Loading...
REVIEWED BLD2023-0386+Structural_Analysis_or_Calculations+3.30.2023_11.02.39_AM+3453320RE r EDMONDS 'NT SERVICES ENGINEERING ANALYSIS FOR: COOLYSYS COMMERCIAL & INDUSTRIAL SITE: 140 4TH AVE. S. EDMONDS, WA 98020 :0WAIATM4f� BY CITY OF EDMONDS ORIGINAL STAMP MUST BE RED TO BE VALID DATE: PLAN NUMBER: PHILLIPS STRUCTURAL US BANK HVAC ENGINEERING, PLLC MAR. 30, 2023 (EDMONDS) P.O. Box 108, MLLTON,-8— Phone (—1 344-1... STRUCTURAL ENGINEERING PHI LLI PS S I kJCTURAL BVGI NNG CALCULATIONS The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2018 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 8%2xl 1 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Phillips Structural Engineering must be contacted immediately for further consultation. STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2018 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (le) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = 1.29 - S1 = 0.45 - Seismic Design Category (SDC) = "D" - Response Modification Factor (Rp) = 6 - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = 97 MPH - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = "B" - Topographical Effect (Kzt) = 1.00 ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Losrt5(Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) =25PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF SOILS CRITERIA N/A A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ nTCHazards by Location Search Information Address: 140 4th Ave S, Edmonds, WA 98020, USA skate Cal& J. I irip"ad. Lawyer Il.fi.4�«.anrh Lurni aadf{ Coordinates: 47.8098687,-122.3791955 PLL(' Culibur Hume Lours Elevation: 53 ft Timestamp: 2023-03-28T23:46:32.210ZG] Dayton St Dayton St Hazard Type: Seismic Reference Document: ASCE7-16 700 l2 trin U McKlnney.111% Frlr_ r;,Ma_p . data 02023 Google Report a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.286 MCER ground motion (period=0.2s) St 0.452 MCER ground motion (period=1.0s) SMs 1.543 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDs 1.029 Numeric seismic design value at 0.2s SA Sol * 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 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRg 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.656 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.412 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.12 Factored deterministic acceleration value (0.2s) S1 RT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.857 Factored deterministic acceleration value (1.0s) PGAd 0.748 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. 3 of 20 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTCHazards by Location Search Information Address: 140 4th Ave S, Edmonds, WA 98020, USA Coordinates: 47.8098687,-122.3791955 Elevation: 53ft Inair T i mesta m p: 2023-03-29T 15:23:34.649Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI10-Year _. 67 mph MRI10-Year ______________________________ 72 mph MRI25-Year ________ 73 mph MRI25-Year ______________________________ 79 mph MRI50-Year _- 78 mph MRI50-Year ______________________________ 85 mph MRI 100-Year 83 mph MRI100-Year 91 mph Risk Category I _____ 92 mph Risk Category I _________________________ 100 mph Risk Category 11 97 mph Risk Category 11 110 mph Risk Category III __. 104 mph Risk Category III -IV _____________________ 115 mph Risk Category IV 108 mph ASCE 7-05 ASCE 7-05 Wind Speed _______________________ 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. 4 of 20 �WrnENtouclu� ..' rCLMlY�etl tj w M16f 6t'A' mms NFW Idyl RCI Y" ,MM F owa� rlur� a i k 5 of 20 dW rf " Loads Design Check Calculation Sheet WoodWorks Sizer 2023 Loa. Type Distribution Pat- Location [ft] Magnitude Jnit tern Start End Start End Loadl Dead Full Area 15.00(8.00') sf Load2 Snow Full Area 28.00 (8.00'1 - Load3 Dead Point 28.17 371 -bs Self-wei ht Dead Full UDL 25.5 11 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 38.34 E GLB with HVAC Mar. 30, 2023 10:41 Un£actored: Dead Snow 2933 1271 3110 4275 Factored: Total Bearing: 7208 7385 Capacity Beam 7208 7385 Support 7403 7385 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.02 2.07 .in reg'd 2.02 2.07 Cb 1.00 1.01 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc shp 625 625 Existing GLB w/ HVAC Glulam-Unbal., West Species, 2411l Dill 5-1/2"x22-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 38.31'; Clear span: 38`, Volume = 32.9 cu.ft.; 15 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value Value Unit Anal sis/Desi Shear fv = B1 305 psi fv/Fv' = On26 Bending(+) fb = 1803 Fb' = 2424 psi fb/Fb' = 0.74 Live Defl'n 1.19 IDesi: 2.54 = L/180 0.45 Total Def1'n 2.13 = L/199 3.92 = L/120 in 0.62 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cv Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.878 - - 1.00 1.00 - 2 Fop' 150 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 12 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, -no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 7385, V design = 6654 (NDS 3.9.3.1(a)) lbs; M(+) = 69737 lbs-ft EI = 9397.11,16 lb-in-2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6 of 20 Philips Structaral Engineering, PLL Project a A _ Edgewood, Washingtoa sheet_ Client: Job No.:-7-1. Bv: —r)p-v Date rjrr c yi ,f�., C-JP(4` L "A" 7of20 Wo d r f " 4x4 Curb Beam Mar. 30, 2023 10:41 HIL !PS Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Partial UDL 0.00 3.00 67.0 67.0 plf Self-wei ht Dead Full UDL 2.5 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8.083' Unfactored: Dead Factored: 173 47 Total 173 47 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.24 0.07 Support 0.14 0.04 Load comb #1 #1 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1'00 1.00 Cb support 1.11 1.11 Fc sup 625 625 rv"u"num ueaiiny 1e11yi11 se"iny useu. uc wi euu suppuns 4x4 Curb Beam Lumber -soft, Hem -Fir, No.2, 4x4 (3-1/2"0-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.06'; Clear span: 8.0` Volume = 0.7 cu.ft. Incised; Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. I Analysis vs. Allowable Stress and Deflection usinn Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 19 Fv' = 108 psi fv/Fv' = 0.17 Bending(+) fb = 360 Fb' = 918 psi fb/Fb' = 0.39 Live Defl'n negligible Total Defl'n 0.21 = L/462 0.80 = L/120 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Fv' 150 0.90 1.00 1.00 - Fb'+ 850 0.90 1.00 1.00 1.000 Fcp' 405 - 1.00 1.00 - E' 1.3 million 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+): LC #1 = D only Deflection: LC #1 = D only (total) Bearing : Support 1 - LC #1 = D only Support 2 - LC #1 = D only CF Cfu Cr Cfrt Ci LC# - - - 1.00 0.80 1 1.500 - 1.00 1.00 0.80 1 - - - 1.00 1.00 - - - - 1.00 0.95 1 D=dead All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 173, V design = 151 (NDS 3.4.3.1(a)) lbs; M(+) = 215 lbs-ft EI = 16.26e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8 of 20 PFDAIVKJiV Submittal Data Sheet 10 Ton HP, Two-Slage. 11 €ER, 13,51EER. 3•Phas620&"23GV 69Pit 132iiTA1203 {}jL&mr Unil Model Nip RArd Cp*r-g Cnndglona: M w-Nir Co -Am Cep---M IRL00: RM-d Cgdmg=. cQPwtY (�ln a ,SEER. Purer Supply {ry.wtz Kl. M+r, L: rvurl Amp MCA W Max Ommummi FTcdecbm IMOR) fAl Rycd L—d A-pe RLA(A): RKNLraYa Type: Hdding Pocrngp uM Chargp;o¢;]; AddiGmml Charge Ohiil} Pp* -due" PiOT%g (Lamph};Rj: Mib� Pipe Lagh (r u it 4W: Het WN011LM): Dineuki iHW;bcQ {in1: dZ11TA12u6 Indowff IDSMftWj 97 Ambient (T AaV": B5 f 75 Outdoor Unh Name: A-ASO Heghng Ccnpnane; m.w minu—in9 cT"4"P Snh�Aq- 11 con • Rated Hemnp Capachy fau.Vin: '17A0 ' HeMr-li COP HgP'F: 2.0W230 rE013 <ryjp 70 Mas R•410A 9 a6 N 375 410 e2Ka&V2A3510 1a Tw W. Twr�Swwu. 11 EER.13.5 IEER, S-Naw ZW230V 64Fk IrAW i'r- DIYM6 : W 167 pmhlerd ('F nRnAn)- a5 175 100.0w i $3.WD 3.3 CanrFne r Typw Iym "s P fthy Raie. 00) (CFPA: Sla=bmn 5lel Cmnedb SLs4 Gnu: 1-" LquidValveCannectianSim 11ncN; So rwvnd Pi ww 1HVh? (%ItIA): 94 r'mollirg ❑pemimn Rsrge r°F OL3j: S6- 11Fi Hcong Overawn Range ('F VQI- -10- 6S kris Pipe LenglhiVciiWl fM: 50 Min. COaMp RwgmwRqffi&JFF OHF_ 56 4UII. HraOup Rxige wffldIb ffM: -5 Gr455 VftgML %G 574 [MM IKM Arwiu LLC IKUL KN ftrRd V"K T% rNM ��m'-4 w�w�rranr�l Err - OiFYf4 rFN usi it t."IomlO YY{IaW'n•il.CiYn inw.f.dr NN Nbd o 6,djr. klim dm Y+SdI #tNV.rHW ffW-dw rot NwW*LFjrirnl l�tlnQi DY W4i2mr 190 iu Pu F.rr]e] 9 of 20 Philli-na gtrvefvral Frisi-naPA"a_ PLI.i! 10 of 20 Phillips Struetural, Engineering, PLLC Project 0 A c_ Edgewaad, Washington '11-s— _Job Ho_• $y1f1ml Dste; 17 11 of 20 Phillips Structural, Engineering, PLL e- Edge -wood, Washington Sheet at- 12 of 20 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: OMG, INC. 153 BOWLES ROAD AGAWAM, MASSACHUSETTS 01001-5008 EVALUATION SUBJECT: FASTENMASTER° LOK SERIES STRUCTURAL WOOD SCREWS ICC IN Ice c PM� � flTE� Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPCJ Award in Excellence" l Rusk :'l :+N.)! -;h+. ASubsidiaryof'v�> °t^ ' AC.W.'ixY�l •. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as A%N tm to any finding or other matter in this report, or as to any product covered by the report. Rmici W t�. Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. 13of20 ICC-ES Evaluation Report ESR-1078 www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: OMG, INC. 153 BOWLES ROAD AGAWAM, MASSACHUSETTS 01001-5008 (413) 789-0252 www.olyfast.com www.fastenmaster.com mguthrie(cDolyfast.com ADDITIONAL LISTEE: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: FASTENMASTER° LOK SERIES STRUCTURAL WOOD SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code° (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code° (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)' tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC Properties evaluated: ■ Structural ■ Corrosion resistance 2.0 USES The FastenMaster LOK Series fasteners described in this report are alternate dowel -type threaded fasteners used for wood -to -wood connections. The FastenMaster LOK Series fasteners described in Sections 3.1.1 through 3.1.4 may be used where fasteners are required to exhibit corrosion resistance when exposed Reissued January 2017 This report is subject to renewal January 2018. A Subsidiary of the International Code Council° to adverse environmental conditions and/or in preservative -treated wood (subject to the limitations of Section 5.2), and are alternates to hot -dip -zinc galvanized fasteners with a coating weight in compliance with ASTM Al53, Class D. The fasteners have been evaluated for use with wood chemically treated with waterborne alkaline copper quaternary, type D (ACQ-D). 3.0 DESCRIPTION 3.1 General: The LOK Series fasteners described in this report are manufactured using a standard cold -forming process and are heat -treated. These fasteners depart from ANSI B18.2.1 and B18.6.1 in thread design, exceed the bending yield strengths documented in Table 5 of American Forest & Paper Association (AF&PA) Technical Report 12, and are not installed with lead holes in accordance with the ANSI/AWC National Design Specification (NDS) for Wood Construction. The LOK Series fasteners recognized in this report are described in Sections 3.1.1 through 3.1.5. Product names for fasteners sold by MiTek Industries are shown in Table 7. 3.1.1 OlyLog and TimberLOK Fasteners: The OlyLog and TimberLOK fasteners have a 5/16-inch (7.9 mm) hex - head, rolled threads and a gimlet point. They have a proprietary corrosion -resistant coating with a lubricious clear top coat. See Table 1A for fastener dimensions and a diagram. 3.1.2 HeadLOK Fasteners: The HeadLOK fasteners have a proprietary #3 Spider -drive head, rolled threads and a gimlet point. They have a proprietary corrosion -resistant coating. See Table 1 B for fastener dimensions and a diagram. 3.1.3 LedgerLOK and LogHog Fasteners: The LedgerLOK and LogHog fasteners have a 5/16-inch (7.9 mm) hex -head with integral washer, rolled threads and a gimlet point. The LedgerLOK fasteners have a proprietary corrosion -resistant coating with a lubricious clear top coat. The LogHog fasteners have a proprietary corrosion -resistant coating. See Table 1C for fastener dimensions and a diagram. 3.1.4 TrussLOK and TrussLOK-Z Fasteners: The TrussLOK and TrussLOK-Z fasteners have a 3/8-inch (9.5 mm) hex -head, rolled threads and proprietary cutting points. They have a proprietary corrosion -resistant coating with a lubricious clear top coat. See Tables 1 D and 1 E for fastener dimensions and a diagram. 3.1.5 ThruLOK Fasteners: The Thrul-OK fasteners have a 5/16-inch (7.9 mm) hex -head, rolled threads and a ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. l Page7of 8 14 of 20 ESR-1078 1 Most Widely Accepted and Trusted Page 2 of 8 proprietary cutting point. The fasteners are coated with mechanically applied zinc in accordance with ASTM B695, Type I, Class 55. They are supplied with the ThruLOK washer and nut. See Table 1 F for fastener dimensions and a diagram. 3.2 Materials: 3.2.1 Fasteners: The fasteners are made of carbon steel grade 1022 or 1OB21 wire, conforming to the report holder's material specifications, and have a proprietary finish. Minimum bending yield strengths of the fasteners are listed in Tables 1A through 1 F of this report. 3.2.2 Wood Members: Wood members must be solid - sawn lumber having a minimum assigned specific gravity as indicated in Tables 2, 3 and 4. Assigned specific gravity for solid -sawn lumber must be determined in accordance with Table 12.3.3A of the 2015 NDS (Table 11.3.3A of NDS-12 for the 2012 IBC, Table 11.3.2A of NDS-05 for the 2009 and 2006 IBC). 4.0 DESIGN AND INSTALLATION 4.1 Design: Reference withdrawal design values are given in Table 2 of this report. Reference head pull -through design values are given in Table 3 of this report. Reference lateral design values for wood -to -wood connections loaded parallel and perpendicular to the grain, are given in Table 4. The reference design values given in Tables 2 through 4 must be multiplied by all adjustment factors applicable to wood screws, in accordance with the NDS, including the wet service factor, Cm, where applicable. Reference head pull -through design values must be adjusted using the NDS adjustment factors applicable to withdrawal for wood screws. The allowable load for a single -screw connection in which the screw is subject to tension must be taken as the least of: (a) the reference withdrawal design value given in Table 2, adjusted by all applicable adjustment factors; (b) the reference head pull -through design value given in Table 3, adjusted by all applicable adjustment factors; and (c) the allowable screw tension strength given in Tables 1 A through IF. The allowable lateral load for a single -screw connection must be taken as the lesser of: (a) the reference lateral design value given in Table 4, adjusted by all applicable adjustment factors, and (b) the allowable screw shear strength given in Tables 1A through 1 F. When designing a connection, the structural members must be checked for load -carrying capacity in accordance with Section 11.2.3 of NDS-15 (Section 10.1.2 of NDS-12 and NDS-05 for the 2012, 2009 and 2006 IBC), and local stresses within multiple -fastener connections must be checked against Appendix E of the NDS to ensure the capacity of the connection and fastener group. Connections containing multiple screws must also be designed in accordance with Sections 11.2.2 and 12.6 of NDS-15 (Sections 10.2.2 and 11.6 of NDS-12 and NDS-05 for the 2012, 2009 and 2006 IBC). Where the screws are subjected to combined lateral and withdrawal loads, connections shall be designed in accordance with Section 12.4.1 of the NDS-15 (Section 11.4.1 of NDS-12 and NDS-05 for the 2012, 2009 and 2006 IBC). The FastenMaster LOK Series fasteners described in Sections 3.1.1 through 3.1.4 are recognized for use in wood chemically treated with waterborne alkaline copper quaternary, type D (ACQ-D), with a maximum retention of 0.40 pcf (6.4 kg/m3). These fasteners must be limited to use in typical applications and limitations defined in Table 6. 4.2 Installation: The fasteners must be installed with a 1/2-inch (12.7 mm), low RPM/high torque electric drill (450 rpm) using the driver bit included in each box. Lead holes are not required. Fasteners must be installed at the minimum end and edge distances listed in Table 5 of this report. The ThruLOK fastener must be installed with the ThruLOK washer and nut (supplied with the fastener). The ThruLOK fastener must penetrate through the opposite face of the main member a sufficient distance to allow the nut to be tightened snugly against the main member, with at least 1/2 inch (12.7 mm) of the threaded portion of the shank engaging the internal threads of the nut. 5.0 CONDITIONS OF USE The fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Design and installation of connections with FastenMaster LOK Series fasteners must comply with this report, the manufacturer's published instructions and the applicable code. In the event of a conflict between the manufacturer's published installation instructions and this report, the more restrictive governs. 5.2 Use of the fasteners in locations exposed to saltwater or saltwater spray is outside the scope of this evaluation report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Alternate Dowel -type Threaded Fasteners (AC233), dated April 2015. 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Corrosion -resistant Fasteners and Evaluation of Corrosion Effects of Wood Treatment Chemicals (AC257), dated October 2009 (editorially revised May 2015). 7.0 IDENTIFICATION Packages of fasteners are identified by the company name (OMG or MiTek), one of the product names shown in Table 7, the fastener size and the evaluation report number (ESR-1078). Head markings on the fasteners indicate fastener length and are applied as noted in Tables 1A through 1 F. 15of20 ESR-1078 1 Most Widely Accepted and Trusted Page 3 of 8 TABLE 1A—FASTENER SPECIFICATIONS: OLYLOG AND TIMBERLOK FASTENERS OLYLOG®/ TIMBERLOK o FASTENER DESIGNATION HEAD MARKING OVERALL LENGTH' (inches) LENGTH OF THREAD (inches) UNTHREADED SHANK DIAMETER (inch) MINOR THREAD (ROOT) DIAMETER (inch) ) BENDING YIELD (Fyn, psi) ALLOWABLE FASTENER STRENGTH Tensile (Ibf) Shear" (Ibf) TLOK212 or LOG212 F2.5 21/2 11/4 0.189 0.172 167,300 1,300 940 TLOK04 or LOG004 F4.0 4 12 190,600 TLOK06 or LOG006 F6.0 6 2 TLOK08 or LOG008 F8.0 8 2 LOG009 F9.0 9 2 1,145 800 TLOK10 or LOG010 F10.0 10 2 LOG012 F12.0 12 2 LOG014 F14.0 14 2 LOG016 F16.0 16 2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. 2Length of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. °Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. aI llMPA�lf 4.1 L t IRAE�PtBYPIt A11P! 4�4'r++ TABLE 1B—FASTENER SPECIFICATIONS: HEADLOK FASTENERS K ® FASTEN FASTENER DESIGNATION HEAD MARKING OVERALL i LENGTH (inches) LENGTH OF z THREAD (inches) UNTHREADED SHANK DIAMETER (inch) MINOR THREAD (ROOT) DIAMETER (inch) BENDING YIELD' (Fyn, psi) ALLOWABLE FASTENER STRENGTH Tensile (Ibf) Shear" (Ibf) HLGM278 F2.91-11- 27/a 2 0.191 0.172 187,300 1,215 965 HLGM412 I F4.51-11- 1 41/2 12 HLGM6 F6.01-11- 6 2 HLGM8 F8.01-11- 8 2 HLGM10 F101-11- 10 2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. 2Length of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. "Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. 16of20 ESR-1078 1 Most Widely Accepted and Trusted Page 4 of 8 ae�Xo,ex� J- AFFX-WFTAP..'F _ y^ F.-RAGFQ'WRAFF y{ h'2r1V+66FF.'A. Y'7i C3.i1F56_"A.'Sh3lK -AILV a�rlla�mi§ 21 'S7 T.S.; 11 Willi fh'r1 j,Wh TABLE IC —FASTENER SPECIFICATIONS: LEDGERLOK AND LOGHOG FASTENERS ALLOWABLE LEDGERLOK°/ ® OVERALL LENGTH OF UNTHREADED MINOR THREAD BENDING FASTENER STRENGTH LOGHOG HEAD LENGTH' THREAD SHANK (ROOT) YIELD' FASTENER MARKING (inches) (inches) DIAMETER DIAMETER (F n, psi) Tensile Shear" DESIGNATION (inch) (inch) r (Ibf) ) (Ibf) LL358 F3.6 3% 2 0.228 0.202 200,700 1,833 1,235 LL005 F5.0 5 3 LHOG009 F9.0 9 3 183,200 1,335 890 LHOG011 F11.0 11 3 LHOG013 F13.0 13 3 LHOG015 F15.0 15 3 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. 2Length of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. 4Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. t oaas PAAXW UJedWily - �Uf{3sl'.R P609&hWa FAA i TABLE 1D—FASTENER SPECIFICATIONS: TRUSSLOK FASTENERS ® UNTHREADED MINOR THREAD ALLOWABLE HEAD OVERALL � LENGTH OF z SHANK (ROOT) BENDING FASTENER STRENGTH FASTENER FASTENEE R MARKING LENGTH THREAD DIAMETER DIAMETER YIELD' Tensile Shear° DESIGNATION (inches) (inches) (inch) (inch) (F n, psi) r (Ibf) (Ibf) EWS338 F3.3 3'/8 1'/2 0.228 0.215 218,400 1,833 1,235 EWS005 F5.0 5 EWS670 F6.7 67/10 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. 2Length of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. 4Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. u: bd JY;rJdQ s r,yr Gtl`� ii :I r �iM1le7�2 O. !&t: AuT�Y .FFFRF4!T FJFh F Ft 1J2 d,',-Y1.1'r�l{-f 5F '#rIDA11MM7 3.+5'NFk --HUAD EENG'F 17of20 ESR-1078 1 Most Widely Accepted and Trusted Page 5 of 8 TABLE 1E—FASTENER SPECIFICATIONS: TRUSSLOK-Z FASTENERS o UNTHREADED MINOR THREAD ALLOWABLE TS HEAD OVERALL � LENGTH OF z SHANK BENDING FASTENER STRENGTH FASTTENERENER F MARKING LENGTH THREAD DIAMETER DIAMETER YIELDS Tensile Shear" DESIGNATION (inches) (inches) (inch) (inch) (FYb' Psi) (Ibf) (Ibf) TSLZ278 F2.8 27/s 11/4 0.228 0.202 218,400 1,833 1,235 TSLZ412 F4.5 41/2 TSLZO06 F6.0 6 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. ZLength of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. °Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. w rm4auAox ra Q PtraKr u+m , W-N APPWA YNN n�+.n+rt+suow .r-rfr ri1"Mcap TABLE 1 F—FASTENER SPECIFICATIONS: THRULOK FASTENERS6 o LENGTH OF UNTHREADED MINOR THREAD ALLOWABLE THRULOK HEAD OVERALL THREAD2,4 SHANK (ROOT) BENDING FASTENER STRENGTH FASTENER MARKING LENGTH' (inches) DIAMETER DIAMETER YIELD' Tensile Shears DESIGNATION (inches) (inch) (inch) Psi) Tyb, (Ibf) (Ibf) A B THR614 FT6.2 61/4 5/9 12/10 0.228 0.201 218,400 1,970 1,235 THRO07 FT7.0 7 THRO08 FT8.0 8 THR912 FT9.5 91/2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6.895 kPa. 'For purposes of measuring overall fastener length, fasteners must be measured from the underside of head to bottom of tip. ZLength of thread includes tip. See detailed illustration. 3Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. 4The thread lengths given for the Thrul-OK are for zones A and B, as depicted in the diagram below. 5Aloowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. 6The Thrul-OK fastener must be used with the Thrul-OK washer and nut (supplied with the fastener). airo.t+xr+ l4fdils�_'.. i�llt; ear: _5 �r1 r#Fa E+�lE r Pp4ARNGrgAri �orrt�w++c h uarwh I r;,�►raa� wm PARNE C.M —4#Wr NQ 18of20 ESR-1078 1 Most Widely Accepted and Trusted Page 6 of 8 TABLE 2—REFERENCE WITHDRAWAL DESIGN VALUES [Reference withdrawal design values (W) are in pounds per inch of thread penetration into side grain of main member] THREAD LENGTH, W (Ibf./in.) FOR SPECIFIC GRAVITIES OF: FASTENER L" (inches) 0.57 0.55 0.5 0.46 0.43 0.42 01yLog/ 1.25 or 2.0 270 260 220 200 180 170 TimberLOK HeadLOK 2.0 290 270 230 200 180 170 LedgerLOK/ 2.0 or 3.0 330 310 270 240 220 210 LogHog TrussLOK 11/2 — — 180 — — — TrussLOK-Z 1'/4 290 270 220 180 160 150 ThruLOKI'l NA(6) 11401" 10601" 900(61 780(61 7001" 680�6� For SI: 1 inch = 25.4 mm, 1 Ibf/in = 175 N/m. 'Tabulated reference withdrawal design values, W, apply to fasteners driven into the side grain of the main member, such that the screws are oriented perpendicular to the grain and loaded in direct withdrawal. 2Reference withdrawal design values must be multiplied by all applicable adjustment factors, in accordance with Section 4.1. 3Reference withdrawal design values are to be multiplied by the length of thread penetration into the main member, but must not exceed the head pull -through design values given in Table 3. Threaded length includes the tapered tip. °See Tables 1A through 1 F for thread lengths corresponding to specific fastener model numbers. 'The ThruLOK must be used with the ThruLOK washer and nut (supplied with the fastener). The nut must be installed such that it is snug against the main member, and at least'/2 inch of the threaded portion of the shank (not including the tip) is within the nut. ')Tabulated withdrawal values for the ThruLOK are based on the head pull -through design values given in Table 3, as these values will govern designs in which the screw is subject to axial tension, where the ThruLOK is properly installed with the ThruLOK washer and nut (see footnote 5 above). TABLE 3—REFERENCE HEAD PULL -THROUGH DESIGN VALUES (P)1'2 MINIMUM SIDE P (Ibf) FOR SPECIFIC GRAVITIES OF: FASTENER MEMBER THICKNESS 0.57 0.55 0.5 0.46 0.43 0.42 (inches) 01yLog/ 1.5 220 200 160 130 110 110 TimberLOK HeadLOK 1.5 630 600 520 460 410 400 LedgerLOK/ 1.5 320 290 240 200 180 170 LogHog TrussLOK 1.5 — — 260 — — — TrussLOK-Z 1.5 370 330 250 200 170 160 ThruLOK ") 1.5 1140"' 1060") 900") 780"' 700") 680") For SI: 1 inch = 25.4 mm, 1 pound = 4.448 kPa. 'Reference head pull -through design values, P, must be multiplied by all applicable adjustment factors, in accordance with Section 4.1. 2Design values apply to connections with minimum side member thicknesses, ts, as given above. 3The ThruLOK must be used with the ThruLOK washer and nut (supplied with the fastener). The nut must be installed such that it is snug against the main member, and at least'/2 inch of the threaded portion of the shank (not including the tip) is within the nut. 19of20 ESR-1078 1 Most Widely Accepted and Trusted Page 7 of 8 TABLE 4—REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR (TWO -MEMBER) WOOD -TO -WOOD CONNECTIONS LOADED PARALLEL (Zu) OR PERPENDICULAR (ZJ TO THE GRAIN''z FASTENER MINIMUM SIDE MEMBER THICKNESS', t (inches) MINIMUM MAIN MEMBER PENETRATION 4, P (inches) Z (Ibf) FOR MINIMUM SPECIFIC GRAVITIES OF: Designation Length (inches) (ih) 0.5 0.46 0.42 Zu Zl Zu Zl Zu Zl OlyLog/ TimberLOK 21/26 11/2 1 240 220 220 200 200 180 4 & longer 11/2 21/2 280 260 260 230 240 210 6 & longer 21/2 31/2 290 270 270 250 250 230 8 & longer 3 5 290 270 260 250 240 230 27/86 11/2 13/8 240 210 220 180 210 150 41/2 11/2 3 280 260 260 240 250 220 HeadLOK 6 & longer 11/2 41/2 290 270 270 250 250 230 6 & longer 21/2 31/2 300 280 280 260 270 240 8 & longer 3 5 290 280 280 260 260 230 35/89 11/2' 18 — 300 — — — — LedgerLOK 3% 11/2 11/28 — 260 — 220 — 220 35/8 11/2 21/8 310 310 290 280 270 250 5 11/2 31/2 320 300 300 280 280 260 LogHog 9 &longer 6 3 310 300 290 280 270 260 TrussLOK 1'/4 15/8 320 290 300 270 280 260 5 1'/4 31/4 330 300 310 270 290 250 1'/4 5 330 310 310 290 290 270 TrussLOK-Z 27/s 11/2 13/8 310 290 300 270 280 240 41/2 11/2 3 320 290 300 270 290 250 6 11/2 41/2 330 300 310 280 290 250 FASTENER MINIMUM SIDE MEMBER THICKNESS', t (inches) MAIN MEMBER THICKNESS' (inches) Z (Ibf) FOR MINIMUM SPECIFIC GRAVITIES OF: Designation Length (inches) 0.5 0.46 0.42 Min Max Z„ Zl Z„ Zl Z„ Zl ThruLOK") 61/4 11/2 31/4 41/4 350 320 320 300 300 270 7 11/2 4 5 350 330 320 300 300 270 8 3 31/2 41/2 350 330 320 300 300 270 91/2 11/2 61/2 71/2 350 330 320 300 1 300 270 For SI: 1 inch = 25.4 mm, 1 pound = 4.448 kPa. 'Tabulated reference lateral design values, Z, apply to single shear (two -member) connections with wood main and side members having specific gravity as shown, in which the screw is oriented perpendicular to the grain and loaded laterally either parallel or perpendicular to the grain. For connections in which the main and side members have different specific gravities, use the lower of the two. Gaps are not permitted between the main and side members. zValues must be multiplied by all applicable adjustment factors, in accordance with Section 4.1. 'Unless otherwise noted, side members with thicknesses greater than the tabulated minimum side member thickness may be used, provided the corresponding tabulated minimum main member penetration is still achieved for the given screw length. °Minimum main member penetration is the minimum length of the screw (including threaded, unthreaded and tip length) that must be embedded within the main member. The entire threaded portion of the screw must be embedded in the main member, unless otherwise noted. 'The ThruLOK must be installed with the washer and nut, and must penetrate through the opposite face of the main member a sufficient distance to allow the nut to be tightened snugly against the main member, with at least'/z inch, and no more than 11/2 inches of the ThruLOK screw engaged within the nut. 6Full embedment of the threaded portion of the screw in the main member is not required. 'Side member thickness must not be increased. 8Thickness of main member. Fastener must penetrate through the main member. 9For connection of 11/2 inch wood side member with specific gravity of 0.50 to minimum 1 inch thick rimboard. Rimboard consists of laminated strand lumber (LSL) with an equivalent specific gravity of 0.50. Fastener must penetrate through the rimboard. 20 of 20