 3523.03 3.52 33.71 424.00 0.00 0.00 0.00 0.00 759.36 3523.03 7.24 69.30 424.00 0.00 0.00 0.00 0.00 375.06 3523.03 3.52 33.71 424.00 0.00 0.00 0.00 0.00 375.06 3523.03 3.52 33.71 424.00 0.00 0.00 0.00 0.00 225.04 3523.03 2.11 20.23 424.00 0.00 0.00 0.00 0.00 225.04 3523.03 2.11 20.23 424.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Page 5 N■ Engineem Tel: 425- 891-5111 17614 NE 291h St: Redmond, WA 98052 HVAC Seismic Desian Force: Spectral Accelaration (Short Period), SDS = 0.852 Component Amplification Factor, ap = 1.00 ASCE 7-16 Table 13.5-1 or 13.6-1 Response Modification Factor, Rp = 2.50 ASCE 7-16 Table 13.5-1 or 13.6-2 Component Importance Factor, Ip = 1.00 ASCE 7-16 13.1.3 Component Operation Weight, Wp = 550 Ibs Vertically Cantilevered System = Y Component Height, z = 18.00 ft Average Roof Height, h = 14.00 ft Z h = 1.29 Z 1+2h = 3.57 0.4apSDS Z (1+2—� = Rpllp 0.49 h 0.4apSDSWp z (1 + 2 h) = Fp = RplIp 267.8 Ibs ASCE 7-16, 13.3-1 Fp (Max) = 1.6 SDS: 1.36 Fp (Max) = 1.6 SDSIPWP: 749.8 Ibs ASCE 7-16 Eq. 13.3-2 Fp (Min) = 0.3SDS: 0.26 Fp (Min) = 0.3SDSIPWP: 140.6 Ibs ASCE 7-16 Eq. 13.3-3 Concurrent Vertical Seismic Force, +-0.2SDSWP: +-94 Ibs Seismic Design Force, Fp: 267.8 Ibs 187.4 Ibs ASD Wp Overturning Force Fp = 190 # IF Overturning Moment Mp = 190# x 3.0' = 570 #' 4'-0"./ + 3/8" DIA GALV LAG Fp SCREWS AT CORNERS, 3" MIN HVAC PENETRATION 550 lbs PRE-FAB STEEL Resisting Force W = 550 # 41 CURBBASE Resisting Moment Mr = 550# x 472 = 1100 #' R for loading combination: 0.6DL + EQ (E) ROOF (E) ROOF GLB Net Tension Force T = (0.6 x 1100-570)/4.0' = 23 # > 0 no uplift TRUSS 6x28 Provide 3/8" dia lag screws to support roof member each side: Wood Lag Screw: 3/8" dia with 3" min. embed into DF beam. Shear Za = 160 # x 1.6 x 4 = 1020 # > Fp, O.K. Withdrawal Wa = 305 #/" x 1.6 x 3" = 1464 # > T, O.K. Page 6 NT Eegieeem 17614 NE 291" St; Redmond, WA 98052 Tel: 425- 891-5111 Mechanical Unit: Water Heater Location: Level 1 INSTALL A SIGN THAT READS "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED NSTALL ACCESSIBLE EXIT SIGN. W V Z H Z W �Z. INSTArLLLLLLL MAXIMUM OCCUPANCY LOAD SIGN "MAXIMUM OCCUPANCY LOAD 32 PERSONS" r� ICI �� �� �� I �� I �� �I I � ��,�y ��_�� ��.0 � �_ �� , • ._ I. .I I. .I I. 11 •1� �� � �•�� � �i� 0 I � % p 1 �' �1_'I 1 1 I I• 1 1 NOODLE STEAME IF `J 11 Jim III 711 7i/ 1 II 1 NEW FLOOR PLAN K_W SCALE :1/4" = 1'-O" 0,10" fD N 00 Page 7 PERFORMANCE® High Demand Gas Specifications Recovery HUD Water Water Unitarm Remittal Rated Gm Input In G.P.N. FltitNour NLto Unit Gee Vent Conn. tit to Side Conn. Ship Energy Callan DOW Nlodel in Thous. 10V F Delivery Vent i elght Diem. Cam. Size Center UP Valve Size Weight Feeler Faellype Description Capacity CapwN Number Rho Rya'" G.P.H. A R C D E F G H (LBS) (UEF) Tall 98 93 KG98T065T76U0 75.1 72.0 142 Be 54 27.114 14-M 4 11 i 57-3/16 1 350 0.58 Tall 75 73 )(075T06S1761.10 75.1 72.0 100 64-114 60-114 20-114 14,914 4 11 1 93-14 1 320 071 Tall 55 55 1(1355TOBEC5000 50 99 59-118 55-7/8 23-314 14-114 4 8 1 48-3/4 3/4 175 0.82 Tall 1 98 93 XPOBT06ST76UG 1 75.1 72.8 1 142 1 88 1 84 27-114 14-918 4 1 11 57-3116 1 1 1 350 1 0.58 Tall 75 73 ilP75TG6SV6U0 15.1 72.8 100 64-114 fi0.13 28-1/4 14314 4 1 11 53-114 1 1 320 0.61 Tall 55 55 KP55T06E045U0 45 97 1 59.1/8 55.718 23.314 14174 4 1 8 48.314 314 1 175 0.62 AB F t CrUN1YCLr 1 ItJ1Y t ->•� E � t 3/4" N.P.T. I RELIEF VALVE OPENING q�--C Ph --k G SIDE TAPS 1/2" O Water Heater Specs Water Heater Weight: 320# + 75 ga x 8.34#/ga water weight = 950# Page 5 NT Engineem 17614 NE 291" St: Redmond. WA 98052 Water Heater Seismic Design Force: Spectral Accelaration (Short Pe(od), SDs Component Amplification Factor, ap Response Modification Factor, Rp Component Importance Factor, Ip Component Operation Weight, W. Vertically Cantilevered System Component Height, z Average Roof Height, h z h z 1+2h Fp = Fp (Max) = 1.6 SDs: Fp (Max) = 1.6 SDsIpWp: Fp (Min) = 0.3SDs: Fp (Min) = 0.3SDsIpWp: O.RppSps (1 + 2 hJ lIp 0.4apSpSWp z Rp 1 + 2 h) �Ip Concurrent Vertical Seismic Force, +-0.2SDsWp• Seismic Design Force, Fp: Tel: 425- 891-51 11 0.852 1.00 2.50 1.00 950 Ibs Y 3.00 ft 14.00 ft 0.21 1.43 0.19 185.0 Ibs 1.36 1295.0 Ibs 0.26 242.8 Ibs +-162 Ibs 242.8 Ibs 170.0 Ibs ASD ASCE 7-16 Table 13.5-1 or 13.6-1 ASCE 7-16 Table 13.5-1 or 13.6-2 ASCE 7-16 13.1.3 ASCE 7-16, 13.3-1 ASCE 7-16 Eq. 13.3-2 ASCE 7-16 Eq. 13.3-3 Page 5 N■ Engineem Tel: 425- 891-5111 17614 NE 291" St: Redmond, WA 98052 Water Heater Seismic Design Force: BOX C01YTSNTS: 4 - Straps 4 - 6utkles 4 - Lag Bolts tar" x 2Y2" Salf-Drilli ng with -A" Flat Washers 2 - 8" carriage bolts, washers, and nuts TOOLS NEEDED- ■ 3f3" Socket -or Wrench fo-r Tightening Lag Bolts at Wall + WIV' WNhch forT-Ight$ri Camaii Ball at Buckles • Dplional- drill with 118" Drill Sit --re P -1 F eu�c Sall water hater Incatil against a woad stud wall. Posit anirg directly in front of a 2" x 4" wall stud is strorgly reaornmended, and there must be a stud an each side of the ung tQ anchor the 6trapu, � Figure A. Straps must be installed In the upper aril lower 113 of the water heater body. The lowar strap must be at least 4" abawe the water heater as ntm I s. See Fgury 8. Mark the wall studs or hash ridr35 of the water heater where you will n9tall the strap3. Drill 118" pill holes it desireo. Seismic Force Fp = 170 # Fp 111110. With 2 straps and total of (4) Lag screws to the wood, each screw Fp = 170 # / 4 = 45# Provide (4) 1 /4" dia lag screws to wood studs: Wood Lag Screw: 1 /4" dia with 2" min. embed into DF beam. Withdrawal Wa = 225 #/" x 1.6 x 2" = 720 # > Fp, O.K. Page 13 NT Engineem 17614 NE 291h St: Redmond. WA 98052 Tel: 425- 891-51 11 Table 2.3.2 Frequently Used Load Duration 2.3•5 Format Conversion Factor, Kr. (LRFD Factors, Cos Only) Laad Duration ca Typical Deaiga Leads For LRFD, reference design values shall be multi - Permanent 0.9 Dead Load plied by the format conversion Factor, KF, specified in Ten years 1.0 Occupancy Live Lund Table 2.3-5_ The format conversion factor, KE, shall not Two months 1.15 Snow Load apply for designs in accordance with ASD methods Sevcndays 1.25 Camtruction Load spec ifted herein_ Q Ten minutes 1.6 W indfEarthquake Load M 1rnpact1 2.0 Impact Load •� Resistance Factor, (LRFD Only)ry, nE shall ux apply 1 Load dtuaum tSctors to crcrucc odul ofcmdci- k mrer c modulus of elasticity }nr beam emd column sLabitrty, I;_ mr to- trkfrcocc contprrs a pctpcod—hr10 gtatn design values, For LRFD, reference design values shall be multi- 1'_, based ao a defamation Limit. 2_ Load druat— facmts erecter than l A shad mt aWLy to A—t—L plied by the resistance factor, 0. specified in Table 2.3.6_ m =mk TM pew-t—ted Kith wat -b—e prrsrnamuxs i� fir- The resistance factor, +, shall not apply for designs in (n — 30). or fire miardmt ch—u-19_ The impact ]oed dumnt factor shell —1 pply w acmmerunns accordance with ASD methods specified herein- G 7J 2-3.3 Temperature Factor, Ct 2.3.7 Time Moot Factor, X [LRFD Only) cn c Reference design values shall be multiplied by the For I -RFD, reference design values shall be multi- y temperature factors, C,, in Table 2.3.3 for structural plied by the time effect factor, k, specified in Appendv. � members that will experience sustained exposure to ele- N_3.3_ The time effect factor, X, shall not apply For de- X. vated temperatures up to 150'F (see Appendix C). signs in accordance with AS methods specified herein. 2.2.4 Fire Retardant Treatment rn EC too m The effects of fire retardant chemical treatment on en strength shall be accounted for in the design. Adjusted design values, including adjusted connection design values, for lumber and structural glued laminated timber pressure -treated with fire retardant chemicals shall be. obtained from the company providing the treatment and redrying service_ Load duration factors greater than 16 shall not apply to structural members pressure -treated with fire retardant chemicals (see Table 2.3.2)_ Table 2-9.5 Temperature Factor, Ct Reference Design rn-Service C, values Moisture Conditions[ T:9100°F l00°F<T5l25°F l25°FET51501F F,, E, E_ Wct or Dry 1.0 0.9 0.9 Dry L0 F5, Fes, F. and F., 0_8 0.7 wet 1_0 0.7 0.5 1. Wet mid dry service—ditions Sor sawn Jumbo, srrx ml glued Jannomed timber, prefatai—tv d w i I jo n, si n a®l composite lumber, woad structural panets and craw-tamiantrd timber arc spe6fed in 4_1_4, 5. 1.4, i_ L4, 8_I A, 9.33, and 1{F_[.5 tx�Ccttrelr. L120 ENGINEERING & DESIGN Page 14 NT Engineem 17614 NE 291h St: Redmond. WA 98052 Tel: 425- 891-51 11 Table 12.3.3A Assigned Specific GMVMOS Sperifsri Specific L Species Cu tnLination Gravity, G Species iC:ombmetioms of MSR and MEL Lumber Gravity, G Alaska Ceder D.37 Oago3 Fivl- Ih Alaska Hem3nek D.46 E_3 ,900.000 psi and lowu grades of-MSR 0 50 Alaska Spraet D.41 E=2,000.000 psi eradcs of MSR 0 S L Alaska Ycllew Ceder 0.46 E=2, 1013.00& psi eradch of MSR U -s As}- 0-39 E=2.ZW, W0" grades cTMSk 0 53 BalsaotL Fir V.36 E=2,31M,000 psi grades ofMSR (154 B �dr-Rirch-H is kort U 71 E=2,4OD,WO pkii grades of MSR 1155 Co SALa Sprakc 0.39 DuuJas Fu-Larch (North) Crxronwuod UAJ E=1.900.000 psi and Iowa grades of MSR and MET 0-49 Fv isrch D.5D E-? OW0 000 psi to 2,200,000 psi grades of MSR wW MS 053 J7truglas Frr-Lux•.4 (N rdr) 0.49 E--2.300d:100 p% end btglrer grades of-MSR mW MEL 4157 F uglm FrrSoath 0.46 fSouglat Fr-Ler€h f mnh � Eastcm Iicudock 0.41 E=3,G00 JW psi end htghcr grades ofM&R 11.46 Es tcm Heordock-Balsam Fir Il 36 EngcLrci t Spro 1,3dgepole Pine Esstcm Hemlock-Tenra:rael 0 -1 1 E=3 ,400.000 Psi and km u grade of MSR U AS F-tcm Hamloek-Iamirrack 4Northi 0.47 E=3,5( 0.000 psi arid htghcr gradta af3lSR 0.46 Easmrn safrwoO& 0.36 Hem -Fir Easmrn 0.43 E=i.ffW.000psi and "tw gradesofMSR G-43 Easrrm v rIh ite Pwc Il. 36 E= i ,EG0.000 psi grades of MSR -0.44 Frrkneno Spn c-LedlWpotc Pint 0.39 E=1,7UO.WOpm grsdesafMER 045 HcnrFir 0.4.3 E=1,800.000pm graksofMSR 046 Hem -Fir (North) UA6 E=1,900,000 psi grades of MSR 0 A7 Mixal MWE CLM E ,G011.006 psi grades of MSR D-418 Mixed ❑ak IDJW Ems, ICIO,U06 psi grades of MSR D-49 Mixed Sretihcm Pine 0.51 E=22M,004 psi grades of-MSR D50 Morn twin 1lcmdock ❑.47 E=2390.000 psi grades of MSR 0 S L Nk rthrrn Pine ❑.62 E_? W.0O6 psi grades of MSR 1152 Tkathe Red Oak 0.69 Hem-Fir[tdtath) NoTdtun Species Q35 E=1•L100a000 psi sod higtrrr grades of NER and MEL i1A45 i aTdletn Whitt Ceder D. 31 southern Pier Ponderosa Pete 0 43 E=1,700,000 psi and km-u grades of MSR and MEL 4355 Red 3dmipIt U.59 E=1,800,000 psi and higher grades of MSR and MEL 4357 Red Clak U.h7 s+paxZ-er-Fir 1Rnd Pier G-44 E=1,700MOO psi and Low•u grades of MSR sad NIEL OA2 Rodwcm i clnsc grain 13.44 E=1,F:00.OW psi end 1,900,tYYU grades nfMSR and Ml=_L OA& Rodwaod, apm grain D.37 E---2,01M�J O psi and heghcr grades of-MSR and MEL 090 Sills Spa 0.43 SprurS FUW-Fff {loan[ i Southern Pim U 53 E=1, 100•000 psi and Imrcr grades of MSR 0.36 Sptutc-Pine-Fir U d' E=13:!00•000 psi to L •900,fi00 psi glades of M5R 0.42 5pmu Ptat-Ftr i Soothl D.36 E---2,OW.O0 psi and Lughcr grades of1tii4.;R 4150 wi•5rrot Cors D.36 4L•rsrem Cedars wrjtevt Cu-&m 1 Noah) 055 E= i ,OOO,t3i10 pw and huger gads of MSR Use we5rern Hcmkck D.47 R•esrem WOods Weston He Leek (North I OA6 E=%Offl.O06 psi and highs grades oCMSR 056 Weston WhIlL Pine OAk Weacmt lirnoris (3 16 While Oak O.73 Yellow Po Ear 4.43 I. Specific gravity, G, heard an weiZht and volume when nv -ckry_ f3ifferrrre sperrfc gra"itics, G, err pasvblr for aide ew prades of MSR mtd MUL luueher (see 7ablr 4C, loovtote 2�. L120 ENGINEERING & DESIGN Page 15 NT Engineem 17614 NE 291h St: Redmond. WA 98052 Table 12.2A Lag Screw Reference Withdrawal Design Values. W3 Tel: 425- 891-51 11 Tabulated withdrawn de-dgn values (W) are in pounds per inch of thread penetration into side grain of wood member. Lent th of thread penetration in main member shall not include the Length of the tapered tip (see 12.2.1.11. Specific Gravity, Lag Sere►• Diameter, D cz 114^ 5116" 318" 7116" 112" 518" 314" 718" 1" 1-118" 1-114" 0.73 397 469 538 604 669 789 905 1016 1123 121f, 1327 0-71 381 450 516 579 640 757 869 974 1077 11�b 1273 0-69 357 422 494 543 600 709 S13 913 1009 1103 1193 0.67 349 413 473 531 597 694 796 893 997 1078 1167 0-59 281 332. 391 428 473 559 641 719 795 969 940 0_55 2613 307 352 395 437 516 592 664 734 902 968 0_51 274 353 3W 461 524 593 656 716 775 0-50 225 266 305 342 379 447 513 576 636 695 752 0.49 218 258 2 6 332 367 434 399 559 617 674 730 0.47 2 Z42 27 312 345 408 467 525 580 634 686 0-46 199 235 269 302 334 395 453 508 562 613 664 0,44 18fi 220 252 293 312 369 423 475 525 574 621 0_43 179 212 243 273 302 357 401.) 459 508 554 600 0-42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 316 559 0.40 161 1.90 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 •438 479 518 0-38 149 176 202 227 25.1 296 340 381 42.2 461 498 0_37 143 169 194 218 241 285 326 367 405 443 479 0-36 137 163 196 209 231 273 313 352 389 425 460 0.35 132 116 179 200 222 262 300 337 373 407 441 0-31 110 130 149 167 185 218 250 281 311 339 367 L 1'ubulated withdrax-at design valum W. for tug screw cot mtmm shall be mutnphed by all applicable ad.iastment iactnrs {see TabLe 3 L.3. L F. Spec itir gravity, {-x, shall be dmetmined to mcordama with TaMc 12.3.3h 12-2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in lhsrin- of fastener penetra- tion from 12.2-3.1 shall be multiplied by the length of fastener penetration, pL, into the wood member. 12-2.3.3 The reference withdrawal design value, in lbsAn- of penetration, for a single post -frame ring shank nail driven in the side grain of the main member_ with the nail axis perpendicular to the wood fibers, shall be determined Prom Table 12.2D or Equation 12-2-4, with- in the range of -specific gravities and nail diameters giv- en in Table 12-2D- Reference withdrawal design values, W, shall be multiplied by all applicable adjustment fac- tors (see Table 11.3_1) to obtain adjusted withdrawal design values, W. W — 1804 G2 D (12.2-4 ) 12.2-3-4 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in lhslin_ of ring shank pene- tration from 12-2-3.3 shall be multiplied by the length of ring shank penetration, pV into the wood member. 12.2.3.5 Nails and spikes shall not be loaded in withdrawal from end grain of wood {C,,--O-0}- 12.2-3-6 Nails, and spikes shall not be loaded in withdrawal from end -grain of laminations in cross - laminated timber (Crs--G-0)_ 12.2.4 Drift Bolts and Drift Pins Reference withdrawal design values, W, for con- nections using drift bait and drift pin connections shall be determined in accordance with 1 L_ I- L3_ L120 ENGINEERING & DESIGN Page 15 NT Engineem 17614 NE 291h St: Redmond. WA 98052 Tel: 425- 891-51 11 Table 12K LAG SCREWS: Reference Lateral Design Values, Z, for Single Shear (two member) ConnecUans'-7-164 for sawn lumber or SCL with ASTM A653, Grade 33 steel side plate (for t,c1l4`)or W ASTM A 36 steel side plate (for t;=1141 (tabulated lateral design values are calculated based on an assunned length of lag LU screw penetrati an p. i nt o the main member equal to 8D) 49 lit t. a ZII Z1 T 4 L1 T £t l � Zi 7n iJL Z11 Z1 Z1 �I Z1 T 4 Z1 T £i Z1 a. bIm. Kn. Il,-3 -8. 1M. W] . mx MS. bi Ita. �. ItY.. b5. be. Ira. G9. Ilr3 ILA IX075 iM 170 13D 160 12❑ 150 110 150 110 150 100 140 100 140 100 130 90 130 90 im BO Mi 1149a1p 5018 220 16D 2DD 14D 19O 130 19O T3G He 13O 1aD 120 tau 120 1Tu 111) 1713 110 160 1Du XB zw 16D 2D] 141. 200 130 190 130 190 129 190 120 1B0 120 1Tu 11D 1711 111D 1713 Tau DAM Wd 180 14D 1TO 13G 160 120 160 TZO 100 110 150 110 156 110 149 100 140 TM 1413 90 412gage 5�16 224 17D 210 15D 200 149 200 i4a 190 130 t9D 130 t9D 120 1Ed 11D 170 tie 1713 f18 &B 230 160 211,140 2u0 140 2M13G 200 13O i90 120 190 1213 18O 110 130 110 170 T113 0_i2a W4 t96 15D 1&] 196 1713 120 170 t2O 160 120 1E16 110 l6G 110 154 1DD 1510 100 1411 TnD 411 gage 5116 236 17D 2111 159 2-10 140 200 141F 20D 14D 190 130 190 130 1&] 120 190 1211 Ma 110 WIN 240 170 220 t56 210 1493 2to 1`46 20D 130 DID 130 190 120 1Bo 11D 1BO 11D 180 f16 41134 iM 200 i50 160 14D 180 100 17O 130 17D 123 160 120 iao 11a 150 116 150 fall 15O taa 410gage 5:10 244 16D 2211 1ED 210 193 210 1`40 20D 140 200 130 200 130 160 120 160 121t 18a 12G 3B 1 246 M 220 1515 22 a T4D 21D 140 2DD 130 200 130 T90 120 19u 12U 1a9 SILL D_179 W4 22G 174 210 15D 150 1`40 19D 140 19D 130 1:911 130 460 120 170 121t 1711 120 (7 ge9el S11B 25G T90 260 17D ILO t50 23D 150 22D 150 22D 150 2t0 13D 2013 T39 200 130 316 2T0 190 25u 171) 240 150 T60 23D 150 22D 140 229 140 214 130 210 13D 270 1M 9.239 1A 24u lea = 1130 210 O 154 20D W T9D 1411 199 U11 13G 1711 18O 12D 1911 120 t3 goal 5�15 3M 229 280 19D 270 1E40 200 16u 2161] 170 256 16❑ 25a '80 230 15D 230 1SE• 210 140 S•@ 310 22a 2E0 191. 2" 18.0 ;70 1M 213D 170 2SD 1.30 2M 150 2d, iAD 230 141. 230 14,3 Via 420 29D 390 2aL 36O 240 37D 240 363 2M 35D 220 am 220 330 200 TrM 200 320 193 1/2 519 34D 470 34D •16O 290 450 2M 441) 270 43D 260 429 260 4M Z41) 400 230 MU 230 FM T76 490 710 AW am AUG 6W 4a0 66D 36a B40 370 6W 36D 60a 3.3D 500 330 E80 32u 314 111D We 162a 59D 96O 5&a 970 5M 956 530 92D 530 sic SM aw 450 am 450 Bill 440 7A3 151D 86D 13M MI) law 73a: tan 710 121311 890 t2s0 050 12M 650 117D 590 1tBG 510 1140 57a 1 1940 1160 VE93 96D 1710 916 1703 am 1050 aw 1EGO 820 1590 610 15W 740 14BG 730 14BG 710 U4 1J4 240 180 220 16D 21:0 15e 210 150 2170 140 240 140 190 130 lea 12D 160 120 ISO 120 Wis 310 220 290 20D M) 1M 270 160 MD 170 25D 170 253 1150 2M 151. 230 15D 230 149 31B 320 220 2-93 19D 290 180 370 1110 Z71. 1-.1 26E• 150 251 `.50 24•1 15E. 240 I&C. 230 14J Y"13 41➢0 32D 444 26D 429 27C 420 260 41D 250 39a 240 390 230 ]TO 220 350 210 3M 210 1R -14M 390 544 34U 220 329 S10 329 50D 310 AUG 29O 4B0 290 464 279 459 2139 440 2130 516 aw SW 780 479 750 44II 74O 440 729 42Q 7131) 409 099 400 660 3717 6S0 300 540 3M 3V4 120l• 731 1101 E41' 17EA 600 10E.7 5C-] 1020 STU a91. 540 983 530 9Y3 .19[• 9W 491. 970 Ml P11 1601. 93O 14M B20 1410 7713 14D] 750 1350 720 1320 690 131D 6a0 124D 53D 1220 d2G U00 609 1 1 2L48 1150 1 1870 TOM 1600 950 1760 936 1730 1303 1E43D B50 1ErA 640 157D 770 1556 760 15W 7M L Tohulated latetai design values, L, shaLL be muLtipltcd by oLl applLeab3e adte l usuew thorns 1 o os Lsee'h3c 2. Tobulatcd Iotat.L dcsign calves, Z. air fDF-Tcduced badv diamcter" lag screws Jsee Appendix ihMe LPi inserted in side pzm with screw axis Txrpcndiculnr io uvad fibers; screw peoemmiolx, p, into the tanln lumber equd to 90, dawn tlra sveogtlls, F„ of 61,$50 psi for AS r.M Afi53, C al& 33 steel and 87." psi tar A47 M A36 steel and screw bending yield 9trenVhs, F,I„ of 7U,OEJO psi for b = E ', ba.00a psi liar n = 5i E tr. and 45,LM31} psi liar D 3. Wte c the 4 screw penrtmtwo, p, is less the iio but not less then 4n- tabulated Imeral design values, Z- shaJJ be muRLphrd by Vgn m lateral design VAh shall be calculWed using, Lhr p-ovivions of 12.3 far the reduced penetration. a The Irn¢tb of ]ag screw PtFK1 WM13. p, naL Mcluding the Irngh of ilve tapered up, E: {see AppcFidl x Tah1c l-2I„ of the lad %erevr into lbc trtein member shall. not be less thin 4r]_ See 12. E.4.6 rormirlimvm kmVh of ptElcunllon, p—. L120 ENGINEERING & DESIGN 9/5/2021 ATC Hazards by Location THazards by Location Search Information F`' 5equim O Address: 22931 Hwy 99, Edmonds, WA 98026, USA F:- Coordinates: 47.7910236,-122.3375083 Elevation: 384 ft Timestamp: 2021-09-06TO6:24:28.039Z Hazard Type: Seismic Reference ASCE7-16 Go g I e Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.278 MCER ground motion (period=0.2s) S1 0.449 MCER ground motion (period=l.Os) SMS 1.278 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SIDS 0.852 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s F * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.543 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.598 Site modified peak ground acceleration Marysville G WhidbevFvarett Is 384 ft ' It 0 Redmond Seattle " 0 R-rit-ri Map data ©2021 Google M https://hazards.atcouncil.org/#/seismic?lat=47.7910236&ing=-l22.3375083&address=22931 Hwy 99%2C Edmonds%2C WA 98026%2C USA 1/2 9/5/2021 ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1.278 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.404 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.17 Factored deterministic acceleration value (0.2s) S1RT 0.449 Probabilistic risk -targeted ground motion (1.Os) S1 UH 0.501 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.879 Factored deterministic acceleration value (1.0s) PGAd 0.763 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. 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. https://hazards.atcouncil.org/#/seismic?lat=47.7910236&ing=-l22.3375083&address=22931 Hwy 99%2C Edmonds%2C WA 98026%2C USA 2/2