Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
6183 PASEO DEL NORTE; ; FPC2020-0138; Permit
ty of PERIVL1IT REPORT C fll`~_Ch arlsbad Print Date: 07/26/2022 Permit No: FPC2020-0138 Job Address: 6183 PASEO DEL NORTE, CARLSBAD, CA 92011-1151 Status: Closed - Finaled Permit Type: FIRE-Construction Commercial Work Class: Fire Sprinklers Parcel #: 2110401800 Track #: Applied: 08/10/2020 Valuation: $4,066,423.65 Lot #: Issued: 10/26/2020 Occupancy Group: Project #: DEV2017-0116 Finaled Close Out: 02/10/2021 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig, Plan Check#: INSPECTOR: Cheung, Nathaniel Plan Check #: Project Title: NEXT IVIED Description: CARLSBAD CORPORATE CENTER PARKING STRUCTURE - 2 MANUAL WET STANDPIPES & SPRINKLER SYSTEM (285 HEADS) Applicant: FPContractor: EPIC FIRE PROTECTION INC EPIC FIRE PROTECTION INC ADAM BOISVERT 765 TURTLE POINT WAY 765 TURTLE POINT WAY SAN MARCOS, CA 92069-8126 SAN MARCOS, CA 92069-8126 (760) 310-6122 (760) 310-6122 FEE AMOUNT FIRE NFPA 13 System > 100 heads (includes 1 riser) $858.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $204.00 Total Fees: $1,062.00 Total Payments To Date: $1,062.00 Balance Due: $0.00 Fire Department Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-4665 1 760-602-8561 f I www.carlsbadca.gov September 22, 2020 Carlsbad Corporate Center Parking 6183 Paseo Del Norte City of Carlsbad Plan Check No. FPC2020-0138 To Whom It May Concern: GSSI/ Miyamoto Engineers has reviewed the addition of new fire sprinkler lines supported from the parking structure upper level at subject project, by EPIC Fire Protection, dated 6-26-20. The new 4" diameter main line is hung directly from the precast concrete double tees adjacent to the main girder. The concrete floor is adequate to support the sprinkler piping and complies with 2016 CBC, Chapter 16. Please contact me directly with questions. Sincerely, II II ,No4I2W'7 ii II F William Schell SE C) 0 2020 Miyernoto International, Inc., All rights reserved. This document or any part thereof must not be reproduced in any form without the written permission of Miyemoto International , I n c . I I I I I FPC2.OW- oL% CQ7800' Da Hydraulics Summary Sheet (ProJect Information Calculation Date: 6/15/20201:11 PM I CARLSBAD CORP CENTER PARKING system ID drawing ref FP-2 building NEW construction Ill-B occupancy PARKING - B authority CARLSBAD ED Hydraulics Criteria system type WET density .15 GPM/ft2 design std NFPA 13, 2016 remote area 1500 ft2 hazard ORD GRP I spr coverage 130 SQ FT ft2 sprs flowing 12 figure curve Flow Test static pressure 92.70 psi residual pressure 38.70 psi quantity flowing 3,900,0 GPM date & time of flow test 5-21-20 location of flow test SITE 6183 PASEO DEL NORTE CARLSBAD, CA contract # tgnIrI,r Ti,fjirii44,ri EPIC FIRE PROTECTION, INC. 765 TURTLE POINT WAY SAN MARCOS, CA 92069 calculated by ADAM BOISVERT telephone 760-310-6122 fax 760-798-0556 email ADAM@EPICFIRE.ORG - Sprinklers in Remote No. Mfgr Mod SIN# Size K L12 I TYCO I SSU I 1Y315 1 1/2" 15.60 40 Dsian Layer 1 - Supply / Demand Graph 30 10 92.38 psi available at 20 - 00- Sprinkler Demand of 47.58 psi with System Flow of 245.5 GPM - _LMargin: +48.5%_4 90 60 30 10 01 GPM t4.85 o 50 100 150 200 250 300 Water Flow (GPM) © Copyright 2016 Sigma Development Group, Inc. Page 1 of 8 81O CARLSBAD CORP CENTER PARKING DashbowdHWrairlics Supply Analysis (Design Layer 1) Sprinkler Flow: 245.5GPM Additional Flows: None Hose Flow at Zero: None Total System Flow: 245.5GPM Maximum velocity in pipe 3-5 is 13.7 ft/sec Nodes Analysis Minimum Node Actual Node Elev Device KFactor Flow Pressure Discharge Notes ft GPM psi GPM 111 26.49 Sprinkler 5.60 19.50 12.13 19.50 112 26.49 Sprinkler 5.60 19.50 12.13 19.50 106 26.49 Sprinkler 5.60 19.50 12.19 19.55 107 26.49 Sprinkler 5.60 19.50 12.19 19.55 110 26.49 Sprinkler 5.60 19.50 12.31 19.65 113 26.49 Sprinkler 5.60 19.50 12.33 19.66 105 26.49 Sprinkler 5.60 19.50 12.37 19.70 108 26.49 Sprinkler 5.60 19.50 12.40 19.72 114 26.49 Sprinkler 5.60 19.50 13.05 20.23 109 26.49 Sprinkler 5.60 1 19.50 13.13 1 20.29 101 26.49 Sprinkler 5.60 19.50 18.50 24.09 100 26.49 Sprinkler 5.60 19.50 18.51 24.09 © Copyright 2016 Sigma Development Group, Inc. Page 2 of 8 C Copyright 2016 Sigma Development Group, Inc. Page 3 of 8 I Da '8oO" Pipe Information ARLSBAD CORP CENTER PARKING (Design Layer 1) From Elevi ft Pipe ID Flows Added T I Inside I lLength ft I C Value jTotal (Pt) psi I GPM I Diameter I in Fittings I Fitting ft I I IFriction Loss [ psi/ft I Elev (Pe) psi I Notes To Elev2 ft Type Total 1Total ft 1Frict (M psi 112 26.49 11/i" Eddy Flow 1.5300 Len 9.8 Ftg 0.0 c = 120 0.00003 Pt 111) 12.126 Pe 0.000 Pf 0.000 111 26.49 BL 0.6 Total 9.8 113 26.49 1h/4 Eddy Flow 19.5 1.5300 Len 9.8 Ftg 0.0 c = 120 Pt 112) 12.126 Pe 0.000 Pt 0.204 112 26.49 BL 20.1 0.02081 Total 9.8 114 26.49 1h/4 Eddy Flow 19.7 1.5300 Len 9.8 Ftg 0.0 120 0.07368 Pt 113) 12.330 Pe 0.000 Pt 0.722 113 26.49 BL 39.7 Total 9.8 29 26.49 1¼" Eddy Flow 20.2 1.5300 T Len 31,3 Ftg 9.9 C = 120 Pt 114) 13.053 Pe 0.000 Pt 6.504 114 26.49 BL 60.0 0.15781 Total 41.2 28 26.49 2'/' Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 c = 120 0.00984 Pt 29) 19.557 Pe 0.000 Pt 0.130 29 26.49 CM2 60.0 Total 13.3 Total Pressure at Node 28) 19.687 psi 110 26.49 1¼" Eddy Flow 1.5300 Len 9.8 Ftg 0.0 = 120 Pt 111) 12.126 Pe 0.000 Pf 0.184 111 26.49 BL 18.9 0.01873 Total 9.8 19 26.49 11/4" Eddy Flow 19.6 1.5300 T Len 163.0 Ftg 9.9 C = 120 0.06986 Pt 110) 12.309 Pe 0.000 Pt 12.081 110 26.49 BL 38.6 Total 172.9 18 26.49 21/a Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 c = 120 Pt 19) 24.390 Pe 0.000 Pt 0.058 Total 13.3 19 26.49 CMI 38.6 0.00436 Total Pressure at Node 18) 24.448 psi 107 26.49 1¼' Eddy Flow 1.5300 Len 9.8 Ftg 0.0 = 120 0.00004 Pt 106) 12.190 Pe 0.000 Pt 0.000 106 26.49 BL 0.7 Total 9.8 108 26.49 11/4" Eddy Flow 19,6 1.5300 Len 9.8 Ftg 0.0 c = 120 Pt 107) 12.190 Pe 0.000 Pt 0.207 107 26.49 BL 20.2 0.02113 Total 9.8 109 26.49 1¼" Eddy Flow 19.7 1.5300 Len 9.8 Ftg 0.0 C = 120 0.07443 Pt 108) 12.397 Pe 0.000 Pt 0.729 108 26.49 BL 39.9 Total 9.8 © Copyright 2016 Sigma Development Group, Inc. Page 4 of 8 Pipe Information Dashboard Hydra ullcs ;ARLSBAD CORP CENTER PARKING (Design Layer 1) From Elevi ft Pipe ID Flows Added Inside Length ft I CValue iTotal (Pt) psi I GPM Diameter in Fittings Fitting ft I Friction LosI psi/ft I Elev (Pe) psi Notes To EIev2 Type Total Total ftj Frict psi 28 26.49 lW Eddy Flow 20.3 1.5300 1 Len 31.3 Ftg 9.9 c = 120 0.15915 Pt 109) 13.127 Pe 0.000 Pf 6.560 109 26.49 BL 60.2 Total 41.2 27 26.49 2%" Eddy Flow 60.0 2.7050 0 Len 13.3 Ftg 0.0 c = 120 0.03562 Pt 28) 19.687 Pe 0.000 Pf 0.472 Total 13.3 28 26.49 CM2 120.2 Total Pressure at Node 27) 20.159 psi 105 26.49 Ih/4 Eddy Flow 1.5300 Len 9.8 Ftg 0.0 C = 120 0.01862 Pt 106) 12.190 Pe 0.000 Pf 0.183 106 26.49 BL 18.9 Total 9.8 18 26.49 1/" Eddy Flow 19.7 1.5300 1 Len 163.0 Ftg 9.9 C = 120 0.06983 Pt 105) 12.373 Pe 0.000 Pf 12.075 105 26.49 BL 38.6 Total 172.9 17 26.49 2W Eddy Flow 38.6 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 18) 24.448 Pe 0.000 Pf 0.208 18 26.49 CMI r77.2 0.01570 Total Pressure at Node 17) 24.656 psi 102 26.49 " Eddy Flow 11/4"Len 1.5300 9.8 Ftg 0.0 C = 120 Pt 101) 18.503 Pe 0.000 Pf 0.230 101 26.49 BL 21.4 0.02345 Total 9.8 103 26.49 1%" Eddy Flow 1.5300 Len 9.8 Ftg 0.0 c = 120 Pt 102) 18.733 Pe 0.000 Pf 0.230 102 26.49 BL 21.4 0.02345 Total 9.8 104 26.49 IW' Eddy Flow 1.5300 Len 9.8 Ftg 0.0 C= 120 0.02345 Pt 103) 18.962 Pe 0.000 Pf 0.230 103 26.49 BL 21.4 Total 9.8 27 26.49 1'/" Eddy Flow 1.5300 T Len 31.3 Ftg 9.9 C= 120 Pt 104) 19.192 Pe 0.000 Pf 0.967 104 26.49 BL 21.4 0.02345 Total 41.2 26 26.49 2W Eddy Flow 120.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 27) 20.159 Pe 0.000 Pf 0.639 27 26.49 CM2 141.6 0.04823 Total 13.3 Total Pressure at Node 26) 20.798 psi 100 26.49 1W' Eddy Flow 1.5300 Len 9.81 Ftg 0.0 c = 120 Pt 101) 18.503 Pe 0.000 Pf 0.005 101 26.49 BL 2.7 0.00051 Total 9.8 0 Copyright 2016 Sigma Development Group, Inc. Page 5 of 8 Da ,88OO" Pipe Information :ARLSBAD CORP CENTER PARKING (Design Layer 1) From Elevi Pipe ID Flows Added Inside Length C Value I I Total (Pt) psi Fitting ft I I Elev (Pe) psi I GPM Diameter in Fittings I Friction Loss psi/ft Notes To EIev2 Type Total Total ft I I Frict (Pf) psi 17 26.49 11/4U Eddy Flow 24.1 1.5300 1 Len 163.0 Ftg 9.9 C = 120 0.03555 Pt 100) 18.508 Pe 0.000 Pf 6.148 100 26.49 BL 26.8 Total 172.9 16 26.49 2%" Eddy Flow 77.2 2.7050 0 Len 13.3 Ftg 0.0 c = 120 0.02724 Pt 17) 24.656 Pe 0.000 Pf 0.361 17 26.49 CM1 104.0 Total 13.3 Total Pressure at Node 16) 25.017 psi 16 26.49 11/4 Eddy Flow 1.5300 1/1 Len 233.5 Ftg 19.8 C = 120 0.01665 Pt 26) 20.798 Pe 0.000 Pf 4.219 26 26.49 BL 17.8 Total 253.3 15 26.49 2W Eddy Flow 104.0 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 16) 25.017 Pe 0.000 Pf 0.483 16 26.49 CM1 121.7 0.03648 Total 13.3 Total Pressure at Node 15) 25.500 psi 25 26.49 2%" Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 c = 120 0.03762 Pt 26) 20.798 Pe 0.000 Pf 0.499 26 26.49 CM2 123.8 Total 13.3 15 26.49 1%" Eddy Flow -106.0 1.5300 Tfl Len 233.5 Ftg 19.8 C = 120 0.01659 Pt 25) 21.297 Pe 0.000 Pf 4.204 25 26.49 BL 17.7 Total 253.3 14 26.49 2%" Eddy Flow 121.7 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.04692 Pt 15) 25.500 Pe 0.000 Pf 0.622 15 26.49 CM1 139.5 Total 13.3 Total Pressure at Node 14) 26.122 psi 24 26.49 2%" Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 25) 21.296 Pe 0.000 Pf 0.374 25 26.49 CM2 106.0 0.02826 Total 13.3 14 26.49 1V Eddy Flow -87.7 1.5300 1/1 Len 233.5 Ftg 19.8 C = 120 0.01757 Pt 24) 21.671 Pe 0.000 Pf 4.451 24 26.49 BL 18.3 Total 253.3 13 26.49 2%" Eddy Flow 139.5 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 14) 26.122 Pe 0.000 Pf 0.781 14 26.49 CM1 rl57.8 0.05894 Total 13.3 Total Pressure at Node 13) 26.903 psi © Copyright 2016 Sigma Development Group, Inc. Page 6 of 8 8JOO Dash Pipe Information board Hydraulics ;ARLSBAD CORP CENTER PARKING (Design Layer 1) From Elevi ft Pipe ID Flows Added Inside Length ft J C Value J 'Total (Pt) )S Fitting ft I I Elev (Pe) psi GPM Diameter in Fittings I Friction Lossl I psi/ft I Notes To Elev2 Type Total Total ft Frict (Pf) psi 23 26.49 2W Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 c = 120 0.01991 Pt 24) 21.671 Pe 0.000 Pt 0.264 24 26.49 CM2 87.7 Total 13.3 13 26.49 11/40 Eddy Flow -68.3 1.5300 T!T Len 233.5 Ftg 19.8 C = 120 Pt 23) 21.935 Pe 0.000 Pt 4.968 23 26.49 BL 19.4 0.01961 Total 253.3 12 26.49 21/z0 Eddy Flow 157.8 2.7050 0 Len 13.3 Ftg 0.0 = 120 0.07306 Pt 13) 26.903 Pe 0.000 Pt 0.968 13 26.49 CMI 177.2 Total 13.3 Total Pressure at Node 12) 27.871 psi 22 26.49 2W Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 c = 120 Pt 23) 21.935 Pe 0.000 Pt 0.166 23 26.49 CM2 68.3 0.01253 Total 13.3 12 26.49 I% Eddy Flow .473 1.5300 lIT Len 233.5 Ftg 19.8 C = 120 0.02278 Pt 22) 22.101 Pe 0.000 Pt 5.770 22 26.49 BL 21.1 Total 253.3 11 26.49 21/a Eddy Flow 177.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 12) 27.871 Pe 0.000 Pt 1.192 12 26.49 CMI 198.3 0.08993 Total 13.3 Total Pressure at Node 11) 29.062 psi 21 26.49 2%" Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.00634 Pt 22) 22.101 Pe 0.000 Pt 0.084 22 26.49 CM2 47.3 Total 13.3 11 26.49 lh/4 Eddy Flow -24.1 1.5300 lIT Len 233.5 Ftg 19.8 C = 120 0.02715 Pt 21) 22.185 11 e 0.000 Pt 6.878 21 26.49 BL 23.2 Total 253.3 10 26.49 2W Eddy Flow 198.3 2.7050 0 Len 8.3 Ftg 0.0 C = 120 0.11032 Total 8.3 Pt 11) 29.062 Pe 0.000 Pt 0.910 11 26.49 CM1 221.4 Total Pressure at Node 10) 29.972 psi 20 26.49 2h/ Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.00182 Pt 21) 22.185 Pe 0.000 Pt 0.024 21 26.49 CM2 24.1 Total 13.3 10 26.49 1% Eddy Flow 1.5300 T,2EIT Len 235.5 Ftg 29.8 C = 120 0.02927 Pt 20) 22.209 Pe 0.000 Pf 7.764 20 26.49 BL 24.1 Total 265.3 0 Copyright 2016 Sigma Development Group, Inc. Page 7 of 8 8OO :ARLSBAD CORP CENTER PARKING Pipe Information (Design Layer 1) From Elevi Pipe ID Flows Inside Length ft I C Value [Total (Pt) psi Added GPM Diameter Fittings Fitting ft I I Elev (Pe) psi Notes To Elev2 Type ' Friction Lossi Total Total ft psi/ft [Frict (Pt) psi 5 26.49 2W' Eddy Flow 221.4 2.7050 0 Len 10.0 Ftg 0.0 c = 120 Pt 10) 29.972 Pe 0.000 Pf 1.336 10 26.49 FM 245.5 0.13357 Total 10.0 3 17.16 2%" Eddy Flow 2.7050 BV,E Len 9.3 Ftg 20.3 C = 120 Pt 5) 31.308 Pe 4.043 Pf 3.955 5 26.49 FR 245.5 0.13357 Total 29.6 2 16.16 4" Eddy Flow 4.3100 2E Len 4.0 Ftg 27.9 c = 120 Pt 3) 39.306 Pe 0.433 Pf 0.440 3 17.16 MA 245.5 0.01382 1 0.00 6" PVC CL150 6.0900 T,3E Len 29.0 Ftg 110.9 C = 150 Pt 2) 40.179 Pe 7.002 1 Pf 0.238 7 psi loss for DCDA shown as elevation 2 16.16 UN 245.5 0.00170 Total 139.9 0 0.00 8" PVC CLI50 7.9800 T,EE Len 290.0 C = 150 Pt 1) 47.419 Pe 0.000 Pf 0.162 1 0.00 UN 245.5 .00046 1:z Total Pressure at Node 0) 47.581 psi © Copyright 2016 Sigma Development Group, Inc. Page 8 of 8 PFC,2.02,0 -0(S9 I8OO' Hydraulics Summary Sheet Dashboard Hydraulics Project Information Calculation Date: 6/15/2020 1:10 PM CARLSBAD CORP PARKING RAMP system ID drawing ref FP-2 building NEW 6183 PASEO DEL NORTE construction Ill-B CARLSBAD, CA occupancy PARKING - B contract # authority CARLSBAD FD Contractor Information Hydraulics Criteria EPIC FIRE PROTECTION, INC. density .15 GPM/f12 r system type WET design std NFPA 13, 2016 765 TURTLE POINT WAY remote area 1500 It' hazard ORD GRP I SAN MARCOS, CA 92069 spr coverage 130 ft2 sprs flowing 12 figure calculated by ADAM BOISVERT telephone 760-310-6122 curve fax 760-798-0556 - Flow Test email ADAM@EPICFIRE.ORG static pressure 92.70 psi Sprinklers in Remote ______________________ residual pressure 38.70 psi rNo. Mfgr Mod SIN# Size K quantity flowing 3,900.0 GPM 12 1 TYCO—T SSU I TY315 1/2" 15.60 I date & time of flow test 5-21-20 location of flow test SITE uemani Graph 92.33 psi available at ikler Demand of 77.64 psi System Flow of 263.3 GPM Margin +159% LT- 0 50 100 150 200 250 300 350 Water Flow (GPM) 0 Copyright 2016 Sigma Development Group, Inc. Page 1 of 7 140 130 120 110 100 90 U) o.80 70 60 - 50 40 30 20 10 0 Qoo Dashboard Hydraulics Supply Analysis CARLSBAD CORP PARKING RAMP Sprinkler Flow: 263.3GPM Additional Flows: None Hose Flow at Zero: None Total System Flow: 263.3GPM Maximum velocity in pipe 121-125 is 23.2 ft/sec Nodes Analysis Minimum Node Actual Node Elev Device KFactor Flow Pressure Discharge Notes ft GPM psi GPM 136 17.25 Sprinkler 5.60 19.50 12.13 19.50 134 17.25 Sprinkler 5.60 19.50 12.32 19.66 135 17.25 Sprinkler 5.60 19.50 12.68 19.94 133 17.25 Sprinkler 5.60 19.50 12.89 20.10 132 17.25 Sprinkler 5.60 19.50 13.04 20.22 131 17.25 Sprinkler 5.60 19.50 13.64 20.68 130 17.25 Sprinkler 5.60 19.50 14.59 21.39 129 17.25 Sprinkler 5.60 19.50 15.25 21.87 128 17.25 Sprinkler 5.60 19.50 17.33 23.31 127 17.25 Sprinkler 5.60 19.50 18.11 23.83 126 17.25 Sprinkler 5.60 19.50 21.71 26.09 125 17.25 Sprinkler 5.60 19.50 22.67 26.66 0 Copyright 2016 Sigma Development Group, Inc. Page 2 of 7 0000. Pipe Information CARLSBAD CORP PARKING RAMP From Elevi Pipe ID I Flows Added F I Inside I Length ft C Value I [Total (Pt) psi I Fitting ft I I Elev (Pe) psi I GPM I Diameter in Fittings Friction Lossl [ psi/ft ____________ Notes To ft EIev2 Type Total lbotal ft Frict (Pf) psi 134 17.25 114 Eddy Flow 1.5300 0 Len 10.0 Ftg 0.0 = 120 0.01976 Pt 136) 12.125 Pe 0.000 Pt 0.198 136 17.25 BN 19.5 Total 10.0 132 17.25 11/4 Eddy Flow 19.7 1.5300 0 Len 10.0 Ftg 0.0 c = 120 0.07177 Pt 134) 12.323 Pe 0.000 Pt 0.718 134 17.25 BN 39.2 Total 10.0' 130 17.25 IT Eddy Flow 20.2 1.5300 0 Len 10.0 Ftg 0.0 C = 120 0.15504 Pt 132) 13.041 Pe 0.000 Pt 1.550 132 17.25 BN 59.4 Total 10.0 128 17.25 1¼"Eddy Flow 21.4 1.5300 0 Len 10.0 Ftg 0.0 := 120 Pt 130) 14.591 Pe 0.000 Pt 2.739 130 17.25 BN 80.8 0.27393 Total 10.0 126 17.25 1%" Eddy Flow 23.3 1.5300 0 Len 10.0 Ftg 0.0 c = 120 0.43789 Pt 128) 17.330 Pe 0.000 Pt 4.379 128 17.25 BN 104.1 122 17.25 1%" Eddy Flow 26.1 1.5300 1 Len 6.0 Ftg 9.9 c = 120 0.66235 Pt 126) 21.709 Pe 0.000 Pt 10.543 126 17.25 BN 130.2 Total 15.9 121 17.25 2" Eddy Flow 2.2030 0 Len 12.5 Ftg 0.0 c = 120 Pt 122) 32.252 Pe 0.000 Pt 1.403 122 17.25 BN 130.2 0.11222 Total 12.5 Total Pressure at Node 121) 33.655 psi 133 17.25 1¼" Eddy Flow 1.5300 0 Len 10.0 Ftg 0.0 C = 120 Pt 135) 12.683 Pe 0.000 Pf 0.206 135 17.25 BN 19.9 0.02060 Total 10.0 131 17.25 11/4' Eddy Flow 20.1 1.5300 0 Len 10.0 Ftg 0.0 C = 120 Pt 133) 12.889 Pe 0.000 Pt 0.748 133 17.25 BN 40.0 0.07481 129 17.25 11/4" Eddy Flow 20,7 1.5300 0 Len 10.0 Ftg 0.0 C = 120 Pt 131) 13.637 Pe 0.000 Pt 1.616 131 17.25 BN 60.7 0.16161 Total 10.0 127 17.25 11/4' Eddy Flow 21.9 1,5300 0 Len 10.0 Ftg 0.0 C = 120 Pt 129) 15.253 Pe 0.000 Pt 2.855 129 17.25 BN 82.6 -- [0.28550 Total 10.0 © Copyright 2016 Sigma Development Group, Inc. Page 3 of 7 Dashboard Hydraulics Pipe Information CARLSBAD CORP PARKING RAMP From Elevi ft Pipe ID Flows Added Inside Length ft 1 C Value 1 Total (Pt) psi Fitting ft I I Elev (Pe) psi I GPM Diameter Fittings I Notes To EIev2 Type in Friction Loss Total Total ft psi/ft J Frict (Pf) psi 125 17.25 114 Eddy Flow 23.8 1.5300 0 Len 10.0 Ftg 0.0 c = 120 0.45631 Pt 127) 18.108 Pe 0.000 Pt 4.563 127 17.25 BN 106.4 Total 10.0 121 17.25 1%" Eddy Flow 26.7 1.5300 1 Len 6.0 Ftg 9.9 c = 120 0.69005 Pt 125) 22.671 Pe 0,000 Pt 10.984 125 17.25 BN 133.1 Total 15-91 120 17.25 2 Eddy Flow 130.2 2.2030 1 Len 12.8 Ftg 13.6 Cr120 0.41296 Pt 121) 33.655 Pe 0.000 Pf 10.897 121 17.25 BN 263.3 20 17.25 2" Eddy Flow -127.2 2.2030 T Len 89.5 Ftg 13.6 c = 120 0.12176 Pt 120) 44.552 Pe 0.000 Pt 12.558 120 17.25 BL 136.0 Total 103.1 21 17.25 2%" Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.04480 Pt 20) 57.110 Pe 0.000 Pt 0.594 20 17.25 CM2 136.0 Total 13.3 22 17.25 2%" Eddy Flow -19.7 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 21) 57.704 Pe 0.000 Pf 0.444 21 17.25 CM2 116.3 0.03353 Total 13.3 23 17.25 2%" Eddy Flow -17.8 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.02466 Pt 22) 58.148 Fe 0.000 Pt 0.327 22 17.25 CM2 98.5 24 17.25 2%" Eddy Flow -16.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 23) 58.475 Pe 0.000 Pf 0.234 23 17.25 CM2 82.3 0.01767 Total 13.3 25 17.25 2%" Eddy Flow -15.1 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.01216 Pt 24) 58.709 Pe 0.000 Pt 0.161 24 17.25 CM2 67.2 Total 13.3 26 17.25 2%" Eddy Flow -14.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 25) 58.870 Fe 0.000 Pt 0.104 25 17.25 CM2 53.0 0.00784 Total 13.3 27 17.25 2%" Eddy Flow -13.6 2.7050 0 Len 13.3 Ftg 0.0 c= 120 0.00453 Pt 26) 58.974 Pe 0.000 Pt 0.060 26 17.25 CM2 39.4 28 17.25 2%" Eddy Flow -13.3 2.7050 0 Len 13.3 Ftg 0.0 C= 120 0.00212 Pt 27) 59.034 Pe 0.000 Pt 0.028 27 17.25 CM2 26.2 Total 13.3 © Copyright 2016 Sigma Development Group, Inc. Page 4 of 7 088 oo Pipe Information CARLSBAD CORP PARKING RAMP From Elevi ft Pipe ID Flows Added Inside Length ft l C Value 1 I Total (Pt) psi Fitting ft I I Elev (Pe) psi GPM Diameter in Fittings I Friction Lossi psi/ft j Notes To Elev2 Type Total Total ftj Frict (Pf) psi 29 17.25 2'h" Eddy Flow -13.1 2.7050 0 Len 13.3 Ftg 0.0 120 Pt 28) 59.062 Pe 0.000 Pf 0.008 28 17.25 CM2 13.1 0.00059 Total 13.3 19 17.25 1%' Eddy Flow 1.5300 T!T Len 233.5 Ftg 19.8 c = 120 Pt 29) 59.070 Pe 0.000 Pf 2.382 29 17.25 BL 13.1 0.00940 Total 253.3 18 17.25 21/2" Eddy Flow 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.00059 Pt 19) 61.452 Pe 0.000 Pf 0.008 19 17.25 CM1 13.1 Total 13.3 Total Pressure at Node 18) 61.460 psi 18 17.25 1%" Eddy Flow 1.5300 ITT Len 233.5 Ftg 19.8 C = 120 Pt 28) 59.062 Pe 0.000 Pf 2.398 28 17.25 BL 13.1 0.00946 Total 253.3 17 17.25 21h" Eddy Flow 13.1 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.00212 Pt 18) 61.460 Pe 0.000 Pf 0.028 Total 13.3 18 17.25 CM1 26.2 Total Pressure at Node 17) 61.488 psi 17 17.25 1%" Eddy Flow 1.5300 ITT Len 233.5 Ftg 19.8 C = 120 0.00969 Pt 27) 59.034 Pa 0,000 Pf 2.454 27 17.25 BL 13.3 Total 253.3 16 17.25 2%" Eddy Flow 26.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.00453 Pt 17) 61.488 Pe 0.000 Pf 0.060 17 17.25 CM1 39.4 Total 13.3 Total Pressure at Node 16) 61.548 psi 16 17.25 1/4" Eddy Flow 1.5300 ITT Len 233.5 Ftg 19.8 C = 120 0.01016 Pt 26) 58.974 Pe 0.000 Pf 2.574 26 17.25 BL 13.6 Total 253.3 15 17.25 2%" Eddy Flow 39.4 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 16) 61.548 Pe 0.000 Pf 0.104 16 17.25 CM1 53.0 0.00784 Total 13.3 Total Pressure at Node 15) 61.651 psi 15 17.25 lW Eddy Flow 1.5300 ITT Len 233.51 Ftg 19.8 C = 120 010 Pt 25) 58.870 Pe 0.000 Pf 2.781 25 17.25 BL 14.2 Total 253.3 © Copyright 2016 Sigma Development Group, Inc. Page 5 of 7 088 a' DashbmidHydiaulics Pipe Information CARLSBAD CORP PARKING RAMP From Elevi ft Pipe ID Flows Added Inside Length ft 1 C Value T Total (Pt) psi I GPM Diameter in Fittings Fitting ft I Friction Lossi [ psi/ft I Elev (Pe) psi Notes To Elev2 Type Total Total ft 1F1t (Pt) psi 14 17.25 21/2 Eddy Flow 53.0 2.7050 0 Len 13.3 ._ 120 Pt 15) 61.652 Pe Pf 0.161 15 17.25 CM1 67.2 Ftg 0.0 0.000 0.01216 Total 13.3 Total Pressure at Node 14) 61.813 psi 14 17.25 114 Eddy Flow 1.5300 TIT Len 233.5 Ftg 19.8 C = 120 0.01225 Pt 24) 58.709 Pe 0.000 Pf 3.104 24 17.25 BL 15.1 Total 253.3 13 17.25 2W Eddy Flow 67.2 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.01767 Pt 14) 61.813 Pe 0.000 Pt 0.234 14 17.25 CM1 82.3 Total 13.3 Total Pressure at Node 13) 62.047 psi 13 17.25 1V Eddy Flow 1.5300 T/T Len 233.5 Ftg 19.8 C = 120 Pt 23) 58.475 Pe 0.000 Pt 3.572 23 17.25 BL 16.2 0.01410 Total 253.3 12 17.25 2W Eddy Flow 82.3 2.7050 0 Len 13.3 Ftg 0.0 C = 120 0.02466 Pt 13) 62.047 Pe 0.000 Pt 0.327 13 17.25 CM1 98.5 Total 13.3 Total Pressure at Node 12) 62.374 psi 12 17.25 11/4' Eddy Flow 1.5300 TIT Len 233.5 Ftg 19.8 C = 120 0.01668 Pt 22) 58.148 Pe 0.000 Pt 4.226 22 17.25 BL 17.8 Total 253.3 11 17.25 21/," Eddy Flow 98.5 2.7050 0 Len 13.3 Ftg 0.0 C = 120 Pt 12) 62.374 Pe 0.000 Pt 0.444 12 17.25 CM1 116.3 0.03353 Total 13.3 Total Pressure at Node Ii) 62.818 psi 11 17.25 11/" Eddy Flow 1.5300 III Len 233.5 Ftg 19,8 c = 120 0.02019 Pt 21) 57.704 Pe 0.000 Pt 5.114 21 17.25 BL 19.7 Total 253.3 10 17.25 2'h" Eddy Flow 116.3 2.7050 0 Len 8.3 Ftg 0.0 C = 120 Pt 11) 62.818 Pe 0.000 Pt 0.370 11 17.25 CM1 136.0 0.04480 Total 8.3 1 Total Pressure at Node 10) 63.188 psi 10 17.25 2" Eddy Flow 2.2030 T,2E Len 146.0J Ftg 27.3 C = 120 Pt 120) 44.552 Pe 0.000 Pf 18.635 120 17.25 BL 127.2 0.10755 Total 173.3 '11 © Copyright 2016 Sigma Development Group, Inc. Page 6 of 7 oo Pipe Information CARLSBAD CORP PARKING RAMP From Elevi ft Pipe ID Flows Added Inside Length ft1 C Value 1 I I Total (Pt) psi I GPM Diameter Fittings Fitting ft I IFrictionLossi I psi/ft I I Elev (Pe) psi Notes I I To Elev2 Type Total Total if] Frict (Pf) psi 5 17.25 2W Eddy Flow 136.0 2.7050 0 Len 10.0 Ftg 0.0 c = 120 Pt 10) 63.188 Pe 0.000 Pt 1.520 10 17.25 FM 263.3 0.15196 Total 10.0 3 7.92 2%" Eddy Flow 2.7050 BV,E Len 9.3 Ftg 20.3 C = 120 Pt 5) 64.707 Pe 4.043 Pt 4.499 5 17.25 FR 263.3 0.15196 Total 29.6 2 6.92 40 Eddy Flow 4.3100 2E Len 4.0 Ftg 27.9 C = 120 0.01572 Pt 3) 73.249 Pe 0.433 Pt 0.501 3 7.92 MA 263.3 Total 31.9 1 0.00 6" PVC CL150 6.0900 T,3E Len 29.0 Ftg 110.9 C = 150 0.00193 Pt 2) 74.183 Pe 2.998 Pt 0.270 3 psi loss for DCDA shown as elevation 2 6.92 UN 263.3 Total 139.9 0 0.00 8° PVC CLI50 7.9800 T,EE Len 290.0 Ftg 66.4 C = 150 0.00052 Pt 1) 77.452 Pe 0.000 Pt 0.185 1 0.00 UN 263.3 Total 356.4 1 Total Pressure at Node 0)77.637 psi © Copyright 2016 Sigma Development Group, Inc. Page 7 of 7 JOO Hydraulics Summary Sheet Dashboard Hydraulics Project Information Calculation Date: 6/151202011:59 AM CARLSBAD CORP CENTER PARK STANDPIPES system ID drawing ref FP-2 building NEW 6183 PASEO DEL NORTE construction Ill-B CARLSBAD, CA occupancy PARKING - B contract # authority CARLSBAD FD Contractor Information Hydraulics Criteria EPIC FIRE PROTECTION, INC. density 3 AT 250 GPM, system type MANUAL WET design std NFPA 14, 2016 765 TURTLE POINT WAY remote area 100 PSI ft' hazard SAN MARCOS, CA 92069 spr coverage sprs flowing 3 figure calculated by ADAM BOISVERT telephone 760-310-6122 curve fax 760-798-0556 email ADAM@EPICFIRE.ORG 250 225 200 175 150 CL 125 100 a- 75 50 25 n supiy j uem9na irapn Sprinkler Demand of 146.51 psi with System Flow of 773.2 GPM 0 200 400 600 800 1000 Water Flow (GPM) © Copyright 2016 Sigma Development Group, Inc. Page 1 of 4 L 88OO Supply Analysis SBAD CORP CENTER PARK STANDPIPES Sprinkler Flow: 773.2GPM Additional Flows: None Hose Flow at Zero: None Total System Flow: 773.2GPM Maximum velocity in pipe 2-3 is 17.0 ft/sec Nodes Analysis Minimum Node Actual Node Elev Device KFactor Flow Pressure Discharge Notes ft i GPM psi GPM 38 16.00 Sprinkler 25.00 250.00 100.00 250.00 37 16.00 Sprinkler 25.00 250.00 100.00 250.00 40 16.00 Sprinkler 25.00 250.00 119.46 273.25 © Copyright 2016 Sigma Development Group, Inc. Page 2 of 4 17-1 IOf Da Pipe Information sh!zoardHydrau/ks CORP CENTER PARK STANDPIPES From Elevi ft Pipe ID Flows Added Inside Length ft C Value 1 Total (Pt) psil• I I GPM Diameter Fillings Fitting ft Friction Loss psi/ft I Elev (Pe) psi 'I Notes I To Elev2 Type Total Total ft Frict (Pt) psi 36 16.00 2%" Eddy Flow 2.7050 1 Len 0.51 Ftg 18.7 i;-i f''9.2 C = 120 :iio Pt 38) 100.000 Pe 0.000 pf 2.654 38 16.00 MA 250.0 To l Total Pressure at Node 36) 102.654 psi 36 16.00 2%" Eddy Flow 2.7050 1 Len 0.5 Ftg 18.7 C = 120 Pt 37) 100.000 Pe 0.000 Pt 2.654 37 16.00 MA 250.0 0.13810 Total 19.2 33 10.33 4" Eddy Flow 250.0 4.3100 0 Len 5.7 Ftg 0.0 C = 120 Pt 36) 102.654 Pe 2.457 Pt 0.292 36 16.00 FR 500.0 0.05150 Total 5.7' 32 10.33 4" Eddy Flow 4.3100 BV,T Len 53.8 Ftg 44.6 C = 120 Pt 33) 105.403 Pe 0.000 Pt 5.069 33 10.33 FM 500.0 0.05150 Total 98.4 31 10.33 4" Eddy Flow 4.3100 E Len 238.0 Ftg 13.9 C = 120 Pt 32) 110.472 Pe 0.000 Pt 12.976 32 10.33 FM 500.0 0.05150 Total 251.9 30 10.33 4" Eddy Flow 4.3100 E Len 49.0 Ftg 13.9 C= 120 Pt 31) 123.448 Pe 0.000 Pt 3.242 31 10.33 FM 500.0 0.05150 Total 62.9 Total Pressure at Node 30) 126.690 psi 39 16.00 2%" Eddy Flow 2.7050 T Len 0.5 Ftg 18.7 C = 120 Pt 40) 119.461 Pe 0.000 Pt 3.128 40 16.00 MA 273.2 0.16279 Total 19.2 35 10.33 4" Eddy Flow 4.3100 0 Len 5.7 Ftg 0.0 C = 120 Pt 39) 122.590 Pe 2.457 Pt 0.095 39 16.00 FR 273.2 0.01684 Total 5.7 30 10.33 4" Eddy Flow 4.3100 21,BV!E Len 5.5 Ftg 86.4 C = 120 Pt 35) 125.142 Pe 0.000 Pt 1.548 35 10.33 FM 273.2 0.01684 Total 91.9 6 10.33 4" Eddy Flow 500.0 4.3100 0 Len 12.0 Ftg 0.0 C = 120 Pt 30) 126.690 Pe 0.000 Pt 1.385 30 10.33 FM 773.2 0.11538 Total 12.0 4 1.00 4" Eddy Flow 4.3100 BV,E Len 9.3 Ftg 30.7 C = 120 Pt 6) 128.074 Pe 4.043 Pt 4.614 6 10.33 FR 773.2 0.11538 Total 40.0 0 Copyright 2016 Sigma Development Group, Inc. Page 3 of 4 I 88OO Pipe Information Da CORP CENTER PARK STANDPIPES From Elv1 ft Pipe ID Flows Added Inside Length ft I C Value I I Total (Pt) psi I GPM Diameter in Fittings Fitting ft I IFriction Loss1 psi/ft Elev (Pe) psi Notes To ft Elev2 Type Total Total ft 1Frict(Pf) psi 3 1.00 4" Eddy Flow 4.3100 T,E Len 1.0 Ftg 41.8 c = 120 Pt 4) 136.731 Pe 0.000 Pf 4.940 4 1.00 MA 773.2 0.11538 Total 42.8 2 0.00 4" Eddy Flow 4.3100 2E Len 4.0 Ftg 27.9 C = 120 0.11538 Pt 3) 141.671 Pe 0.433 Pf 3.678 3 1.00 MA 773.2 Total 31.9 0 0.00 6" PVC CLI5O 6.0900 E Len 30.0 Ftg 21.6 c = 150 Pt 2) 145.782 Pe 0.000 Pf 0.731 2 0.00 UN 773.2 0.01418 Total 51.6 Total Pressure at Node 0)146.513 psi 0 Copyright 2016 Sigma Development Group, Inc. Page 4 of 4 F?UoZo--o(*;S r"-1A7ERIAL DATA 5UBM177AL CARLSBAD CORPORATE PARKING STRUCTURE CARLSBAD, CA EPIC FIRE PROTECTION, ING. 75 TURTLE POINT WAY SAN MARCOS, CA 920 (7roO)310-0122 F,AX(70)78-0550 As the leading supplier cf steel sprinkler pipe, we understand that there are no second chances in fire suppression. You need products of enduring quality and exceptional strength—plus reliable service. You need Bull Moose. Bull Moose Nominal Pipe Size (iches) Fire Sprinkler 1 11/4 Pipe Product Information 11/2 2 21/2 3 4 61, 8 I!iIflTJ DIR ELI .1iilwwjI OTHER, EIEFgTs/sve(ES: We have the most stocking locations in the industry.' for best delivery and availability Plain end or roll groove Eddy Guard II" bactenat-resistant internal coating Custom length options Hot dipped galvanization Reddi-Pipe® red or black pipe eliminates field painting Compatible for use in wet, dry, preaction and deluge sprinkler systems The only, maker with EPDs (to help earn LEED points). U c®us LISTED Ohm AMWM NP —Th • ) As the leading supplier of steel sprinkler pipe, we understand that there are no second chances in fire suppression. You need products of enduring quality and exceptional strength—plus reliable service. You need Bull Moose. Bull Moose - NminaI Pipe Size (Inches) moist M011 Fire Sprinkler Pipe Product 1.1/2" 2" Information ?1/2" 3" 4" 6" 8 LLJ1IIIIE!A13 LU - t— 1i1i1j - w YThflED 40ADVANTAGES: UL listed tus&cdä)and.FMapproved ASTM A135 and 'A795 Type E, Grade A Certified CornlieswithNFPA-13,13Rand14 1ndus-y-leading hydraulic characteristics' CR of 1.0 and greater AR-pipe NUT weld tested ____71 <9> 11 U :c®us LISTED APPROVHJ OTHER EPEFITS/SERVICES: •" We have the most stocking locations in the industry, for best delivery and availability . Plain end or roll groove Eddy Guard II" bacterial-resistart internal coating '. Custom Length options Hot dipped galvanization Redd® red or.bck pipe fieid paint ng Compatible for use in wet, dry,preaction and deluge.' sprinkler systems -, • : • The only maker with EPDs (to help earn LEED points); GO] ONFS4 NF 601 WRENCH RECESS (USE ONLY FIGURE 2 W-TYPE 6 SPRINKLER WRENCH WRENCH RECESS 6 t PUSH WRENCH INTO ENSURE ENGAGEMENT WITH SPRINKLER WRENCHING AREA FIGURE 3 W-TYPE 7 RECESSED SPRINKLER WRENCH S General Description The TYCO Series TV-B, 5.6 K-factor, Upright (TY315) and Pendent (TY325) Sprinklers described in this data sheet are standard response, standard cov- erage, decorative 5 mm glass bulb type spray sprinklers designed for use in light, ordinary, or extra hazard, com- mercial occupancies Such as banks, hotels, shopping malls, factories, refin-eries, and chemical plants. The recessed version of the Series TV-B Pendant Sprinkler, whew applica- ble, is intended for use in areas with a finished ceiling. This recessed pendent sprinkler uses one of the following: A two-piece Style 15 Recessed Escutcheon with recessed adjust- ment up to 5/8 in. (15,9 mm) from the flush pendent position. A two-piece Style 20 Recessed Escutcheon with recessed adjust- ment up to 1/2 in. (12,7 mm) from the flush pendant position. The adjustment provided by the Recessed Escutcheon reduces the accuracy to which the fixed pipe drops to the sprinklers must be Cut. Intermediate level versions of Series TV-B Sprinklers are described in Tech- nical Data Sheet TFP352. Sprinkler guards and shields are described in Technical Data Sheet TFPTBO. IMPORTANT Refer to Technical Data Sheet TFP2300 for warnings pertaining to regulatory and health information. Always refer to Technical Data Sheet TFP700 for the "INSTALLER WARNING" that provides cautions with respect to handling and instal- lation of sprinkler systems and com-ponents. Improper handling and installation can permanently damage a Sprinkler system or its compo-nents and cause the sprinkler to fail to operate in a fire situation or cause it to operate prematurely. Page 1 of 4 The Series TV-B Sprinklers described herein must be installed and main-tained in compliance with this docu- ment, as well as with the applicable standards of the National Fire Protec-tion Association, in addition to the stan- dards of any other authorities having jurisdiction. Failure to do so may impair the performance of these devices. The owner is responsible for main- taining their fire protection system and devices in proper operating con-dition. Contact the installing contrac- tor or product manufacturer with any questions. Sprinkler Identification Numbers (SINs) TV315.... Upright 5.6K, 1/2 in. NPT TV325 .... Pendent 5.6K, 1/2 in. NPT Technical Data Approvals Refer Is Table A Maximum Working Pressure 175 psi 112.1 bail 250 psi 117.2 bar)' nne ,a,*ing p,,,&uw at 250 pSi ((1.2 b0) Illy apple' Ia Co Biting 5y Undo,w,tton Laborolo-00,. (cc. lULl. Discharge Coefficient K = 5.6 GPM/psP )Os.t LPM/bar°°) Temperature Ratings Refer Is Table A Finishes Sprinkler. Refer Is Table B Recessed Escutcheon; White Coated, Black Coated, Chrome Plated, or Brass Plated Physical Characteristics Frame .............................. error .....................Bw,a/Coppn, S-ling Assembly ... Sleinloen stool w/TEFLON 0r4b ...............................Glass cvmp,e,iun screw...................once Deflector .............................. AUGUST 2018 4i) Operation The glass bulb contains a fluid which expands when exposed to heat. When the rated temperature is reached, the fluid expands sufficiently to shatter the glass bulb, allowing the sprinkler to activate and water 1060w. Design Criteria The TYCO Series TV-B, 5.6 K-factor, Upright (TV315) and Pendant )TV325) Sprinklers are intended for fire protec-tion systems designed in accordance with the standard installation rules recognized by the applicable Listing or Approval agency (e.g., UL Listing is based on the requirements of NFPA 13. and FM Approval is based on the requirements of the FM Loss Preven- tion Data Sheets). Only the Style 15 or Style 20 Recessed Escutcheon, as applicable, is to be used for recessed pendent installations. TFPIS2 Installation The TYCO Series TV-B, 5.6 K-factor, Upright (1V315( and Pendent (TV325) Sprinklers must be installed in accor- dance with this section. General Instructions Do not install any bulb type sprinkler if the bulb is cracked or there is a loss of liquid from the bulb. With the sprin-kler held horizontally, a small air bubble should be present. The diameter of the air bubble is approximately 1/16 in. (1,6 mm) for the 135"F (57°C) 103/32 in. (2,4 mm) for the 360°F (182"C) tempera-ture ratings. A leak-tight 1/2 in. NPT Sprinkler joint should be obtained by applying a min- imum-to-maximum torque of 7 to 14 lb-ft (9.510 19.0 Nm). Higher levels of torque may distort the sprinkler inlet and cause leakage or Impairment of the sprinkler. Do not attempt to compensate for insufficient adjustment in the escutch- eon plate by under- or over-tightening the sprinkler. Readjust the position of the sprinkler fitting to suit. Upright and Pendent Sprinklers The Series TV-B Upright and Pendent Sprinklers must be installed in accor- dance with the following instructions. Step 1. Install pendant sprinklers in the pendant position; install upright sprin- klers in the upright position. Step 2. With pipe-thread sealant applied to the pipe threads, hand-lighten the sprinkler into the sprinkler fitting. Step 3. Tighten the sprinkler into the sprinkler fitting using only the W-Type 6 Sprinkler Wrench (Figure 2). With ref-erence to Figure 1, apply the W-Type 6 Sprinkler Wrench to the wrench flats. Torque sprinklers 7 to 14 lb-ft (9,5 to 19,0 Nm). Recessed Pendent Sprinklers The Series TV-B Recessed Pendent Sprinklers must be installed in accor-dance with the following instructions. Step A. After installing the Style 15 or Style 20 Mounting Plate, as applica-ble, over the sprinkler threads and with pipe-thread sealant applied to the pipe threads, hand-tighten the sprinkler into the sprinkler fitting. Step B. Tighten the sprinkler into the sprinkler fitting using only the W-Type 7 Recessed Sprinkler Wrench (Figure 3). With reference to Figure 1, apply the W-Type 7 Recessed Sprinkler Wrench to the sprinkler wrench flats. Torque sprinklers 7101415-ft (9,51019.0 Nm). Step C. After the ceiling is installed or the finish coat is applied, slide on the Style 15 or Style 20 Closure over the Series TV-B Sprinkler and push the Closure over the Mounting Plate until its flange contacts the ceiling. Worldwide tLICI Contacts www.tyco-fire.com Series TY-B, 5.6 K-factor Upright, Pendent, and Recessed Pendent Sprinklers Standard Response, Standard Coverage TFPI52 Page 2 of 4 Components: * Temperature rating is °° Pipe thread connections per ISO 7-1 1 - Frame 4 - Bulb indicated on Deflector . can be provided on special reqaenr. 2 - Button 5 - Compression STYLE 15 0r25 3 S eati ng screw ESCUTCHEON PLATE 1/2' 7/16)11,1 Turn) RECESSED Assembly 6 - Deflector* DEFLECTOR" SEATING SURFACE NPT** NOMINAL MAKE-IN ESCUTCHEON 5 ........,.j. 7/16' lsO.rnm) )3 mm) (11,1 mm) I NOMINAL MAKE-IN (50,8 mm) fXI1riNNN A I 1 ________ .L I WRENCH 1/2' NPT** DEFLECTOR" FS 2-7/8' (73,0 mm) OW. CROSS SECTION UPRIGHT PENDENT RECESSED PENDENT FIGURE I SERIES TV-B UPRIGHT (TY315) AND PENDENT (TV325) SPRINKLERS 5.6 K-FACTOR, 1/2 INCH NPT, STANDARD RESPONSE 8 "O.SF' ,,..oO'o• - .. - :'; 2-7/8" CIA. (73.0 mm) 2-1/4" OW. FACE OF (57.2 ml SPRINKLER FITTING 5/8" (15,9 mm) rn - FLUSH 3/ee5/lfl 1 9.5v7.9 mm) I I MOUNTING -Hi I SURFACE mm) CLOSURE SERIES MOUNTING 1-3/8" (34.9 mm) TV-B PLATE 3/4•' (19,1 mm) FIGURE 4 SERIES TV-B RECESSED PENDENT SPRINKLER ASSEMBLY (TV325) WITH TWO-PIECE 5/8 INCH TOTAL ADJUSTMENT STYLE 15 RECESSED ESCUTCHEON 2-7/8" DIA. )73.0 mm) I FACE OF ) I SPRINKLER I 2-1/4" DIA. I - FITTING (57,2 oem) 5/16wI/4mm' P 1/2 112,7 mm) (7.9*6,4 ) FLUSH 7. I , MOUNTIN G 1/B J I SURFACE rnm( CLOSURE SERIES MOUNTING 1.3/8" (34,9 mm) T/-B PLATE 7/8(22.2 mm) FIGURE 5 SERIES TV-B RECESSED PENDENT SPRINKLER ASSEMBLY (TY325) WITH TWO-PIECE 1/2 INCH TOTAL ADJUSTMENT STYLE 20 RECESSED ESCUTCHEON TABLE A SERIES TV-B UPRIGHT AND PENDENT SPRINKLERS LABORATORY LISTINGS AND APPROVALS P/N* 77 - XXX - X - XXX SIN 570 5.6K UPRIGHT (1/2 in. NPT( TY315 1 571 5.6K PENITENT 11/2 III. NPT) TY325 3 NATURAL BRASS PURE WHITE )RAL9010)'- POLYESTER - SIGNAL WHITE (RAL9003( POLYESTER - JET BLACK )RALSOOS( POLYSTER CHROME PLATED SPRINKLER ctwtSty TFPI52 TFPI52 Page 3 of 4 Page 4 of 4 Care and Maintenance The TYCO Series TY-B, 5.6 K-factor. Upright )1Y315) and Pendent )TY325) Sprinklers must be maintained and ser- viced in accordance with this section. Before closing a fire protection system main control valve for maintenance work on the fire protection system that it controls, obtain permission to shut down the affected fire protection system from the proper authorities and notify all personnel who may be affected by this action. Absence of the outer piece of an escutcheon, which is used to cover a clearance hole, can delay sprinkler operation in a fire situation. The owner must assure that the sprin- klers are not used for hanging any objects and that the sprinklers are only cleaned by means of gently dusting with a feather duster; otherwise, non- operation in the event of a fire or inad-vertent operation may result. Sprinklers which are found to be leaking or exhibiting visible signs of corrosion must be replaced. Automatic sprinklers must never be painted, plated, coated, or other-wise altered after leaving the factory. Modified sprinklers must be replaced. Sprinklers that have been exposed to corrosive products of combustion, but have not operated, should be replaced if they cannot be completely cleaned by wiping the sprinkler with a cloth or by brushing it with a soft bristle brush. Care must be exercised to avoid damage to the sprinklers before, during, and after installation. Sprin- klers damaged by dropping, striking, wrench twist/slippage, or the like, must be replaced. Also, replace any sprin- kler that has a cracked bulb or that has lost liquid from its bulb. (Ref. Installa- tion Section.) Thereafter, annual inspections per NFPA 25 are required; however, instead of inspecting from the floor level, a random sampling of close-up visual inspections should be made. The owner is responsible for the inspection, testing. and maintenance of their fire protection system and devices in compliance with this document, as well as with the applicable standards of the National Fire Protection Asso- ciation )e.g., NFPA 25), in addition to the Standards of any other authorities having jurisdiction. Contact the install- ing contractor or product manufacturer with any questions. Automatic sprinklers are recommended to be inspected, tested, and maintained by a qualified Inspection Service in accordance with local requirements and/or national codes. Limited Warranty For warranty terms and conditions, visit www.tyco-fire.com. Ordering Procedure Contact your local distributor for avail-ability. When placing an order, indicate the full product name and Part Number (P/N). Sprinkler Assemblies with NPT Thread Connections Specify: Series TV-B Upright or Pendent (specify) Sprinkler, SIN )specify), K=5.6, Standard Response, )specify) temperature rating, (specify) finish, P/N (specify, refer to Table B( Recessed Escutcheon Specify: Style 15 Recessed Escutch- eon with (specify") finish, P/N (specify") Specify: Style 20 Recessed Escutch- eon with (specify") finish, P/N (specify") Refer to Technicwl Dolo sheer TFP770 Sprinkler Wrench Specify; W-Type 6 Sprinkler Wrench, P/N 56-000-6-387 Specify: W-Type 7 Sprinkler Wrench, P/N 56-850-4-001 SPRINKLER TYPE TEMPERATURE RATING BULB LIQUID COLOR SPRINKLER FINISH fl NATURAL BRASS BRASS CHROME PLATED POLYESTER— 135'F (57'C) Orange UPRIGHT (TY31s) 155'F jfle'Cl Red 175'F (79'C) Yellow 5.6 and PENDENT (TY325) Figure 1.2.3.4,5,8 255'F (93'C) Green 285'F )141"C) Blue 3e0F )192'C) Mauve 1/2 lv. NPT 135'F (5C) Orange RECESSED PENDENT fTY325)" 155"F )68'q Red 1,2 3,4, 175'F (78'C( Yellow 255'F )93'C( Gwen Figures 4 and 5 28fl'F )14rC) Blue 1.2 1. idled by Um,lor,v,ilyro Labyrotyrine, Irt. 11114 7. L'5feflbyuhdelo,,tnleL,,ferato,le.,lrc. III ,ejr CeramIc IC.LILI 5. iipp,oVed by FM Global 1PM upproettlsl I nyrl'rsrml by thy Idle P,nrer12r C01riTsl,nr antI il von en?. NC eo'rlro'5 S. VSS Vypralod 7cr dCt0llal,,,loCt JIrr,sr, Vo,,tt,,Ia, Erlchl,Ia. uarloyy,,de, mci ml 5S-42e .d.1441 Foe mr-5m47o5yr'r: V. uppmmvnd by the Lyle Pmays,rrr Cerbricelinfl edema ILPOB R.I. No. fsdailS 7. Whyn PrIncely, Crated Splolcteme cr0 flOyd use uLe,ra C.UL Leroy, Co eprirele,o are 01 5n4 C.UL Lured oe Cormoeelo-eoelotemlhpmn*leme :. related with style 151112 in. SF71 fire in. role Adluetywnt Recessed Eecatcfl.om. ee eppliceble .-N ot Applicable TEMPERATURE RATINGS 135'F (srC) 155'F (68CC) 175"F )79'C) 205'F (53'C( 286"F (141°C) 3e0'F )182'C) Uee ecybo 'Ely, 1*07.1 con,,ecmlon; rem emeef,Ie. 17.570-4115-I Carom IIomIepho,0 aele, orrlp OPEN r,olimcmea eprinhlmrmyerrm,511 Wjlflr,,l sv,s nIb, O,,tl,,n end S,'ollnq Aselrnflly OPEN" TABLE B SERIES TV-B UPRIGHT AND PENDENT SPRINKLERS PART NUMBER SELECTION 1405 Poflybloek Perke,oy. Lenedole, PA 1944e (Telephone cI.215.362.0700 .Ora ocaw,00a.e..*ww.000.e,0.,*w.,mI aCe Oa0aea.Ooaeloa. Johnson Controls J tLICI7/Products Fire & Building I I TechnicalServices: Tel: (800) 381-9312 I Fax: (800) 791-5500 I aww.tyco-Iire.corn I Grinnell Grooved Fire Protection Products Figure 772 Rigid Coupling - Patented General Housing: Ductile Imn conforming to should be contacted relative to any questions. ASTM A-536, Grade 65-45-12 Mybnpaimnent most be Immadately corrected. Description i'eotesttea Coatings: It Is recommended that automatic sprinkler Non-lead orange paint systems be inspected, tested,and maintained by Fire brigade red (optional) non-lead paint a qualified Inspection Service. tint dipped galvanized conforming to ASTM A-153 Limited BoMtuii Trade Head Bolts - conforming to Warranty ASIM A-183, Zinc Ptated. (Min. Tensile 110.000 psl/758,422 kPa) Fronds nonutadined by Tysa Are Pptatrals are Metric - conforming to ASTM F568M vazrastatsd*teothar*0191Nwrtra1911(10)yeers ueo Fire Protection Gaibat (specify when ordering) pinstrtsNoodrrr01o,teaCvraberur004pwIo,t Sebrettut Street to, Pr0000ro Rating and • Grade "A" EPOMA violet color code Noa01pyhNodsndsNoea1rinrreonet UW&VAPPWM hriOftlleflefl aenbientto+150"F(+660)fnnfireprotectten axastanrdslNowananlywlerfdietal(1Q)yeals systems. Not recommended for hot water bran date of 5111101380 by Type Fite Products, No 1, urn Caqdrgpmsarbtepi4ntty systems neanly H given for, products or nomponerrtu Hotly gripping od09 0c druirritwerno 01 the us • TrI-seal(GradeEEP0M),greenCslorcede nveiuNoureibycdsbealfitrbebyOWiwrolrly Ald oat11181105 pretanat fordrypip for use in dry pipe or freezer systems a65TuiWeAadiCso,todsdsan1ecaTpee0lts aro,a8xAgr%e772RhjtdC9qtlrga • Pretubdeated (Grade W EPOMA) rAEnfo,arrretErrdeWhttfltmAs00Wh01, areapmvendmdanleUmdofjJntrgar0t 8ee Data Strict 7IFP1895 for aid In acteettog on*OnshstsNoeodHolrdslrd.rrebeahod, areo,mrbedawm5artaeatdtsg,three2ngOr proper gasket) .,00 or repated Ii actoorelance with applicable coigthr0ionudte01pIth5ia00uptO5Wtrdg SaOtoI00 of ft Retard Pea Ptlaiut Aancdstbn (3447 Wa) edsgrepipestaaenivoathuerem When used In fire pralsollm serviom. Ordering ligalap kjdaddker, fthtorNo hand by Tyca Are Procedure to tie detedhe diet be dater raped or IrnatrøtraL rdsalTusRnPrsthardutsdsoptieIr. Tyuiftso When placing an order, Indicate the full product pdsralowmea apo,emr The Figure 172 Rigid caipfltvj slessrbatf heroin name.Phaaespecilythaquantily.tlgure number, beanimtooIioerwiNontar mdshetobe&dtrelmnthiradircvinpilafcelatlh typo no gasket. Grade "A" EPDMD Prelubrlcated oe rate of produce; or pats at products. ica Are tided nerriarernlanerthtrnapbbtoubielarrts )GradeA"EPOMA)or Grade E"EPDMTrl-Sent. p not be responsible bos 1 5Fti0bLioodRmRetxbe1A38ed5or.klaA1O5n and size. design enusoryaateorlwaptoebrioinodbo to It* abreterdo of orry other audho,titeo haseltg GdreedGmouetFrpingProAudonaesbe jwlrelkOafe Fatten to do so nary large!, flue and other products are available thrsegtroiit the W44LL TYOO ARE PRCO39S 00 eedeireercsafthtotteder U.a,caoz5ardtetoma0anaOy,thmughaoetwoA risen IN CGNTRACT, TORT, SW LASLITyott The nitcierte ioniaaf50* for nral'ltuin*rg Use, #is cldstrltedinncereors.You nWwrtiedhec0ynrra9 proteSter synten and itedso In prsqreropergtoqr 215-362o700 for the tetrlteltor nearest You. eandltian The beading contractor or spr*rl*r nenu5aismodecetibeoarra3'qmetkn* Care and REGARDUSS EPWIEUi FIRE PRIUJCIS W1S6 50JT100tatUWcF&EH Technical Maintenance D!Mi AND IN NO INGO MI TYCO FIRE The owner Is responsible for the Inspection, F00ttS'UP8tLt1Y65N11inI39i4TEQ1Ort. Data testIng, and maintenance 01 their Ore protection 101}ES439 lWl FIgure: 772 system and devices In accordance with the Stzee: 1w - aypticatoestandardsottheNationalRmProtecelsn ANVAW ALLDMMWAUI ERMA Apprrtnator. 51, FM, 016, tortS, and LPCB; te50la0cn (e9,, NEPA 00(, 10 addition to the lIFD, MCUMMO WARRANIWS Sea Are Protection Submittal Sheet for enact standards of any authority tae09 jurisdiction. 1AtTAIaflY AND R70038 FOR A Wing /tipprnvfi Information. TheinsUllingoontractorGrproductmanufacturer PANnMMFUVM Page 1012 July 2004 TFPIRSO Pega2aI2 TFPIB5O Figure 772 Grooved Coupling I Bolt Maaimure avaIlable gap between pipe coda. 10nhNrm gap = n. Maximum eraeaure end cod lead are rural from 0000110 beaed on standard walofrt steel pipe. Pressure ratings and and loads may defer en ether pIpe materials cod/or welt Orids005c. Conrad Tyco Fire Predudta for details. See Arc Protection Equipment Submittal Shear for IJoerro and Approval prescore renflee. OakS aotaroadad moors boll sizes are available upon raqeacL I Max End Gee refer out greened standard weight pipe. Values for ref greened pipe WO b In that of dot Orexuad. Figure 772 fli0ld Csaplbnga beacon ladl-Retalleer Feature 04 eepploe teeth" along the nouyilea keys in aloes 1'!." - 4", which make the Figure 772 perfectly coiled for "arm aver" ioatunatimrc wtlere the likelihood of rotation a greatest. Tins 1aa11rc may eliminate the need 01 enrra hangers to support the arm overdue to Increased dglfesy and gripping Iota easing ewe and soot. General Notes: It lathe Designer's rocpooaibfliry to oared products aullabia for the Intended service and to cesare thai prescore ratings and parrerrrrenee data Is not eaaeaded. Always read and understand era Installation 01 InoIruatfOna ItH-nenol. Never remove any piping component or earned or modify any piptng dafidenolco althniul first dapra000dzlna and draining the coolant. MaterIal and gasket eeleellafl afroetld be verifIed lobe eemparibta for the specific application. Certified Company TYCO FIRE PRODUCTS, 451 North Carmen A000sa, Laoedote. Pennsylvania 19048 P11111011 U.S.A. Pipe Mao.Th Max.t Moat Nominal Dimensions End Gap Pressure End Load sto Net W5. 0.D. A B C Size Inchen Inches pal Lbs. Inches lrrctlea Inches Die x ' Lbs. mm mm kPa N mm mm mm Kg. 1.680 0.08 300 849 2.75 4.38 1.81 %" s2%" 1.0 42.4 1.5 2,068 2,887 69.9 111.3 46.0 Ml0x57 0.5 1.900 0.08 500 1,417 3.00 4.62 1.81 irk" x2W 1.0 48.3 2.0 3,447 6,303 76.2 107.3 46.0 M1On57 0.5 2.375 0.13 000 2.214 3.41 5.12 1.88 Wx21/" 1.5 2 60.3 3.3 3,447 9,848 86.6 130.0 47.8 MtOx57 0.7 0.13 500 3,244 3.81 5.83 1.88 Wa2'/,"2.5 73.0 3.3 3,447 14,430 99.3 143.0 47.8 M000570.1 3.000 0.13 300 2,120 4.19 5.72 2.00 M10057 2.6 76.1 3.3 2,068 9,430 106.4 145.3 50.8 1.2 r 2.875 3.500 0.13 500 4,808 483 6.25 1.88 irk" 02'!." 2.6 88.9 3.3 3,447 20.387 017.6 1158,8 47.9 M10x57 1.2 4.500 0.19 500 7,948 5.81 7.50 1.97 W02'/. 3.5 114.3 4.8 3,447 35,353 147.6 190,5 50.0 1.6 138.7= 5.500 0,19 300 7,127 7.02 9.72 2.08 _M10.57 MI8o83 039.7 4.8 2,068 31,701 178." 246.9 52.3 3.4 5563 0.19 300 7,288 7.09 9.71 2.04 % 03'/ 75 140.3 4.8 2,068 32,417 180.1 246.6 51,8 MO6x83 3.4 1SS,len 6.500 0,19 300 9,950 8.09 10.53 2.13 M16063 7.6 145.0 4.8 2,068 44.258' 205.5 267.5 84.1 3.4 8.825 0.19 400 13,782 8.09 10,53 2.13 %"03'/." 7.8 168.3 4.8 2,758 61,302 205.5 267,5 54.0 M16x83 3.4 8.625 0.19 450 28,278 10.56 13.56 2.62 Wo4th" 18.0 219.1 4.8 3,103 106,885 268.2 344.4 66.5 M2Ox 021 8.2 10" 10.750 0,13 250 22,879 12.84 18,41 2.62 l"n8W 24.6 273.0 3.3 1,724 106,871 226.1 408.8 66.5 M24x 065 01.2 12.750 0.13 250 31,903 15.41 18.84 2,82 l"x6½" 42,0 12" 323.9 3.3 7,724 741,905 390.4 478.5 66.5 M24x 165 09.1 '7' n .Th 116 r. 0 '5 c1 6 {l ,. P1 IL fl!j ui a a : c'l Ir C td ad Cd ! :;; ; i a It a e. 0 a t. 't ' - ,a 0 'a I b 'a o.a:alal- : O Oa 8 Ii 003 .la.10m.m 80100 90SJWfr0SF TO CIO CIO O'D lark LJ MOISUMIa p.;u.;ed dV3 vav 908801 098 lOCH '8999*03 *90w. 88188 0* 000PI 0*210 - iota otaw.8f 8 t*99t Olt Uu,98008890* ot9auItot98 :0109 ,9 0* .9 993*0 801939410d O'Gz Wk EME we oo€ eon9p kwt .9 01£ 89319ilia 1 0" 919 wil 0.1 90899984 09€ wnflu woo 099 09fl8 rai OSC pus Ogg selflb!j 0181d4.L 9*080896 .,..Be SO 001 900 009 oe VRI - t/9 w r - / 901 661 061 9090 921 861 r £61 ;9r - i 009 009 9090 2 960 66101 Va w 0/ 260 661 991 - - - rr 860 r 900 r jQ w ç.p p - ZOO 661 OZI 921 0081 ON aL r 91.' r - 1 0 - 01W *94904 99*138* 99142UI 19409 ,ja $0'l30I 1M t8&10 o,- 19890 81019 - O1T9WO 6U8U0*. *9*4 i i 3 6? 9*0* L ' 0691 99 06 091 L__ Co 09* 911* 0* 091 _Ea_ 19 9*0* ' 9* 091 0*19108 - 10* 9111 900. 1? 9*01 999 0* 081 *108 8 91! 911* gxat _0•9 1? 910* __ .. ' 01 991 L__ 10* 911* vxal 1? 9*0* 0* 981 080 000 09 008 90 000 69 9001 19 00 8*06 909 2 1* '1188 98 899* 9001 9? 9*0* 900*9*, 60 09 L__ 96 9001 19 9*0* P0lS91 996 V. L L__ 001 L .99±.9L #' 99 9*0* 00"l991 90 L 919 L__ 6P 011* 909 0? 896 90 909 L L__ *9 £a_ 010* 909 00 699 L__ 909 90 9*8 L__ 89 .i 019* p09 00 609 - 90 909 oo•e4. 99__ 94 001 019* 009 208 -9-- 899 092 019 -- 10 91 -__ 908 090 *1*19001.90. 99 L 010* L__ 8209 809 L__ 0/109 90 L 909 L__ 99 010* 009 699 8000Z691 90 909 9100. L__ P~~" L L__ 9? 9101 ___• 699 C 90 9*9 'oIl 00 89 008 ' OTC 0*19 3W 01931ff WW U*J30i 01W 8910/ sq899438*9219 '319 •t9 0881899319 199 oddy 3 019*00*01094 3013 18*01001 *99 oddy 3 01 90/WON 9000000 9000J0-183096*9 39900300Q 049 909 9Si3 Ire vz ore rE gra r1l 094199801 00091098' 0919038 98° 09980100*0 lOS 0*68.09 900 0*fl9889 90*009 0/9910*6 :99098 989904* 01008 0*014 u.91*o 0000* tflSl 0909* 9301*90! UW9P :99900 0*98098 10 09 UNtil 0919000 UI. 68* 98/I 90* 981* 90* 111, 919 080 69 168! 19 1681 #3 LLL169* 04 169* #3 L#9 0991 66 090* 61 fl.9L080* 61 080* 00 0*069*191.99190 910* 9? 9*0/ #0 L 998 81 699 *1 649 9* 919 C - .9 8* 991 0* 991 01 019 00190 C .991 191 8* 991 0* 091 9* 919 _9_ _9_ .991 0* 889 10 809 60 0 1 .9 31)4 OW '3 lOW 03 lOW 1091 8900j 991 09430; 91 089344 001 00093.08 '.'0413 .08 081999218*9 001901fl849 01000.18944 .88*9939916 ,00l9olfl0ld 010901116/4 96M Pus SO IS '5109 S.Jn6I1 300*0019049 818 01n014 010 919914 *00 wn0 aois Pus 61S 'ois 'ios se.1n6! 0*9*31*. 81080004 W VaT 999 T 0-p £2L ThT IL 08 IL 91 fl .91 9* 09 969* L 21 .91 8/ 69 IL. 0*1491 .99k 99 .91. 9* 9* 8*14 *0*i£L 60. I 09 0_i091LILIL 11 £9LIL 10 41 669 *9 90 94IL 0? IL 90 IL 9* IL 001 92- 0* IL 9? IL 40 IL 01 IL 999 L 36/9*0 0/1009, /1999. 0139*4 *994 01W 90430/ 96*9 98*99001901090008W9001 .0*r U000104 9*1 889 149* 6981 809 606* 99/ 698* 910 #0* 090* .991 /9 tIL 669 968 *99* -- 91* *99* 99 *994 #9. Oat 699 OWC 69 869 899 188* 11 ILL 188* 191 *9 91L -go- 188* 9 69 999 .991 69 _s_ 9'99 j 991 .991 0,991 *9 019* 61 019* .S1 #1' 991 8 II 689 191 .aa 889 080* .991 0* 0006 191 07 L 090* 8! 989 9* 889 191 - 999 696 .9 9? 898 iLl p-I IL 999 01 IL .909 191 .9 91 Ll. 899 191 60 IL 999 291 96 IL 904 - - - 90 889 .90 90 IL 689 22 90 - 989 i - 2/1 - • - - - - - - 90 689 991 90 IlL 889 29 #0 IL 990 091 1M2 - WW 000490 2 - WW 094*344 - W =-U. 99908* 12 03 09 3W 901004 23 03 991 3W 094044 '0)4 1091 33 1904304 000930940.99 *0j 00043.06 010043.88 30019900804 61991fl0*9 0199000*9 190900049 - c r ; - 000000099999999999 N 001 . 0101 onwo)fl0010.q'0001 N1 C01 lN 01 010 90 øoo0,.I40ho'4t °' 9 01I5NJ NJ - - 01 N 01 0101 00001 01 N N x o x N $ 00 01 0101 ON C IN ragu I vi i FivalcoO UF Fireriser Grooved Butterfly Valve UL, ULC Listed) FM Approved Fig No.:DG Th Specifications Working Pressure: 175 P$I(12,5 Bars) Max. Test Pressure: 350 P51(25.0 Bars) Max. Working Temp.: 25OF (120C) Factory Installed UL Listed Double Tamper Switches Valve Approved For Indoor and Outdoor Use Grooved End to Suit ANSUAWWA and BS Pipe Size Primary Materials: eody ASTM A.536Nylon.iiCoated Disc ASTM B.536 EPDM Encapsulated LJpper&Lower Stems AISI 420SS Worn Gear Shaft AISI 410-S Housi - _fla Hand Wheel ASTM A,636 ASTM A-536 Flag indicator Shear Pin SegmeWGea SMA-536 ASTM A-510 Housing Gasket EPDM Grade- E-0-Rings (All) EPDM GradeE (@ @. -~ ~FM LISTED APPMAW Dimensions(In!rnrn): 4.1/105 3.3195 31194.8 2.9/73.0 5.31135 712.5!'165 4,4/112 3.6192 4.9/125 80 3.8/96,4 3.5183.9 5.6/142 5.71145 4.34/108 4,9/125 00 4,5/115.4 4.6/116.2 5.3/135 7.11180 5.7/145 4.9/125 6150 5.3/133,4 6.6/168.3 76/193 8.9/225 0.28/7.1 81200 8.0/204 6.7/170 6.7/170 8.6/219.1 7,6/193 1 8.91225 0.9124 Qesign end meIaIs suWect to chenge MthOv( no$oe Fvco* end FirwisW &e Registered We Mai*s Copght Fivatco 2006 http://fivalcovalves.com/d/file/productsfFIRERTSERJ2O 14-O8-O2!2756dedd36963b83f97&.-11:/3/2O15 '/,' through 2' Size Rounded Edge Design ISIS appeonul l'/," through B' Size RING HANGERS Fig. 69 (Formerly Afcon Fig. 300) Adjustable Swivel Ring, 'lpped Per NFPA Standards SI,. Ring.: 'I.' through 8' Material: Carbon steel pinlule Strap Is Pee-Galvanized Zinc Material Nut Is Zinc Plated. Service: Recommended for suspension of non-insulated stationary pipe line. Maximum Temperature: 450 F Approval.: Complies with Federal Specification A-A-1192A (Type 10), WW-H-171-E (Type 70). and ANSI/MSS SP-58 (Type 10). UL Listed and FM Approved (Sizes '7.' - 8'). F.atures: -2' sizes designed for use with steel and CPVC piping and manufactured with FOC System Compatible alt. Threads are countersunk so that they cannot become burred or damaged. Knurled swivel nut provides vertical adjustment after piping is in place. Captured swivel nut in the /s' through 6' sizes. The capture is permanent in the bottom portion of the band, allowing the hanger to be opened during installation if desired, but not allowing the nut to fall completely out. Ordering: Specify size, figure number and name. A Non-captured nut also avallabte upon request. '/," through 1' pipe 11/," through 2, pipe 2',r',' through 8' pipe FIG. 69: DIMENSIONS (IN) • LOADS (LBS) • WEIGHT (LBS) Pips Size Max Load Weight Rod ASize a C F Width ¼ -%- 0.10 0.10 '4 2% 2 1'A. - 1 0.10 231. 11t4. 1 23'. -I,,' itS 1% 2 0.10 011 31/, 235 1'!. 2¼ 3 525 0.20 0.20 2% 131. 314 3"A. 2°A. 131. -.-. 1 0.30 ' 1 5 6 8 1,000 1 054 0.65 I1.00 V. 554, 4% 8134. 5'A. 21/4 831. 1 M. 1 334 'vailll10ll,1HNI1II,8z usseg.wit..1meI Prolest DApproved Address:DApprovad an noted Contractor Not approved Engineer Ramlib: Submittal Date: Mists, 1: Not,, 2: PH-1.18 RODS & EYE RODS ®AIWHP Fig. 146 (Formerly Afton Fig. 650) Continuous Threaded Rod - Sic. Rang.: '/.' through VIZ Stocked in six, ten, and twelve foot lengths. Other even foot lengths can be furnished to order. Material: Carbon steel or Stainless Steel Gr 304 Threads: National Coarse (USS), rod threaded complete length. FInlale Plain or[:] Zinc Plated (Hot-Dip Galvanized optional) Maximum Temperature: Zinc Plated 450F, Stainless Steel 650' F Approvals: Complies with MSS SP-58. Ordering: Specify rod diameter and length, figure number, name and finish. Note: The acceptability of galvanized coatings at temperatures above 4507 is at the discretion of the end user. FIG. 146: DIMENSIONS (IN) • LOADS (LBS) • WEIGHTS (LBS) Roil Size Threads Max Load Weight A per Inch oso' F per Ft. Length V. 20 240 0.12 '1. 18 _730 0.30 ¼ 13 1,350 0.53 35 ii 2,160 0.84 A % _10 - 3.230 1.20 V. - - 4,480 1.70 1 - - 5,900 1 2.30 13'. - 9,500 3.60 it'. 1 a - 13,800 1 5.10 51u1111010111150611111180 nsv(ewliMtt6r Project DAPPrOVed 1,1,11,60: DAPPIIVSIU 11011,1 Contmctsr 011.5 approved' Engineer Remarks: Submittal Date: Metes 1: NOW 2: PH-1.18 P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 411 SWAY BRACE FITTING Part #077-...._ SIZE - SYSTEM PIPE: Nominal Pipe Size Sch. 40 Steel I" - 12" Sch. 10 Steel 11/4" - 12" Sch. 7 Steel 2"-6" MATERIAL - Carbon Steel or S.S. (Type 304) FINISH - Plain or E.G. PATENT - No. 7,140,579 LISTING/APPROVAL c®o 203A-EX 2625 '8' FM Approved - 1950 LIM FUNCTION - Longitudinal fitting of an AFCON sway brace assembly. INSTALLATION - Per these instructions including NFPA 13 or FM 2-8 Load rating - see chart. ASSEMBLY - See drawing. Combine with proper AFCON components- see disclaimer below. " Max. Horizontal Load _40 I V 1200 I 5" -10 2765 I 12 3740 Max. ASD Horizontal Load System Sch. 30"-44" 45"59" 60"-74" 75"-90" 1'- 11/2 40 70 510 570 2" LW-40 1570 1900 1730 1/2" -4" LW 1000 860 jQ- 4"- 5 10-40 1000 g1930 2 950 1150 6 LW-40 1620 2220 2720 8"10-40 2070 1250 1510 Align brace member parallel to race or 14 ii iasener Itatigs. Tighten 1/2" bolts until fastener flanges connect. FEATURES * Patented - design eliminates bending of fastener flanges during installation. * Patented - design prevents over tightening on system pipe. * Improved assembly - fastener flanges connect for superior strength. * Visual inspection - proper installation when 411 fastener flanges contact. ORDERING - Part #, size - system pipe and finish. Specific .4FCONproducts are exclusively designed to be compatible ONLY with other AFCON products including parts and fasteners, resulting in a listed sway brace, restrainer or hanger assembly. Be advised the following warranty restriction will apply. DISCLAIMER- AFCON will NOT warrant against the failure of its products when used in combination with other products, parts or systems not manufactured or sold by AFCON. AFCON shall NOT be liable under any circumstances whatsoever for any direct or indirect, incidental or consequential damages of any kind, including but not limited to toss of business or profit, when non-A FCON products have been, or are used. 2/16 - - - - [ii P.O. Box 3365 South El Monte, CA 91733 '626'444.0541 Fax 626.444.3887 www. Afcon.org 076 ATTACHMENT FITTING UNIVERSAL LOCKING 17/32' STEEL BASE SIZE - BRACE PIPE: 1" thru 2" Sch. 40 MATERIAL - Ductile Iron and Carbon Steel. FINISH - Plain or E.G. LISTING/APPROVAL - 203A-EX 2625 OSHFD See Website. um FUNCTION - Structure attachment fitting of an AFCON sway brace assembly. INSTALLATION - Per these instructions including NFPA 13. Load rating - see chart. Combine with proper AFCON components- see disclaimer below. ASSEMBLY Insert brace element into fitting snug against back of jaw. Install set bolt finger tight, then additionally tighten 1 1/2 turns or torque to 40 lb-ft. Only tighten set bolt with hand tools. NEVER INSTALL SET BOLT WITH IMPACT/DRILL DRIVER. FEATURES * Swivel allows attachment at any angle. * Larger fastener hole available.- Consult factory. ORDERING - Part #, size - brace pipe, material and finish. Max. Horizontal Load 300 thru 900 I 2765 Specific AECON products are exclusively designed to be compatible ONLY with other AFCON products including parts and fasteners, resulting in a listed sway brace, restrainer or hunger assembly. Be advised the following warranty restriction will apply. DISCLAIMER - AFCON will NOT warrant against the failure of its products when used in combination with other products, pans or systems not manufactured or sold by AFCON. AFCON shall NOT he liable under any circumstances whatsoever for any direct or indirect, incidental or consequential damages of any kind, including but not limited to loss of business or profit, when non-AFCON products have been, or are used, 1115 Th\ ' II 1" mm. P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 035 SWAY BRACE FITTING MODEL K I thru 4 inch pipe 3 11/2 & 5 thru 12 inch pipe SIZE - SYSTEM PIPE: Nominal Pipe Size Steel 1" thru 12" * Steel Specially listed - see chart. CPVC 1" thru 3". Brace common O.D. - Copper, Plastic, FRP SIZE - BRACE PIPE: 1" thru 2' Sch. 40 Min. 1 1/4" required for 12" system pipe MATERIAL - Carbon steel and ductile iron. FINISH - Plain or E.G. PATENTS - No. 7,516,922 No. 7,523,895 LISTING/APPROVAL - 203A EX 2625 ulna FM Approved - 1950 OSHPD See Website. FUNCTION - Lateral fitting of an AFCON sway brace assembly. INSTALLATION - Per these instructions including NFPA 13 or FM 2-8 and CPVC manufacturers instructions. Load ratings - see charts. ASSEMBLY - See drawing. Combine with proper AFCON components- see disclaimer below. Insert brace pipe through bores to achieve minimum 1" extension. Tighten 035 set screws until heads bottom out. FEATURES * Patented - designed for system pipe of varying material. * Improved assembly - extra large bore for brace pipe. * Visual inspection, verifies proper installation. ORDERING - Part #, size - system pipe, size - brace pipe and finish. '- Max. Horizontal Load st Sys eel l's Sch. 30'.44 45'-59' 60'-89' 90' 1' i i i 2 27 1114'- 2' z4Q.. .i. .2i 27 2 1/2' -4' 2.. 1383 .24.' 2Zfi - A' 1 1 81 i 239 27 8 10-40 1383 1956 2394 2765 10' 10-40 1383 1956 2394 2765 12" 10-40 1870 2645 3238 3740 4 Max. ASD Horizontal Load System - Sch. 30'-44' 45'-59' 60'-74' 75'-90' 1"- 1 1/2 7-40 1680 2380 2920 3250 2'- 3" 7-40 1800 2350 3120 3490 4' 7-40 1370 1930 2370 .20 5-,6-,8- 7-40 730 1040 1270 1420 Special Note: Thin wall sprinkler pipe has a propensity for damage to its circumference N. resulting in egging. When egging exists - shift mounting location. Specific AFCONproducls are exclusively designed to be compatible ONLY with other AFCON products including parts and fasteners, resulting in a listed sway brace, restrainer or hanger assembly. Be advised the following warranty restriction will apply. DISCLAIMER - AFCONwiII NOT warrant against the failure of its products when used in combination with other products, parts or systems not manudactured or sold by AFCON. AFCON shalt NOT be liable under any circumstances whatsoever for any direct or indirect, incidental or consequential damages of any kind, including but not limited to loss of business or profit, when non-AFCONproducts have been, or are used. 8/16 I I - ' t g flt r*'' IIflIiii 310 S a 0 U - ft h q 0 - il a 0 U 31•0 4 L 0 L31 10 .0 a H :inu H U H -0 0 q ft hH'I !i 0 O 0 LU LLIL zzzz in I J t to Ow 'L ER If z 012 0 !rI U2 FI .i rl Th © Holes: Minimum dB ratings are calculatedtrom integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard 464. UL temperature range Is -30 to 150F (-34 to 660C). Typical dE ratings are calculated from measurements made with a conventional sound level meter and are Indicative of output levels in an actual installation. 640065 440) VOLTAGE I 4001.00. - 6600(60. 00202 NO) *110 Ft Pe AT (0 PT. 6001 22600 P00701 700*2 .100 01 18 0)08) IOVOC P00(20 1700112 .100 IV 77 *0012) 2600 P85l210 1710112 .100 IV 17 600) 24000 P80240 rommo 08* 07 77 0(001 24605 P00200 ¶701014 06* Dl 70 (0570) 24600 P0024(0 171004 204 44 60 6)80) 240*C P0*040 040404 0705) 24065 Pefl246 (406064 .770 04 17 ¶0(a2) 24020 P882410 (61002 .17* 04 70 0001) I006AC P8*060 760001 80* 02 82 6)00) )OVVAC P04100 1006101 40* 00 84 10) 124060 p8*7517 *010101 06* IS 60 6" BELL SHOWN ) ®BELL POTTER PBAT?D..DC The Symbol of Pmtoct(on ULListed Sizes Available: 6(150mm), 8 (200mm) and 10(250mm) Voltages Available: 24VAC IZOVAC 12VDC (10.2t0 15.6) Polarized 24V0C (20.4 to 31.2) Polarized Service Use: Flrefrdarm General Signaling BurgiarJarm Environment: Indoor or outdoor use (See Note 1) -40 to 150F (.40 to 660C) (Outdoor use requiresweatherproof backbox.) Termination: 4 No. 18 AWG stranded wires Finish: Red powder coating Optional: Model BBK-1 weatherproof backbox These vibrating type bells are designed for use as fire, burglar or general signaling devices. They have low power con- sumption and high decibel ratings. The unit mounts on a standard 4 (101mm) square electrical box for indoor use or on e model BBK-1 weatherproof backbox for outdoor applications. Weatherproof backbox model 66K-1, Stock No. 1500001. ALL DC BELLS ARE POLARIZED AND HAVE BUILT-IN TRANSIENT PROTECTION: Potter El800to S)enot Company 2081 Crtsg Road, St. Loots, M0,831464161 pteno:80O42539361Conda858.852-1833mew.P0ser8ti0I.Com PRINTED IN USA MKT. te85000l- REV S PAGE bPS MEG. #5400770- 5)05 ®POTFER BELLS PBA-AC & PBD-DC The Symbol of Pmtectfon DIMENSIONS INCHES (mm) FIG. I BELLS FIG. 2 WEAT14ERJ0ROOFBACKBOX BOXHASONETHREADEDI/2CONDUFTENTRANCE rT Ila, - r 0t L=X 4, 3 ( 3/0 _t 0• (() 1(001 tall teal I'601 treat soc. 0776-2 FIG. 3 WIRING (REAR VIEW) D.C. BELLS (OBSERVE POLARITY) A.C. BELLS 5770 mm (RE mm mm me 00700 me me me 0* WS 01(1. as san mm 6.an 00) san mm came came sea nmlme .meo. . earn so. 60 800001*001 1*0 6007001. 1*0666 S 061*0001.160 0805? *80040001. Wreth score I. 000006 P044075' 10 664 O.C. 64.1.5, I. 104011 27005 0.0. 600.5. 66060*076 (007* (715* 0010 IEP064161.V ecu IRRES 007(764 1+1 *8168 0A5b REU_ 06401 UNICS '1056764 1-) 2. 010-OP-U74 0606106 6) 1107 R005IOEO 00 SC. 0522.5. 07(10. #77e-3 INSTALLATION The bell shall be Installed In accordance with NFPA 72 or local An). The top of the device shall be no less than 90" Aff and not less than 6" below the ceiling. Removethegong. Connect wiring (sea Fig. 3). Mount bell mechanism to backbox (bell mechanism must be mounted with the striker pointing down). Reinstall the gong (be sure that the gong positioning pin, In the mechanism housing. Is in the hole In the gong). Test all bells for proper operation and observe that they can be heard where required (bells must be heard in all areas as designated by the authority having jurisdiction). PRINTED IN USA MKT. 68050001- REV S PAGES Of MPG. 05400770 . 5/56 ITEMS CONFIGURATION A 1114) A 1MM) OW TOMW 07--00 2h 'FNPT I J 9 942 F 54 1195 07.19 2W FNPT 0 MNST (PC) MN 127 964 [ 2196 07-M-00 2VfGRVXST .51 127t 2393 - i 07-001-02 2 ½GRV0MOST I t27 94 2393 07-0-010-3 -1 ---2wG640M671rb -T- 1 1'5 127 - 9.42'-" 2393 07000-00 20, FNPTXMB1/N'cCORP - 5 127 8.W 219,5 07-003-CO - 2 WFNPI 0 MNYFO - 5 - 127 I 2195 07004-03 j 2 W FNPTXMOST 61 127 j 8.64" 219.5 07.005-00 I.-FNPTXMRCH I 5 127 864 219 07-006-00 - 2WPN17SMONT - 5 - 127 864 2195 07-008-00 i 2 75' FNPT 0 MPI-{X 1 5 127 - 064 2185 07.014-00 2 ½F4 PTX lc115M 5 I 127 884 2195 07-012.00 2 I5FNPTXMCL51 1 5 1 127 F 868 2195 :. 07014-00 - 216 FNPTXMOE7 5 127 1 864 j 2196_ 07-016401 )_• - 2 W FNPT XMCF I _ i 07-020-57 Z½ FNPT XFNPT 127 8.68 9.5 0702100 - 2ISGRVXFNPT - -- - t27 04r4 2393 07-000.00 1 WFNPTXMNST 3.89 988 j 07r 1704 07-024-00 1 W FNPT XFNPT 3.69 98.9 6.71- 170.4 .- 0--- --- --- .---------- 07.050 2W FNPT X3MNST 12?J654j .191 3198 UONSUEAO AVE CARLSSAO, CA 92010 1 (760) 599-1168 --1 1900) 344-1822 * 1 18001344-3775 FAX 0206471w 719106160 P,nductu, 0,0, 0 P 1 dM18) OlIN) 0)MM) 15 2645 32 t1.2 284.3 i -.!4 130 112 f284.3 j 5.12 tOO - 5i2 10.41 264.5 5,2W 132 1041 264.6. 5.2 132 10.41 264.5 5.2W J 132 10.41 264.5 5. 132 10,41'264.5 Sr 532 - 10.4t . 264.6 5.2 I 132 fOAl 264.5 5.2W J_ 132 10A1 L!.475 10.41- 264.5 52 132 11.2 2 7.81 1 o.s TL 3.84' J 97.6 7.Bl 198.5 f 3.54 1 10-41 J Description Angle hose valves feature all brase construction with forged or cast bodies for rigidity and light weight. Typical uses are in rack assemblies or any other application which requires a listed fire hose valve. Available in rough brass or polished chrome finish with a red hand wheel. UL, ULc Listed, FM Approved. Rated 300ps1 (f Installation Specifications Install in accordance with customary Installation practices. Use an approved thread sealant such as PipeFlt5 Thread Sealing Paste with PTFE on the mate Material: Cast or Forged Brass Body threads to which the valve is being installed. Finish: DO NOT OVER TIGHTEN. Over tightening of the valve during Installation Rough Brass Polished Chrome* to the male pipe threads may crack or deform the valve body. Only use tools suitable for the Installation of this product. Do not use pipe wrench Threads: extenders to increase leverage on pipe wrenches. This may result in valve 2 W FNPT x FNPT damage as well as personal Injury. 0 MNST x MBCT X MOST a MONT xMPHX XMTEM xMCLV x MNYFD oMOET xMCF xMRCH 2W GRV a FNPT. XMNST ,rMOST 2W FNPT x 3MNST. The Ada, lion contained hel,ln Is Produced hgoad faith end bblievod to be reliable but Is prorld for goldalrco 1 W FNPT a FNPT e.nd hsornation porpoals only. FPPI and to agents corool asoane Hb4l6y or rasponsibft for results obtaIned In the a MNST uss or lriau5o at 60 product by pesono al,aae method. .ndq lilboAco. ore otaida and beyond corcordmnL 5 lathe Ieee rooponiobsty to dolaonaia the .allossoy of, nethodo at as pm000r090n prior to ore, and eppropdato ln9tolotlon Cantalrto lead. Not for use In 10190 P500010 Planh000d tarn FpPt, It In the oret's is onpomlalblty to observe end adapt such plScalllioroman coy water systems Intended for liurrran boadoloableor necessary for n,. Protection of pereanne and prap" In the 600d5m'4) and use otw,yofowp.ndcota. consumption. 3199 UONSIIEOD AVE cstLS5AD, CA 92010 +1(760)599-1168 1(800) 344-1822 (800) 344-3770 FAX IM c us 02017FteProtection Producls. Arc. 37WL Eo,enrrvi tnreed I DEWALT DEWALT GENERAL INFORMATION I I INSTALLATION SPECIFICATIONS GENERAL INFORMATION SECTION CONTENTS CONCRETE HANGERMATEa)+ General Information ......................... 1 Material Specifications...................1 Rod Hanging Anchor Installation Specifications __2 ____________________________________________________________________________ Installation Instructions..................3 -ti-a 'lIlrtttNl,tthiH III)' Reference Data (ASD) .................... ..4 The Hangerrnate°+ concrete screw is a one piece, steel anchor designed for rod hanging Reference Data (SD) ........................ 6 applications such as fire protection systems, ventilation systems, electrical conduit, pipe hanging and Ordering Information .............. .......10 cable trays. Tested and qualified for use in cracked concrete and seismic conditions. The concrete Huegermate'-o- requires ANSI masonry bits for installation, accepts 1/4", 3/8 or 1/2" diameter threaded rods. It is also available in 3/8' male thread version. CONCRETE HANGERMATEO GENERAL APPLICATIONS IAND aUSES Fire Spdnlder Pipes • Suspended Ceilings (INTERNALLY THREADED Ventilation Systems • Overhead Utilities COUPLER HEAD) Cable Trays • Ughting Systems FEATURES ,AND iIBENEFITS + Installs with standard ANSI drill bit CONCRETE HANGERMATE, (EXTERNAL THREAD -STUD HEAD) ± East installation with power tools resulting in labor savings + Patented thread design alters low installation 10r040e THREAD VERSION + Tough threads for (upping high strength concrete tiendiud Coarse Thread pilcf _________________________________________________ ItIthtn1'hIL'1'IltrI !liilitlt, ANCHOR MATERIALS International Code Council, EvaluationService (ICC-ES), ESR-3889 for concrete; Zinc Plated Carbon Steel code compliant with the International Building Codeflelemabsnat Residential Code: ANCHOR SIZE RANGE (TIP.) 2018 lBc/1RC, 2015 IBC,1RC, 2012 l8CitRC, and 2009 IBc,1RC. 1/4,3/0", antI 1/2" diarnroter FM Approvals )'M) - see listing for applicable sizes and types). (threaded heads) 'tested in accordance with AC) 355.2JASTM E488 and [CC-ES AC193 for use in structural SUITABLE BASE MATERIALS concrete under the design previsions of AC) 318-14, Chapter 17 and ACI-31 8-11/08 Appendix D. Normal-weight coremie Evaluated and qualified by an accredited independent testing laboratory for recognition in Srnrd-aaheweight runnrtretn cracked and urrcracked concrete including seismic and wind loading (Category 1 anchors) Concrete over steal duck Evaluated and qualified by an accredited independent testing laboratory for reliability against brittle failure, e.g. hydrogen embrithement. 401 CSI Divisions: 03 16 00 - Concrete Anchors, 05 05 19 - Post-Installed Concrete Anchors. WVD Anchors shall be Concrete Haegormate+ as supplied by DEWALT. Tewson, MD. Anchors shall be I COPE USTEI) installed in accordance with published instruction and the Authority Having Jurisdiction. IOC-ES eoo-3800 MATERIAL SPECIFICATIONS Lstns Aruhun Oath case hardened iwo carbon steer Pieties Zrrrc pluming semi/mt no ASTM u 632, sci Four hIre/Zr, 1/I. - Mit/moor piaUnq isqmsmsrmrevls for Mild Srrrvice Cnrrd0un. InotaUaRtnn Snn.rlfirraRinno Rn, IiannonmaR... In IlnenereRn sod S..nnh.nl.nr/m.. Infnnmattnn 4redo, Perp.dylS.ttkrg kdnsRm Rnsle•IAoetae ERnoRn 104 tee ml ma irs caroler threadr/me luNd in. 114-20 3/0-10 3/0-16 3/0-10 1/2-13 drunk, hoadsyte - - (nuroomoty Thread iimlematy lhresh /xirmai Thns3 iirirrna5y lhrrar' richenially Ohms/A Comical anchordiameter 6. 0,200 0,250 0200 0.370 0.375 (scrimarthur befyl 1mn) 1541 16.41 16./I 10,01 19.01 Ifemmissi vet ici A/sorrier Id/OS) ha in. /1 1/4 1/4 3/9 3/0 0/smuts /05500 emberimnasi sri/mci is., in. 1-01/ 1.0/v 2-1/2 -b/8 2-112 2 2 yml 1411 411 1041 1411 1641 (01) (01) Midi am huie depth in 2 / 7/71 0 23/u 2/1/0 lmTh 1011 1011 1731 1511 I/SI 1601 1601 I b - Minimum concrete mom erohiukneun , in. 3-1/4 3-174 4 3-1/4 4 3-1/2 3-1/2 1mm) 1031 1031 t102 (53) 1102l 091 1891 Minimum edge toronto in. 1-1/2 1112 1-112 c-=1-1/2 (38) C.--.1-112(38 t '" minI 13/I 1301 30) rurs,o 31/01. s.,=.2I51l it, v.,. 31/61; u=21011 .a Minimum spacing A ' - distance' in. 1-1/2 1-112 1.1/2 °°° (mm) 13a1 3/1 1381 lone,., 2)51) tsr usa,? 2(51) Maximum timpactwmnmch power )ranqua, - tOSOOmOs. 6. let. 100 12 150 150 Sos 350 (2[m 3) 113) 12e31 14/1 1471 - . - i i - Masinnmm ir,..nu,m rota sl,nn rrmrq,ry n 11,-Cl 19" if"' 25 inn' 20 25 55 (N T0261 1281 1 1341 I26I 1 (34) 1341 1341 wre.nuharekeneve in 3/5 11/ 1/2 1/2 11/16 couple, Head Max. head height in. 33/04 43/04 1-3/10 1-3/16 13/10 Mao. wosher'diamnrnn - in. 1/2 21132 21)32 21132 31132 F/curse tensile nnnnso area in 1 0040 0.040 0,045 0.094 0.03/1 (serene anchor body)mm°) 12/-8I 128,01 12801 (evi) 100.71 - - i . Mmism000 specified u6inna1e ocr/ratS Is. psi moans rms.auo 115000 100,000 106050 puommi 17931 17/31 17/31 (ure) 0081 - Minimum spec, ra3 orelust 10n5n5 main 02,000 92.000 92,000 00.000 80,000 Il/mint 1041 10/41 I34I 5021 /5551 /005t, 1h = 254 mm, I lu -it. 1,336 1pai.00065 h/m,,, 10P9 1. For em/etnuseer no, thheoaiahm wrarele, mIte eros 'eov4a0sfls,w 1.-.,,.. 6101140 lao nommW 1/430er1ids.aotor orseure Inureon ennear beae asmoln( war Sri '5/0-inch nominax os'dnedomnt. 5. ito omuwmnoani /0/il., ia,., nomn,s/ bonus sainoamtoloso slow mo/orsOn none/a oils orm,aoej/aO nOn/lie tv,eios, S 7e*li*or/ onmeiroliero for mail wtya drrisrso. a... am minimum np0/rç ateamere. n.... may he /00003 09 'moor nlarpehtam heron/n flh.2000 nesrosiemy 0m0,.m an, rIte mmcvi 318-irxi,.doarolar 0,51510 Ian-era err/hoe tso)y domains1. Hangennate-i. Anchor Detail In Concrete Nomenclature d Diameter of 0/char 45= svmetor ni Drill aE a., = Min,muvr Nominal brruedmenl ho Siamese Erebedmert Mnirnrvm Cure Depth = Nominal thmnhrr Length lnlannaiy 3/reared 14300-4DEWALT — - WWW.DEWALT.nOm .;--, ":..,--s; ' r,-_ •*°.' i'-; ''' :' :.-°-. -- -. •-w-.;•:-'d'--. - - - - - - • • -. . - - . .. .0., - - - - 0- No/ear nnioy he pUnted at to ofirpenatie 0000 rOar St too wiarmnbr. r. ad! clad hook p00w pro," tier nnr000eri Me, 'K.' ci 3/4 inch coasted or 60 .[.led anchor, too the Inreloit and Shear frOth lirroninahon 0 /0/en iroutlal in to Sr/ti or Corciefle-atiatd Stool flank 4000etbite 13/0. p S/aloes in Cc loom (Kne eras be 09100 with cr0/cairn 15/I64rab unset in eitondtieciatre her If,. uelrt/r 07 Ii? fl/ito 1118 oe10litsr0w4 trim be irtororood plupuraoru0iy tot 00065 atSi lurot Otto scOtia OS//kr then t/ee clean p000w ira adS/moon tone flute Or dal000o b also 5/00/ed (e.g. -1/44,05 aSset On a-n/S--sot e0w terlo(. 3, Seat to lorekrn aol We, 00590 ritormeisrrkodueroo tratbkry at Joe 3/Icier Cuioote-Fi5/o SInai 11000 0000in1131fier hole hi deslori 000. Hangermate+ installation Detail for Screw Anchors In the Soffit of Concrete over Steel Deck Floor and Roof Atohotunray be planed in the OQPC flute or ioreeo auto or the -ono - filled 01501 hook proS/as /oorl/tnd Oar in1r6i1i25 We ottotrroo or 3/4-lieU is oat/shod On to eolur0w 00/ac, San/er brake real Slow S/n490 rtoanierttn toSrarteno Ontalad in Oar Soils or Cancels-F/ted Steal Dank 405annbflOs natO. P. Pualturrs in the lover I/ore nay he ireltoled in lie center nl Vol hun?, An uther rdsbealo nay be 9/am popoilttuae/ its piufilte with fluxerosalie gieater Oman tern orwear encoded ear rnkerrsere lower 1500 e90 delalaro In eke catehod. 3. Son 110 Taieoc nil S/oral Deuk,n edomroitoc Or uircmeos ileridoll in be SON ct Cororeto'9004 Steel Deck Posomiblos lot/ic for dosMm Solo 11,c-IPIcul 110011 houR riulule even seers Dean 11100051 am Psi ri:: j .1i) moo is 2 50. 500 Do 150 DEWAIT 'PowoOs INSTALLA11ON4 INSIRliCliONS INSTALLATION INSTRUCTIONS Step 1 .' Step2 Step3 Step 1isin Iii, proper no ',r Remoer nturl Select porn ill ° ', Orree re nolter with bell bit bize bill and denim fron, !.pact .'ench a, an imfune wall a hole no the Fibace material ::4 itj torque wrench and donotn000edthn '"U[;'n" uroewnench th to e Ot Ldo 1. The a.__IL_._cI extractor, too U booro dieln the 1q:1 (1JO "t the head of rd isenots 00 i fl) i/lilt rosy (r-( repuctrrrty, or Ore .0jortl4)t,.e tire Sit/hur the dill bit used suction tooted selected anchor into contact eioh the H e Should .-at the an) to extract diameter and member s do a - iortuimri.enre rI tons pa brie ..- cob/ito ft Ice ...Z Ito flirt rp flIt t h ANSI Standard ci o U ttuflng >. - . 'rhO 1) ArtS hon "° sea at ott Ito anchor 021215 dOUg appropriate seed boo °OdeengtteleSeil Mount the screw threaded bob element - anchor head into into Ha oar ate-n the nest I Hangermate+ Installation Detail for Screw Anchors In the Soffit of Concrete over Steel Deck Floor and Roof DEWALT REFERENCE DATA (ASO) - .e Power, REFERENCE DATA(ASD) lllltma.fo I nen.l (flo IN- f.- Woon .wele,. I.. I.oI_WI..k5 loelell Nl.lssr.a __________ M10C.owoteC.sprstoevSh,n(te ft-2 $O pal P, = 11011 pal 10 a 41100 psI Pa 0,1100 pOD Poe II0 Nuowol fate., Ida., 111.1 DfllNu Ia.te.nf 657.301?.) (2e.71111) (STaMP.) (41.411?.) Sb. (500.005ev 1bpS. S flev. Stew fowls.. Slow i S. S. S. S. F. ft r.. i6 00110 alill 651111 (51) (SN) (SI) 6511) 4 14 1-5/8 2,410 1.485 2,545 0,525 2,775 1,525 2,775 525 2,7w 1,525 (41) iD,?) (6.6) (11.3) (68) (123) (/A) (!) (6.6) (12.3) (6/) 1-5/8 2./10 1,355 2,545 1,665 2,775 1.555 2.7/5 1.666 2.775 1,565 3/8 fret) (010.7) (60) 1 (Sit)) (7,0) J3 (/0) .3) //11) (12 3) (7)3) 2-0/2 3.650 1,555 3,855 1.566 4206 1,5/h 4270 1,665 4276 1,505 (54) 16,2) (6.8) (171) (iD) (187) (7.0) (19.0) (7,0) (1/0) (13) -o - 2 1,170 1.985 /o0211 7,010 4,645 2,010 4,726 7.111/i ' 5,41/9 2,017 Dl) (16.3) (8.8) (17.9) (6.9) (25.7) (8.6) /210) (8.9) (24.3( 1/2 /S 2 3.670 2.970 4,020 23/SD 4,646 2,/SD 4,725 2,990 6,455 2,915 (51) (16.3) (13,2) (17.8) (133) (207) (133) (71.0) (13,3) (24.3) (133) Tat/rIoted land oulinO at, mr asonDmro taInted in onnietero .umelnels cornptoorce scot/tn float tretu mrnieoormt 000 lIen or tote/s/on. 2. Sari-ale NO 050501ev trnra.rbo radioed by iriberirDo si/nrc lunate old ra groaton to 0000iniow ateorS/tkt osoeS/te boo. Allowable Load Capacities for Hangemiate+ In Normal-Weiqht Concrete 000 loeals.l Clobarse IteDenate 6'!!!!!f' S&mffiL. - - -indimm Pa. 2,5011 pal (17.3117.) PDe 37500 p11 120.111?.) Pa= 4,uaa p0 (adS/lIP.) - See Leaf pal 1014501.) Pa a *004 at (OLd IV.) Nt=te( adder looter (Ilwaa9p ((robot teateadoal 31. TowS. 55 TowS. Oh. fileS. Stew TowS. Slow T-1. Oh.., Ia. (aco) ft (III) Dl prl1) IS (SN) NO (51) SI (ISO I. )I0 NO (SN) NO (SN) No (SN) S. (511) 14 114 1-518 605 370 635 300 695 300 196 3/0 695 360 (aS) 2.7) (1.7) (2,8) (1.71 (01) (1.7) (21) (1.7) (3.1) (1.7) 1.6/8 605 399 635 390 696 360 695 390 695 390 3/8 1/4 JL (( JL (( J) L JL L L () 2.1/2 Sir 1 0 "49 311/ 1.060 360 1.010390 1.070 300 (64) (4.1) (1.7) (4.3) (1.7) (4.7) 11.7) (4.8) /1,7) (4.8) (1.7) a -ay a _y 2 820 495 1.905 505 1,160 505 1,180 505 1.365 505 (51) (4.11 (52) (2.7) (5.2) (2.2) (61) (2.0) 1/2 3/0 2 925 /45 1.006 750 1,160 /60 1,180 790 1.366 700 51)((4 1) (3.3) (4.6) 13.31 (5.2) )3.3i 74.21 3.3) (6.1) (3.3) iobrd000///tei yahOo its he uret/Olo bell/iIbO Irtuircoat. r,uraroetr soeyasou'ae ctroi9oieso/ hoer nor tpn tad irylnlroori Otter onnonuto'uiolarttrr. /doOoSe toot 00850/os are 000rboorlanii18 on up/toil sctonc 1000146 P0/odor loot oapnolcus fist Sr mIllpOnd by rrdlzranr baccone wIne 000irun spoasior sd/a 453/ores and No than cIt/cd detnas a. i..1000101arp60105111ayb0 real ru Ilsienrn'ere 015000010 icido 60/nteilm'aisuteeobodieneesele5000npyoeshwsterejte to at Sr I I www.DEWALT.c.m U:-. •.'.ri/'. •;-'- - -- 0_," •' ,_• - _'0, 0 - .0,0 ._ • 0• " . - 0 • , .., - /F3B iiFM3/16/O/ORB{RBTRMCB/10tB/tlRFRR/ HHHHIII1I1O H101HHHHK I -- - - 71 ---- --- flq! - I J - — — c-? --- - - - - ---- - .- - -- F FR - ml FR F F ] : - - 12 23 - - E EE E E RB F E F' EIR HANGERMATE®+ TRB*BLIODE-VRBFALRE/ORSFRZ//FOBY/LT -RB/F 4FS 3 3' .; S 4 .sz : '5 -: —s 4'- 5.555 8- --" 4 — gh 21 :3 "i : h_- - - - 5 = F -i .3 - .3 5 3 ç= S E EM P = = : I. V - k - -I. I .3 3 , I-- .3 -——— ———— —— — — - 33 - s'- -' Ofo ___ d-n 5 - S o -SR - 64 = - - - ---- -- I - IF k2 9 -6 ;i j: - ! ; E 2 -- I S 5 _ 12 '- S 5,6 • '. 8 9 4. -. - 1-' HANGERMATE®+ Trat'.3ALris€-88-3,553ws8359MME. g. ta 2 76 I mi - - - I-. IT E5;~ H ~2 J !5;~ cL :: 22 I 12 QR 2 TRxfiLrilDE-VRErPEEVALRCaps.tZOIODEVVVLT -REEF JQt13EJv 6uj pd +31YU30NVH 313U3NO3 1?d lEVEl 110EV AEIEVIRECER-3calEVIVEVRE ICC-ES Evaluation Report ESR-3889 Reissued November 2019 Revised July 2020 This report is subject to renewal November 2020. www.icc-es.orct I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council' DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 05 0000-METALS Section: 05 05 19-Post-Installed Concrete Anchors REPORT HOLDER: DEWALT ADDITIONAL LISTEE: THE HILLMAN GROUP EVALUATION SUBJECT: SCREW-BOLTS'° ANCHORS AND HANGERMATE'S ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 EVALUATION SCOPE Compliance with the following codes 2018, 2015, 2012 and 2009 International Building Code.' )lBC) 2018. 2015, 2012 and 2009 International Residential Code' (lRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-3889 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Screw-Bolts anchors and Hangermate+ rod hanger screw anchors are used as anchorage in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static, wind and seismic tension and shear loads. The 1/4-inch-, 5/e-inch- and 'b-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Screw-Bolts anchors may be installed in the topside of cracked and uncracked normal- weight or sand-lightweight concrete-filled steel deck having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 'la-inch-, 3/s-tnch-, 'Is-inch-, 5/e-inch, and "/a-inch- diameter (6.4 mm 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm) Screw-Bolt+ anchors may be installed in the soffit of cracked and uncracked normal-weight or sand- lightweight concrete-filled steel deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). The 'la-inch-, '/e-inch-, and 'Is-inch-diameter (6.4 mm, 9.5 mm, and 12.7 mm) Hangermates anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). The anchors are an alternative to cost-in-place anchors described in Section 1901.3 of the 2018 and 2015 IBC, Section 1908 and 1909 of the 2012 1 BC, and Sections 1911 and 1912 of the 2009 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the lRC. 3.0 DESCRIPTION 3.1 Screw-Bolt. Anchors: Screw-Bolt+ screw anchors are comprised of an anchor body with hex washer head or fiat head (countersunk) style, in various lengths. Available diameters are 'la-inch, 1/e-inch, 'Is-inch, 518-inch and 31a-inch (6.4 mm. 9.5 mm. 12.7 rem, 15.9 remand 19.1 mm). The anchor body and hex washer head or fiat head are manufactured from low-carbon steel which is case hardened and have minimum 0.0002-inch (5 pm) zinc plating in accordance with ASTM B633 or minimum 0.0021-inch (53 pm) mechanical zinc plating in accordance with ASTM 0695, Class 55. The Screw-Bolts anchor is illustrated in Figures 1A and lB. Product names for the report holder and for the additional tistees are presented in the following table. COMPANY NAME PRODUCT NAME DEWALT Screw-Betty The Hillman Grasp Hillman Screw-Batty The hex head of the anchor is formed with an integral washer and serrations on the underside. The anchor body is formed with dual lead threads and a chamfered tip. The screw anchors are installed in a prednlled hole with a powered impact wrench or torque wrench. The threads on the anchor tap into the sides of the predrilled hole and interlock with the base material during installation. 3.2 Hangermate+ Anchors: Hangermates rod hanger screw anchors are comprised of JCC-FSEvrarRrpa,uam mica 5,, rvdssprrum,b,garehvvsthiv'.bairurniapmfiraI/,s4thas.d. ihcrio 5,, 5a,d md,m,,fthr ,,thjsvoj'ihr ,rpa,nrr,. ,,, ,d,.va,,brii, a,. Th,,,i, ,,o wa,a.y bylCcEyabauu,nS,,,-,,ir,, LLC.rn,ms,,.,5,n,iird ar iofiath,,gratha,,a,sa,i,,ibir,ypn, orm,osrvp,oasirurrrabythr,r,pa,. CopynghtC 2020 ICC Evaivason Serum, LLc. 45 rights romivad. Panel at It '.4 ESR-3889 I Most Widely Accepted and Trusted Page 2 of 19 the following: a nominally '/a-inch-diameter one-piece of this report are based on the 2018 and 2015 IBC (ACI anchor body, with a hex coupler head version containing 318-14) and the 2012 IBC (ACI 318-11) unless noted internal threads that accepts threaded rods and bolts in 'I'.- otherwise in Section 4.1.1 through 4.1.12 of this report. inch and 31e-inch (6.4 mm and 9.5 mm) diameters; a stud The strength design of anchors must comply with head version containing external threads in 3/e-inch (9.5 ACI 318-14 17.3.1 or ACI 318-11 0.4.1, as applicable, mm) diameter; or a nominally 3/e-inch-diameter one-piece except as required in ACI 318-14 172.3 or ACI 318-11 anchor body, with a hex coupler head version containing internal threads that accepts threaded rods and bolts in 5/ D.3.3, as applicable. Strength reduction factors, 0, as given inch and 112-inch (9.5 mm and 12.7 mm) diameters, is ACI 318-14 17 3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3A, 38, 4, 5 and 6 of this report, must The anchor body and hex coupler head are manufactured be used for load combinations calculated in accordance from low-carbon steel which is case hardened, and have with Section 1605.2 of the IBC, Section 5.3 of Act 318-14, minimum 0.0002-inch (5 pm) zinc plating in accordance with and Section 9.2 of ACI 318-11, as applicable. Strength ASTM 6633. The tlangemiate+ rod hanger screw anchor is reduction factors, ç& as given in ACI 318-11 D.4.4 must be illustrated in Figures 1A and lB. used for load combinations calculated in accordance with Product names for the report holder and for the additional Appendix C of ACI 318-11. The value of f used in the listees are presented in the following table, calculation must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318- 11 0.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension, N,,,.: The nominal static steel strength of a single anchor in tension, N,calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is The hex coupler head of the anchor is formed with given in Table 3 of this report. Strength reduction factors, secretions on the underside, and with internal threads into corresponding to brittle steel elements must be used the topside that accepts threaded rods or threaded bolt steel insert elements. The anchor body is formed with dual lead 4.1.3 Requirements for Static Concrete Breakout threads and a chamfered tip. The anchors are installed in Strength in Tension, N.,u or N: The nominal concrete a predrihled hole with a powered impact wrench or torque breakout strength of a single anchor or a group of anchors wrench. The threads on the anchor body tap into the sides in tension, fibs or Nw,,, respectively, must be calculated in of the predrilled concrete hole and interlock with the base accordance with ACI 318-14 17.4.2 or ACI 316-11 0.5.2, material during installation, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single 3.3 Threaded Steel Insert Elements for Hangermates: anchor in tension in cracked concrete, Nb, must be Threaded steel insert elements must be threaded into the calculated according to ACI 318-14 17.4.2.2 or ACI 318-11 Hangermates anchors to form a connection. The material D.5.2.2, as applicable, using the values of he and Is,.., as properties of the steel inserts must comply national or given in Table 3 of this report. The nominal concrete international specifications (e.g., ASTM A36; ASTM A307, breakout strength in tension in regions where analysis ASTM F1554, Grade 36; ASTM A307, SAE J429, Grade 2, indicates no cracking in accordance with ACI 318-14 ASTM A193, Grade B7), or equivalent. 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be 3.4 Concrete: calculated with the value of k-, as given in Tables 3A and Normal-weight and lightweight concrete must conform to 4 of this report and with qws = 1.0. Sections 1903 and 1905 of the IBC. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof 3.5 Steel Deck Panels: assemblies, as shown, in Figures 5A, 58, 6A and 613, Steel deck panels for anchors must comply with the calculation of the concrete breakout strength in accordance configurations in Figures 5A, 5B. 6A and 6B of this report, with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, and have a minimum base-metal thickness of 0.035 inch is not required. (0.89 mm) [No. 20 gage]. Steel deck must comply with 4.1.4 Requirements for Static Pullout Strength in ASTM A653/A 653M SS Grade 50, and have a minimum Tension, N,,,.: The nominal pullout strength of a single yield strength of 50 ksi (345 MPa). anchor or a group of anchors, in accordance with ACI 318- 4.0 DESIGN AND INSTALLATION 14 17.4.3 or ACI 318-11 0.5.3, as applicable, in cracked and uncracked concrete, N,and N,,.,,,., respectively, is 4.1 Strength Design: given in Tables 3A and 4. In lieu of Act 318-14 17.4.3.6 or 4.1.1 General: Design strength of anchors complying ACI 318-11 D.5.3.6, as applicable, Ws,p 1.0 for all design with the 2018 and 2015 IBC, as well as Section R301.1.3 cases. The nominal pullout strength in cracked concrete of the 2018 and 2015 IRC must be determined in may be adjusted by calculation according to Eq-1: accordance with ACI 318-14 chapter 17 and this report. Design strength of anchors complying with the 2012 BC, = Np,,, (lb. psi) (Eq-1) (j) as well as Section R301.1.3 of the 2012 lRC, must be , a determined in accordance with ACI 318-11 Appendix D Np,.7 = N,,,,, (_) (N, MPa) 17.2 and this report. where I',, is the specified concrete compressive strength Design strength of anchors complying with the 2009 lBC, and n is the factor defining the influence of concrete as well as Section R301.1.3 of the 2009 IRO, must be compressive strength on pullout strength. For the nominal determined in accordance with ACI 318-08 Appendix D 1/4-inch-diameter anchors (i.e. 'Ia-inch-diameter anchor and this report. bodies), n is 0.3. For all other cases, A design example in accordance with the 2018, 2015 and n is 0.5. 2012 IBC is given in Figure 7 of this report. In regions where analysis indicates no cracking in Design parameters provided in Tables 3A, 3B, 4, 5 and 6 accordance with ACI 318.14 17.4.3.6 or ACI 318-11 COMPANY NAME PRODUCT NA ME DEWALT Hangerniate* The Hillman Grasp Hillman Hanger,nate+ ; ESR-3889 I Most lMde!y Accepted and Trusted D.5.3.6, as applicable the nominal pullout strength in tension of the anchors can be adjusted by calculation according to Eq-2: Np,,p = Np.ssr(jy) (lb. psi) (Eq-2) Np,,1 = N,,u-(2) (N,MPa) where 4 is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on pullout strength. For the anchors, n is 0.3. For all other cases, n is 0.5. Where values for or Nare not provided in Tables 3A and 4 of this report, the pullout strength in tension need not be considered or evaluated. The nominal pullout strength in tension of anchors installed in the upper and lower flute soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and root assemblies, as shown in Figures 5A, 5B, 6A and 68, is provided in Tables 5 and 6. The nominal pullout strength in cracked concrete can be adjusted by calculation according to Eq-1, whereby the value of Np...,,ku- must be Substituted for N0,,,. and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The nominal pullout strength in uncracked concrete can be adjusted by calculation according to Eq-2, whereby the value of Neu.,,cu,,,..,. must be substituted for N0.,,,, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Strength in Shear, V..: The nominal steel strength in shear, V., of a single anchorin accordance with ACI 318-14 17.5.1.2 orACI 318- 11 0.6.1.2, as applicable, is given in Tables 3B and 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11, Eq. 0-29, as applicable. Strength reduction factors, 0, corresponding to brittle steel elements must be used. The nominal shear strength of anchors installed in the soffit of sand-lightweight or normal-weight concrete-tiled steel deck floor and roof assemblies, V..,,,, as shown in Figures 5A, 513, 6A and 66 is given in Tables 5 and 6 of this report, in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11, Eq. 0-29, as applicable. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, V,,o or 14o,: The nominal concrete breakout strength of a single anchor or group of anchors in shear, 14s or 14s0, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear, Vt,, must be calculated in accordance with ACI 318-14 17.5.2.2 orACI 318-11 0.6.2.2, as applicable, using the value of 6 and ci. given in Tables 38 and 4 of this report. For anchors installed in the topside of concrete-filled steel deck assemblies, the nominal concrete breakout strength of a single anchor or group of anchors in shear, V,,o or V,,bg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 orACI 31 B-11 0.6.21 as applicable, using the actual member topping thickness, h,,,eu.,,v, in the determination of A,,,. Minimum member topping thickness for anchors in the topside of concrete-filled steel deck assemblies is given in Tables 1A, lB and 2 of this report, as applicable. Page 3 of 19 For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5A, 5B, 6A and 613, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, is not required. 4.1.7 Requirements For Static Concrete Pryout Strength in Shear, V,n. or Vwa: The nominal concrete pryout strength of single anchor or group of anchors, V,, or 14m, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as applicable, using the value of k,,, provided in Tables 3B and 4, and the value of Nth or Na, as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5A, 58, 6A and 6B, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 orACI 318-11 0.6.3, as applicable, is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic loads, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under 2018 and 2015 IBC Section 1905.1.8. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 0.3.3 shall be applied under Section 1908.1.9 of the 2009 180. The nominal steel strength and nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318-14 17.4 and 17.5 or ACI 318-11 0.5 and 0.6, respectively, as applicable, taking into account the corresponding values in Tables 3A, 3B and 4 of this report. The anchors comply with ACI 318-14 2.3 orACI 318-11 0.1, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6, or 17.2.3.7; ACI 318-11 0.3.3.4. D.3.3.5, D.3.3.6 or 0.3.3.7; or ACI 318-08 0.3.3.4, 0.3.3.5 or 0.3.3.6, as applicable. The '/u-inch-diameter (6.4 mm), 'la-inch-diameter (9.5 mm), '/u-inch-diameter (12.7 mm), 5/o-inch-diameter (15.9 mm) and 3/4-inch-diameter (19.1 mm) Screw-Bolt' anchors and the 1/4-inch-diameter (6.4 mm), 'b-inch- diameter (9.5 mm) and '/u-inch-diameter (12.7 mm) Hangermate+ anchors may be installed in regions designated as IBC Seismic Design Categories A through F. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318-14 17.4.1 and 17.4.2, or ACI 318-11 0.5.1 and 0.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this repo. In accordance with ACI 318-1417.4.3.2 orACI 318- 11D . 5.3.2, as applicable, the appropriate value for nominal pullout strength in tension for seismic loads, N, described in Table 3 of this report, must be used in lieu of N,. Np..q may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. Where values for Now are not provided in Tables 3A and 4, the pullout strength in tension for seismic forces need not be evaluated. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and root ESR-3889 I Most Wifely Accepted and Trusted assemblies, the nominal pullout strength in tension for seismic loads, is provided in Tables 5 and 6 and must be used in lieu of No.,,,. Np.e.w may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report where the value of 3,000 psi or 20.7 MPa must be substituted for the value of 2,500 psi or 17.2 MPa in the denominator. 4.1.8.3 Seismic Shear The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318-1417.5.2 or 17.5.3, orACI 318-11 0.6.2 and 0.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-li 0.6.1.2, as applicable, the appropriate value for nominal steel strength in shear for seismic loads, Vww, described in Tables 3B and 4 of this report, must be used in lieu of V,.. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figures 5A, SB, 6A and 6B, the appropriate value for nominal steel strength in shear for seismic loads. V,,.u.u.q, described in Tables Sand 6, must be used in lieu of V,,,. 4.1.8 Requirements for Interaction of Tensile and Shear Forces: The effects of combined tensile and shear forces must be determined in accordance with ACI 318-14 17.6 orACI 316-11 D.7, as applicable. 4.110 Requirements for Critical Edge Distance, C.,,: In applications where c c and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, must be further multiplied by the factor 4kpiu given by Eq-3: We" = (Eq-3) whereby the factor ip,,s need not be taken less than —. For all other cases, We" = 1.0. In lieu of using ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as applicable, values of c.,, provided in Tables 3A and 4 of this report must be used. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3, or ACI 318-11 0.8.1 and 0.8.3, respectively, as applicable, the values of o,w, and c,u,,as given in Table 1 of this report must be used. In lieu otACI 318-14 17.7.5 orACI 318-11 0.8.51 as applicable, minimum member thicknesses, h,.,, as given in Tables 1A and 113 of this report must be used. For anchors installed in the topside of concrete-filled steel deck assemblies, the anchors must be installed in accordance with Tables 1A, lB and 2 and Figure 4 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figures 5A, SB. BA, and 6B, and shall have an axial spacing along the flute equal to the greater of 31r., or 1.5 times the flute width. 4.1.12 Requirements for Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor A. equal to 0.85 is applied to all values of affecting N. and V,. Page 4 of 19 For ACI 318-14(2018 and 2015 IBC), ACI 318-11(2012 BC) and ACI 318-08 (2009 IBC), 1, shall be determined in accordance with the corresponding version of ACI 318. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC must be established using Eq-4 and Eq-5 as follows: = (Eq-4) Vuewse.,rso = ° (Eq-5) where: = Allowable tension load (lbf or kN) V.j,.,.,.xanso = Allowable shear load (lbf or kN) ON. = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix 0, ACI 318-08 Appendix 0 and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or kN). Ov.= Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D. ACI 318-08 Appendix 0 and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or kN). a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for non-ductile failure modes and required over-strength. The limits on edge distance, anchor spacing and member thickness as given in Tables 1A, lB and 2 of this report must apply. An example of Allowable Stress Design tension values for illustrative purposes is shown in Table 7 of this report. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11. -08) 0.7, as applicable, as follows: For shear loads VS 0.21/.w,.t,a,rsp, the full allowable load in tension T.a.,,..,sa.uxo must be permitted. For tension loads T S 0.2T.,x,,.n,.Aso, the full allowable load in shear V.w..sr.,,rso must be permitted. For all other cases: T — + V— 51.2 (Eq-6) T_==_,. V..i==.u:. 4.3 Installation: Installation parameters are provided in Tables 1A, lB and 2, and Figures lA, 2 and 3 of this report. Anchor locations must comply with this report and plans and specifications approved by the code official. The Screw-Bolt+ and Hangermate+ screw anchors must be installed according to the manufacturer's published installation instructions F • t'. ft.n_ •'• :. - -. 5 -- — .5 4 --.. ' %ufl'* •' 4 ..: ,'- $ .. j: - - , :=- U.. j Ofl fl' a ; itL if =S. o jE 5 , cE.9 E. e ' uj TIE a .5Ufl =5• 2 t8 k :ifl ; UH 72 I2c .... 8 . -c C....N0 .2 CU' C O fli U fl ! J .9c ;hhI o',2 0) 0) 10 In 0)oE,C C9 C In In (Oo.5 > 10 00) ' I , of NJ v1 f'- It—. ' . : " u D :u j: p I I fl Hifl !b ! a h 1 fldil :u 0 2 o 0 L9 o82 5 .0 52= E2 12 'o o°- a :2 , PE o 8'_5n'2 a1,; :2c.- E5°O Efl"- = = 5- 5nE 8aH :jF a 8' N OE° 22 L. - s sa 12 50 8 < 2b0 E82 .5o ; 5:28= 5 12 (lID. S = a E,32 oso 0~ 8s H _d 00 o = .0 o.-°Eo0 = tot = = 0 .9 -° = o 00 :flu 019.9E0 -ETt 12. a lo 2 oca -=.t act 0c9M o 2Ea ,c o o ,, <a <o <E "-29 28o o85:28 .9I852 .9I0 <0)61o.9 10 P. CC U) (0 IA IA (II IA IA 0) IA IA U) 228f555 12EE 9 2E 1 E E:28o E5 8' E5°- , 2.9 - E T -9E_& I2 ssa o :E E 8a E if E 5 5 _5085.5 :25=59 :2FH:20°s 12 a a o:29Q55 wooto:2:2o=0a_.8 'o o-9 E •000 ottO- =s's 2:2 5 t: oE 0- 9.12 --I- 8285 9 +ro E:2 E0) E 05 000 0 t0.. -_.otcC0c - , 0.0 E,0 0 o E.. — E 00t,..0 Sc O o-5D. 5.95 o5°8' :25 55E - a o o.E ,= o._.92 120aa05:2 -20 5 'o 1U - 8 - 009 0E2 o :5m :2s—il aa::2'- -° P! IUUD IlI0 D5 .2 5 U 11) 00500. to t5 005E05_o5 o = Z 0 o.2 0- o a 5 a a = a, o 0 o 00 0) = a = "r a a 52 0 = In aa< a2OiU — O-0_I-IlIJaaSaa.5oa q -o8 0) (A IA 0) IA IA ' -022 0 ,- Z ; XH P: 99 -? -5g-5 ? • ••5E 12 ? -E5E22 :? ? .5go. 0. a jJj i K 2 28 2 8 El I a 21 9, 'I a -- - 2 8 ° P0H21. _20 A d !Md a. 1, 4. 8. 8. 8 N, 11 I I'lill EunnUil tUL1UDI 7 LA esm"mill, 0 2 2 0 0 0 2 .4 2 0 a .0 _5 H Ihs 5ET C.55_ o5& 88 C i I ! Z. Zf 85 52i $8CCE8 Cs :2C258 ! 8E52 c55• H 8 liil 2 12 E h 2 H F :s.Us j 55 2 flut fl 1[2:i 8E v 8 $C 288b. i Ij fe Ail REM - C. 5C, ---°s 8 2 5il 2E1 EE8E8 2C6L$5 S. 2EI Will :!I1i -• ! z 2 2 5 E 8 588 8 8 8E.8E.8E5.5E5 8 E 8 8 j S 5 8 H !fl thu 45 CC 52C I E - E E S g • 6 b 8 8 • ES H 5 $ a - S o - C-So- - - - - 8 E iiq - Ag 5 -- E '-E--E-8E5E5E6-5z5z .? ? - - .55 8 $ -2 & !I - 85 I s I wu I I I II- :R. I ESR4889 I Most Vv)de(y Accepted and Trusted Page 11 of 19 tNl)-lIOlIJrlh(Mr fitowptrt 1* toPic, to lea' alrotTc unIt srl:LL rcfi.rniro,cer " 'Mchers may be placed in the pp., flute or 7 inch I. satisfied far the -Noted .-hor. IAnchom in the lo,ver flW of Figure SA profiles my be installed Hh . norud... 4 "4.. 1~1 , AnCh offset in either direction from the center of the fluls. The offeet distance my be increased proportionally for profiles Wth " 'Mirrimum spacing for anchors installed in the lonrerfiuto trust be equal to the greater OR 35.ror 1.5 limes Rate ,oidtr, 'See Table 5 of the report for design data. FIGURE 5A-SCREW-BOLTO INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)— ssrc.ularlutlletf tl00atlt of macc unFelt accntrt gone Still Ste oaM69l 3010 P50 rMchern may be planed in the upper flute or lower flute of the concrete-filled Steel dank profiles in 4: accordance *fth Figure IS P-11111d 11, m,n,,u, 'rl distance my be given p.pd.-Ily for .fim. Wth Ile ( IItnnn,\ 4e1 Ile- ' \ - - I \.. se, ots greater than those provided the r-4H'L.L.._J I '_rj -vppein STEELDICK etc minimum Inwer flute edge distance is also satisfied, 'Minimum pacing fouenchore instilled in die lo r 'p tv8-nr EUX AS :onronoi Sea Table 5 of this report for design date, FIGURE SB- SCREW-BOLT. INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)-' ,,-Se5-LlrdrVrrt.4r clr40rrr Fe dtnrw vrtrl.r c'srrenrt 'rIfle nrrr Non ,nl'rier V. Ott) 14501rer5 maybe placed in the upper Oath or y.a'c,nerarineeoo',.aanr rveerlr, lareerflateot the connrate-lfltedetoaldeck profiles in accordance with Figure SA provided the minimum hole nlearenne of 'la inch i000tefied for the eelectodendror. nAnctereintralowergutent Figure sA pmtlmybonctelldreth:mm 1%, Anch offset in either direction from ft carrier of the fiLbI+ Th. offset distance my be nom,mad proprti-l" for profiles with loveer flute widift greater than Mo. ah.- vClad the minimum 1ovver 0 uts edge TY11 4-r cx distance last. satisfied (.+g I44nclh CL 'Mcnmum spacing for enchors metalled In the lamer Rate reset be equal to the greeter 0135.rorl 50nre01u10n,tdth Is Tablet of this report for design data FIGURE 6A-HANGERMATEc INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)rOe r10bo'ri0rl0-tl 0503611 on 1atarI Itch; Create nAn trill 021 (eloise awe rca Anchors maybe placed in the upper Rota or lower tub of the nonnrate-filled steel clock profiles in JJ I , ' accordance with Figure 60 provided tire minimum hole race ofl-Ida is eat,nfld far the selected . ,, 7' Anchors In the lower flute at Fagure 69 profiles may be installed in the center of the flute. An offeet o s proportionally profiles with ly- Ii ' !'•H\ I \ 't ' / '-no. ye sybil lutewidthe greater than ttrnoectrnwn provided the still, DECK carl. minimum loworfiuta edge distance is also eatefled. 1? Mmumepeengtenctosre stolid th iweflute MI In C C ICC Trust IN, equal to the greater of 3h. or 1.5 bms flute width. 310' clu °See Table tat this report for design data. ESR4889 I Most Vdde!y Accepted and Trusted Page 12 of 19 TABLE 3A-TENSION DESIGN INFORMATION FOR SCREW-BOLTc ANCHORS IN CONCRETE'5 . AeeheeP Toper lyl NoenlaalAnchor Sloe(inel.)____________ a, '(a Setting IetereeatIera Notation nctror category 1,20r3 - 1 1 1 1 1 reed style ri co Head or Hex Head or Has Header Has Heed - - Flat Heed Flat Heed Flat Heed Hat Head Inminal anchor diameter in. 0.250 0.375 0.500 0.825 0.750 nnmwennhorbody) (mm) (8,4) (9.5) (12.7) (15.9) (19.1) linimom nominal bern (7), 2r10 2 2Io 3rIo 2110 3 411, 3'la 4 5 41/x rrisod,rrontdepth Trum) (j (51) (84) (83) (84) (78) (108) (83) (102) (12 7) ...fl9L. ife 4 Nave emba ce in. 1.20 1.84 1,33 1.75 2.39 1.75 2,17 3.23 2.24 2,88 3.73 3.00 (mm) (30) (49) (33) (44) (60) (44) (55) (82) (56) (73) (94) (78) STEEL STRENGTH IN TENSION (AC1318-14 17.4.1 or ACI 318-11 0,5.1) Steel sfrengttrvr flelofl N lb 4.535 1 8,730 T 20.475 26,260 38.165 (fiN (20.2) J (38.8) J (51.1) (116.8) (169.8) Reduction factor, steel efrength°-° 0 - 0.65 J 0.65 j 0.65 0,85 0.65 CONCRETE BREAKOUT STRENGTH IN TENSION (Act 318-14 17.4.' or ACI .18-11 '352) el edge dislanco(aoncrenked in. 4.3 6.1 5.0 6.3 7.8 3.3 5.8 8.1 8.3 7.9 10.1 10,9 rete) ' 'mm''110''158' (127) 160) '268) (83) (150) (205) 1159) (201) (255) (277) ledgdietarrcofortopsideof ' vwlsarlcn 60rete-flid:teeldectewithnenirnum 30 40 3 5 Pit .1111 1111 7r1 pri n,l ((76) (102) (69)-011 vonees teeter ten urrorenkd i.d- Ilorm 27 24 30 24 30 24 30 24 - 27 tineneeetectortorcraekedncnereth (On -17 17 17 21 17 9trontecter,nrecked end Won 1.0 1.0 1.0 1.0 - 1.0 ctoon tecter, nanneete breakout T 0.65 0.85 0.65 0.65 065 PULLOUT C .IEN,1 14 IN lENtil/N JACI 318-14 17.4.3 or ACI 318-11 0.5.3) aloutehength, unnnecked concrete N0, I I See note 7 See note 7 See note 7 See note 7 See note 7 ulloutetiength,creckedconnrere(2,500 f ib 765 1.415 s note 1.945 2,515 4,700 3,080 4,720 6.900 fiN) 3.4) (0.3) Sea no (7,3) (11.2) (20.9) (13.7 eenoln7 Reduction tector, pull000efrengtr° 0 1 - 0.65 0.65 10.65 0.65 0.65 PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS (ACI 318-14 17.2.3.3 or ACI 318-11 0.3.3.3) ulloutefrength,selenric N lb 360 1,170 900 1,845 2,765 1,645 2,515 4,700 1,910 2,445 3,370 4,005 2,500 psi)"-' nec (fiN) (1.6) (5.2) (4.0) (7.3) (12.3) (7.3) (11,2) (20.9) (8.5) (10.9) (15.0) (10.2) oduchon tenoor, pullout strength, 0 - 0.65 0.65 0.65 0.65 0.65 ,oraor,ncnCar,snvn,InraCr.uaneyn.rpeo.awoncmnnlsarel. rTha detain this table is intended to be seed with the design previsions of ACI 318-14 Chapter 17 or ACI 310-11 Appendix Den applicable: for anchors resisting soiernin lead oombina6onetha edditiorrel requiramenteotACT 318-1417.2.3 or Act 318-11 0.3.3. as epplinable, .hell apply. elnotetlaten must comply with manatectarer's published inetelotion instructions and details. 'All value. of 0ssre de m determined from the loud cobinations of 160 Section 1605.2, ACI 318-14 Sen6on 5.3, or All 318-If Section 6,2. flare lead combinations of ACI 318-I1 Append, Care toad, then the appropriate uelrao 010 must be determined in accordance with ACI 318-11 0.4.4. For reinforcement that complies with ACI 318-14 Chapter 17 or ACI 318-I1 Appendix C requimrrrente for condition A. axe ACI 310-1417,3,3(c) or ACI 318-I1 Section 0.4.3(n), as applicable for the appropriate 01ec10r when the load combinations of 18C 5005on 1605.2, ACI 318-14 Section 5.3 or ACT 318-11 Section 9.2 am used. The anchors crc considered bridle area olemonle as defined by ACI 318-14 2.3 or ACT 316-I1 Dies applicable. 'saloN the appropr'ate effectiveness factor for crocked concrete (Ion) or cnnrenhed concrete (Onr) and use 5cc 01.0. eFor calculation of Nm nec Sectao 4.1.4 of this report The characteristic pullout strength for concrete nempronc,ne staongflrs greeter than 2.500 psi for ty,yncto diematnr anchors may be increased by mottiplying the v.1cc in the table by (F, 12,500)°" for psi or (F. I 17,2(e.1 for MPa. The characteristic pullout strength for concrete compressive strengths greeterthan 2,500 psi ter rleicoh.te °te-Inchyliemnter onchnm may be Increased by multiplying the value in the table by )r,t 2.500)°' for psi or (F. I 172(tt for MP.. 'pullout strength dean not coNaN design of indicated anchors and does net read to be cetculoted for indicated anchor sine and embedment 'Reported values for ctromcterintiv pullout strength in tension for seismic applications are based on tent resolte per ACI 355,2, Section 9.5. 540r0h0r5 are pennitiad in Urn topside of concrete-filled stool dock assemblies in accordance with Figure 401 this report. "Anchore am parrntted to be used in lightusight concrete in a000rdunno with Section 4.1. 12 of this report "Tabulated critical edge distance values. ne.accee, are for anetrore installed in the lap otrencoete over creel deck profiles with a minimum concrete thickness, hnar.usaa. 012,5 inches above the tapper flute topping thickness). For minimum to thickness greater than or equal to the minimum concrete nlernber thivk,res,oe. hru,, given in Table IA. the associated critical edge distance, c.,, for indicated anchor diemetem and embedment depths maybe used in the calculation of Wwe. in accordance with Section 4.1.10 of this report as applicable. FIGURE 613-HANGERMATEn INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQURIEMENTS)rue - Fe - 5 , • e Fe we - - * gs,"_ oW .7t' ESR-3889 I Most IMde)y Accepted and Trusted Page 13 of 19 TABLE 3B-SHEAR DESIGN INFORMATION FOR SCREW-BOLT. ANCHORS IN CONCRETE"" Andre, Proprety Nominal Anchor Sloe (10db) Setting Information Notation _________ 'I. 'I, 5. kronor category 1.20,3 - 1 1 1 1 1 I 4 style Hex Head or riot Hood Hex Head or riot Hood HoxHeodor Hot Hood Hon Hood ox 4 H Head Nonrinei anchor diameter A in. 0.250 0.375 0.500 0.625 0.750 nxroWonxhorbody) (file) (6.4) (9.5) (12.7) (15.9) (19.1) M,njrn.rn,rerrtinol in. ISo 2'lo 2 25, 35o 25, 3 45, 35. 4 5 45, rnbednrert depth ' (41) (84) (51) (84) (83) '54) (78) (1 091 193) (102) (127' (108) Efle ore noent depth in. 1.20 1.84 1.33 1,75 2.39 1,75 2.17 3.23 .24 2.86 3.73 3.08 (mm) (30) (49) (33) (44) (60' '44) (55) (82' 56) (73) 1 (94) (78) STEEL STRENGTH IN SHEAR AC) 318-14 17.0.1 or Act 318-110.6.1) Steel 650n91b fir 01,00 I v lb ( lb 1.635 2.040 3.485 4.345 8,860 11,175 12,310 15,505 19,260 j (7.3) (9.1) (15.4) (19.3) (39.4) (49.7) (54.0) (89.3) (85.7) Reduction factor. j - 1 0.60 0.80 1 0.60 1 0.80 0.60 STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI 318-14 17.2,3.3 or ACI 318-11 0.3.3.3) Steel strength 0 050cr, 000,n,x lb 1,360 1,700 2,415 3,030 7,090 8,940 9,845 12,405 15,405 "' (kN) (0.1) (7.8) 10.0) (13.5) (31.5) (39.8) (43.0) (55.5) (68.5) Reduction toxtor,stool efoongth,coiertric° - 0.60 1 0.60 1 0.60 0.80 0.60 CONCRETE BREAKOUT STRENGTH IN SHEAR (Act 318-1417.5.201 ACI 318-11 0.8.2) Lord boenng length ofenxhor in. 2LI2Lij4)Jj33)I_(44)I(80)I)44(I)55)I 3.23 I 3.73 )56)L73) (94) 1 (82) (78) Reduction factor, concrete breekxotofrongth° - J 010 J 0.70 0.70 0.70 0.70 PRYOUT STRENGTH IN SHE-lU (ACI 318-1417.5.30, ACI 311. I 0.6.3) Coefficientror pr000tobnngto iin - ] 1 ] 1 1 I 2 1 1 2 2 Reduction Motor, pryo.100e69th' 0 -] 0,70 ] 0.70 0.70 0.70 0.70 ,o,o ,,rno.,,noo,o1n,IpoJwr0moef0nrrlmrel 'Tire dote in Sic fable I. intondod to be used with the design provisions of Ad 318-14 Chapter 17 or ACI 318-11 Appendix 0, cc applicable; for onnlroro t00i0509 oeiomix nod xorrtbin050no the .ddibonol requircororrle of ACI 318-1717,2,3 orACi 318-11 0.3.3.00 opplioobic 6/roil OpiY. 'lnorolio800 trod comply with nronofoxtorer'e published ioctallo8on inoboixHonc and details, 'OIl noioeo of 0,i-re determined from the 10,4 cnnrbin08006 of IOC Sexton 1605,2, ACI 316-14 Sexton 5.3. or ACI 318-11 section 9.2. if One food conrbin000n. of ACI 318-11 Appendix C ore used, 0-c appropriate noSe of #rrruotbo determined in exnerdonxo With ACI 318-11 Sexton 0.4.4. For reinforcetnent that xerrptec With ACI 318-14 Choptet 17 orACI 318-11 Appendix 0 requirernenlefor Ce,rditen A, coo ACI 316-14 17.3.3)0) or ACI 318-11 0.4.3(x), on applicable, for Ore appropriate # factor wtren the load nenrbin05000 of Inc SochOn 1605.2, ACI 318-14 Sexton 5.3. or ACI 318-11 Sexton 82 ore 0604. 'TrIo onnhnr, cr0 cencidered brute 0/eel efornento cc defined by AOl 318-142.30, ACI 318-11 D.I. 'Repnrradnnl000foroteel 65en9th in olreerero beood on/ode porACl 355.2. Sexton 9.4 and Must be used for design in lieu 010-0 calculated results, using eq0050n 17,5.1.2bofAC1 318-14 cr0950500 0-25 mACI 318-110.8.1.2. 'Reported .01000 for steel 65009th in clroor do for ooienoc cpplOOt000 and boxed on toot roewib in accordance with ACI 355.2, 50080n 8.6. rAnxi.Wnt ore pennitted in the topolde 01 concrete-filled 61001400k 0000nrblioc in accordance with Figure 40f 0-ic report '0-whore cr0 ponnitted to be wood in lightwnigheooncrete in e000rdenxe with Section 4.1.12010-i. report, ESR-3889 I Most IMde)y Accepted and Trusted Page 14 of 19 TABLE 4-TENSION AND SHEAR DESIGN INFORMATION FOR HANGERMATE. ANCHORS IN CONCRETE"°"° Anchor Property t Setting Information o Notation Units 50001001 Anchor Sloe 14 ((nob) nthernet090ry 1,2013 - 1 1 1 1 1 Coupler thread size (USC) - in. 14.20 31o_18 3/e-18 °/e-18 /o-13 o,pler head style - - lot. Ttnoaded lot Threedod Et Thread lot Threaded lot, Threaded Nominal anchor diameter )exrewenxhor body) • in. (mm) 0.250 (8.4) 0.250 (6.4) 0.260 (6.4) 0,375 (9.5) 0.375 (9.5) Mlnlrc,rnocnrroeieerbednrent depth 100 in. (nrnr) 1'/o (41) i'Ie (41) 2r,0 Jj, t/ (41) 2t/0 (64) 2 (51) 21/2 (64) 2 (51) 25, (64) Effecirne embedment • in. )rerr) 1.20 (30) 1.20 (30) 1.94 49) 1.20 (30) 1.94 (49) 1.33 (33) 1.75 (44) 1.33 (33) 1.75 (44) STEEL STRENGTH INTENSION (Act 318-1417.4.1 crACI 318-11 0.5.1) Steel strength 0 One-' N )kN) (20.2) 4,535 (202) 4.0 (202) 35 8,738 (30.8) 8,738 (30.0) Redoc9xn factor, dccl otrong0r" 0 - 1 0.65 0.65 0.85 0.85 1 0.65 CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-14174.201 ACI 31841 0.5.2) Cn600lodge dota000 )wnxrockodxorrorote) ° into) (4 .3 110) 4.3 (110) 6.1 (156) 4.3 (110) 6.1 (156) 50 (127) 63 (160) 50 (127) 6.3 (160) Effcxtnonons fecterfor,nnreokedconxreto box - 27 27 24 27 24 30 24 30 24 Effoclivenens Motor for cracked concrete I/o - 17 17 17 17 17 Mxddx000rtfactor, crooked and - 10 1.0 1.0 1.0 1,0 Reduction factor, conoretebreok000strength' 0 - 0.65 0.65 0.65 0.65 0,60 PULLOUT STRENGTH IN TENSION (ACI 319-1417.4.3 or AC) 318-11 0.5.3) Pollo.tnhength, ,rrx000kod concrete (lbSon note 7 Sec r0007 See note 7 50060107 Sec note 7 Pullout strength, xroxkodconcrete 25110 pei)C.rO v.x lb (IoN) 765 (3.4) 765 1.415 (3.4) (8.3) 785 1.415 (3.4) (6.3) cc 00107 Soc note 7 Red0000flfwxt0r, pollootcfoeng0-' - 0.65 0.65 0.85 0.85 0.65 PULLOUT STRENGTH INTENSION FOR SEISMIC APPUCA11ONS (ACI 318-1417.2.3.301 ACI 318-11 0.3.3.3) 1uIcxtc5ongth, coiexlin 2.500 poi)ro.r N ' lb )kN) 380 (1,8) 360 1,170 (1.6) (5.2) 360 1,170 1,645 (7.3) 1010 1.645 (4.0( Rodwotionloxtor.pollootetreng9r,noiornio' 0 - 0.85 0.65 0.65 0.85 0.65 STEEL STRENGTH IN SHEAR (ACI 318-1417.5.1 or ACI 318-11 0.6.1) Ioel000ngtblnohoor 110 )'014( 860 (3.8) 1,380 (6.1) 1,380 (0.1) 1,255 (5.0) 1,900 (8.5) Redoxton motor, ideal 0100r50r" 0 ' 0.60 0,60 0.60 0.60 0.60 STEEL STRENGTH IN SHEAR FORSEISMIC APPU7°TIONS (ACI 318-14 17.2,3.3 or ACI 318-11 0.3.3.3) Stool 01000951 ,00hoor, 00r0100 V01., lb ('oN) 600 695 (2.7) (3.1) 695 (3.1) 600 (3.6) 000 (36) Reduction factor, steel strength, mismic' 1 0 - 0.60 0.00 0.80 0.60 0.60 CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318.1417 52 or ACI 318-11 D.6,2) 1.004 bearing length of anchor in. (•) 1.20 (30) 1.20 1.94 (30) (49) 1.20 1.94 1.33 1.75 (30) (49) (33) (44) 1,33 1.75 (331 (44) Reduction factor, ca to breokootefrnngth' - 1 0.70 0,70 0.70 0.70 0.70 PRYOUT STRENGTH I SHEAR (Act 118-14 17.5.3 or Act 318-11 0.6.3) 2f6o'ont for prnout strength lire I Ti 1 I 1 1 I 1 1 I 1 1 I 1 Reduction factor, pinowtccor,98r' - j 0.70 1 0.70 0.70 0.70 0.70 or: 110cr' a.q elm, i -, = 1,000 -m, 1 10010 u- 0101m lmt'el. The dote in thie tobie '0 intended to ho wood with the dooign proniofono OIACI 318-14 Choptor 17 or ACI 316.11 Appondio 0.00 epplixebie; for enxlror. toe'sOng seismic bed 001nb1r05060 too additional reqoirorrerrteoiACl 310-1417.2.3 or ACI 318-11 0,5.3,00 opplixobie, c/rail opply. 'Inotelloton tnoetxorrpiy with rnanwfootwrer'e public/red inetolleSon in6100090n0 and details. 'Oil 00106601 #0000 dotorroinod from the 1004 xonrbin050no of IBC Sexton 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Sen/too 92 lltho food combin000no or ACI 318-11 Appendio C cr0 used, than the eppropr,ote 0610001 #01050 be determined in 0000rd.nxe with ACI 316-11 0.4.4. For rein/orxorrrent that complies with ACI 318-14 Chapter 1701 ACI 310-I1 Appendio 0 reqoitorrtonto for Condition A, eec AOl 316-14 17.3.3(x) or AOl 318-11 Section 0.4.3(o), as eppliceble 1010-0 appropriate O= When So load cornbl005000 ,f BC Section 1605.2, ACI 318-14 Soxton 5.3 or ACI 318-11 Sexton 5.2 cr00604. '150 erohoreere conc,dored 0 britte steel elontontcoodefined by ACI 318-142,3 orACI 318-110.1, 'Select the appropriate effectvnneee factor for crocked concrete )ll,r) or wnwreoked concrete (I/oCr) 0040.0 9/or, = 1.0. °Foronlxuleton of N,, 000 5,0500 4.1.4010-ic IOPOIf, The ohoreotorinto pullout 6freflgth for concrete xornpreseive ,boongtho groeler 0-on 2,SOO pci for '/e-irwh- dionretor enoiroro )exrow anchor body diameter) rtoy be increased by multiplying Sn vol.0 in the bible by (F. / 2,500)" for psi or (I.! 17.2)°" for We. The cbo,extotie5x pullout eirong0- for concrete cornpreeorxo 0050850 9reofor 0-on 2,500 pwi for '/.'irrch-dierrtoter onchore )exrow erwfwr body dio,rreter( my be Increased by multiplying the vol.0 in fIre fable by (fr I2,500(3 for pi or )r/ 17 Tie for We. 'Pullout nfrorrgth done not 001,1001 design of indloofod erohoro and 40cc not rood to be calculated for indicated anchor size and embedment 'Reported vol.0s for ctrerexOori.tix pullout strength in tension for .oionric eppfcoliorts ore based on test results per ACI 355.2, Sexton 9,5. eAncborw ore penrrittod in So tepoide orcon.xoto-600d steel deck 0000rnblec in ocxolderrco with Figure 4010-is report nchore ore peitted to be used in light.n'ght ccnxrete in accord nice with Sexton 4.1.12 of this report Reported ne/rue rm d for stool strength in shear ore based on tent recoils per ACI 355.2, Sexton 9.4 and must be used for design in lieu of the calculated redone using 010050n 17.5.1.2b of Ad 316-14 oreqneten 0-29 in ACI 318-fl 0.8.1.2, "Reported vol.00 for steel e5eng0- in cheer ore for coierrio applications and based on tests in eccorthnxe with ACI 355,2, Section 5.6. "Hongennoten 0/moor veloce ore far threaded red or steel morrow with and w6rnoto ofrnngth. F. 0 125 wi; threaded rod or stool inserts with an F. lawthon 125 601 ore 0/bored provided the stool strength cheer oeil,ee cr0 rn010p1iO4 by thereto of F. (hem) of the steel insert and 125601. -'°' - is ,. ."T: 0r0.e eu • -- 0 Slo wi - QD 116 Ili qi RF Re q co — o ———t - — r ji b I I ———i 0 $ $ i —-I-- t Uhd &i ! ! E • !Hil1 I .' 1I11I I I - - I - -iaT0 !; z- o -. le Re ci E 0 ? i iia1i 66 0 0 4 - - 1 I lb I I - - I Hi UHI 12 flN : 0 0 0 — $ tIL ESR-3889 I Most Wtdely Accepted and Trusted Page 17 of 19 TABLE 7-EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES'4"'"" Anchor Nominal Anchor Diameter, Nominal Embedment Depth. Effective Ernb.dmenl. IlnI Allowable Tendon Lead, (tbs) 'lx (Hex or Flat Head) 1'!, 1.20 780 21i2 1.94 1,425 'I, (Hex or Flat Hood) 2 1.33 1010 2'le 1.75 1,220 31l, 2.39 1,950 Screw.Boltc 'le (Hex or Flat Heed) 2'/u 1.75 1,525 3 2.17 1,685 41/4 3.23 3.060 s/ Hex Head) 31Ie 2.24 2,210 4 2.88 2.575 5 3,73 3,795 'to )Hes Heed) 41/e 3.08 3,205 'I, (11e-20 couplet hoed) 1% 1.20 700 211e 1.94 1,425 'Ia (3I,10 coupler heed) 1.20 780 21le 1.94 1,425 Hengern,ete+ 'In ('1,-lu coupler heed) 2 1.33 1,010 2'Ie 1 1,220 0t, )'/e-13 couple, heed) 2 1.33 1,010 2'Ie 1.75 1,220 Illos5ativa Allov.sblo Shone Design Values in Table 70w applicable only when the following design esssrnptions ore followed: 'Sirole onchor with static tension lead only. ecOflcoto determined to terrain unsocked for the lit, of the anchuroge, 'toed combinations from ACI 318-14 00060n 5.3 or ACI 318-11 0006en 8.2.0, applicable, no naineric loading). '30% dead load and 70% live load, contnnitng lead combination: 1.20 + 1.SL. 'Calculated of osightad oxeroga fore = 12)0,3) 11.6(0.7) = 1.48. ft = 2,506 psi (nnenol wsight concoato). 'hO ha.. 'Value, are for Condition B; supplementary reinforcement in accordance with ACI 310-1417.3.3 orACI 318-11 0,4.3, not provided. as applicobla. Omen: Calculate the factored strength design resistance in tension, ON., and the allowable stress design value, T- for a 'I2-inch diameter Screw-Bolt* anchor with 3-inch nominal embedment assuming the given conditions in Table 7. Calculation in accordance with ACI 318-14 Chapter 1708 ACI 318-11 Appendix D and this report: Code Rat. Report Ref. Step 1. Calculate steel strength 010 single anchor in tension: 0.5.1.2 (318-11) Table 3A chiP0. = (0.65)(20,475) = 13.309 lbs. 17.4.1.2)318-14) §4.1.2 Step 2. Calculate concrete breakout strength eta single anchor in tension: o.s.s.i (318-11) Table 36 A 17.4.2.1 (318-14) §4.1.3 = u.sc.cra-cNo N. = k,.t5.j7'(h,,)' Table 3A N. = (24)(1.5).J11(2.17)" = 3.836 lbs. IoN,0 = (0.65) (1.$)(1.$)(1.n)(3.836) = 2,493 lbs. Step 3. Calculate pullout strength: - ON, - 0N_._0- D.5.3.2 (318-11) Table 3A 17.4.3.2 (316-14) §4.1.4 ON,= n/a (pullout strength does net control per reported design values) Step 4. Determine controlling resistance strength in tension: 04 1.1 (318-11) rjrN,, = mmnlchN,u.IoN,c.IoNr,,I a. 4rN,0 a. 2,493 tbs. 17.3.1.1 )316-14) Stop 5. Calculate allowable stress design conversion tooter for looting condition: 92 )ACI 318-11) Controlling load combination: 1.20 * 1.6L 5.2 )ACI 319-14) as 1.2(30%) • 1.6)79%) a 1.48 Step 6. Calculate allowable stress design value ON. 2,493 §42 Tacaa.00:,.aso = a. = 1.685 tbs. or .48 FIGURE 7-EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION, FOR ILLUSTRATIVE PURPOSES ICC.ES Evaluation Report ESR-3889 LABC and LARC Supplement Reissued November 2019 Revised July 2020 This report is subject to renewal November 2020. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 0500 00-METALS Section: 0505 19-Post4nstalled Concrete Anchors REPORT HOLDER: DEWALT EVALUATION SUBJECT: SCREW-BOLT+'° ANCHORS AND HANGERMATE5. ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement isle indicate that Screw-Boll+ Screw Anchors and Hangermate+ Rod Hanger Screw Anchors in cracked and uncracked concrete, described in [CC-ES evaluation roped ESR-3889, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2020 City of Los Angeles Building Code (LABC) 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Screw-BotH- ScrewAnchors and Hangerrnate+ Rod Hanger Screw Anchors in cracked and uncracired concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3089, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report. 3.0 CONDItiONS OF USE The Screw-Bolt+ and Hangerrnate+ anchors described in this evaluation report supplement must comply with all of the following conditions: a All applicable sections in the evaluation report ESR-3889. The design, installation, conditions of use and labeling of the anchors are in accordance with the 2018 International Building Code6 (IBC) provisions noted in the evaluation report ESR-3889. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071. This supplement expires concurrently with the evaluation report, reissued November 2019 and revised July 2020. ICC-ES Ecn/cuvse Roperte we eny rc be ceernsedae rnp,ecenvsg ccethenu, eor,-eilerewsbr0cerrntwocrfi,eih,cdthnoce4 nsure thy to 5 ncnsna.nd ueconrdsa.ecmvnfthoecbjectcfthempsrnc,orncseenoe&escofcnlrescc. Thsmnreee eorsrsvy9yiCCEvolcocseSea.rcn,LLC, e.c5rrn,ec,lecmhril ur 5. rs or7flethng srcthn,nc,ser Is mhrernperv. enu, mcey'p,a.et+,tncsenedbythe rnpern. Copyright C 2020 icc Evaluation Service, LLC. 67 right, msamned. Page 18 at Is 4 :° - ... ---:T.!-.-.. 4';,.;.- +..-'.". •. =',= ICC-ES Evaluation Report ESR-3889 FBC Supplement Reissued November 2019 Revised July 2020 This report is subject to renewal November 2020. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 0300 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: DEWALT EVALUATION SUBJECT: SCREW-BOLT." ANCHORS AND HANGERMATE0v ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement into indicate that Screw-Bolts Screw Anchors and Hangermates Rod Hanger Screw Anchors in Cracked and Uncracked Concrete, described in ICC-ES evaluation report ESR-3869, have also been evaluated for compliance with the codes noted below. Compliance with the following codes: 2017 Florida Building Code—Building 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Screw-Bolt+ Screw Anchors and 1-tangermater Rod Hanger Screw Anchors in Cracked and Uncracked Concrete described in Sections 2.0 through 7.0 of the evaluation report ESR-3889 comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code" provisions noted in the evaluation report. Use of the Screw-Bolts Screw Anchors and Hangerrnater Rod Hanger Screw Anchors in cracked and uncracked concrete as described in the evaluation report for use in dry, interior locations has also been found to be in compliance with the High- Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued November 2019 and revised July 2020. ICC-EsEvnrop,w ub p rm thrr" v vfth ovil bjth . Tho 0o0 0., by LLC, o L-,ç,hoil 0, 5*0 - v,,,yfiwhgth,uurv, mu vp,omur oo,r,dbyth, ,p,*. vo copynghtC 2020 icc Evalavon Score, LLC. All rights rasarvod. Page 19 19 _._. '. : :'--:-° 5. • .a '° -,... -. :1