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Report ,'r Submittal Response # 1 • 6471 - 5D2 Cogeneration and Brown Grease CleanWater Services CIP Program Our carnmrinicnt is cicar Printed 10/22/2014, Page 1 of 1 Subject: CH2M HILL Response to Submittal#244 Q z 43/442 a Submitted : 07/19/2014 �/ Created By: CH2M HILL, Luke Scoggins CUED �-�✓c t t7 f 5/1 Ae> Type: Official OCT 2 2 2014 CfTY0K �t BUILDING Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance. An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. 8OPZc 3 -ent t7 City of Tigard Approved Plans By Date t t 114 OFFICE COPY eadoc IT Submittal # 242 CleanWater Services 6471 - 5D2 Cogeneration and Brown Grease CIP Program Our tvitillillituctll IS ciCiir Printed 10/22/2014, Page 1 of 2 HVAC seismic control Submitted : 07/11/2014 Submitted To: Brett Reistad,Dan Garbely,Dave Brunkow,Joel Borchers,Lynne Chicoine,Mario aEake Zigoy,Pat Orr,Randy °C' � c� 2p114 Naef,Steve Reynolds ' Revision Date: MOt Status: Closed U"' �� Priority: Critical 1101- Due Date: 08/01/2014 Created By: JW Fowler, Randy Stebner Created: 07/11/2014 Action: CCD-Complies with Contract Documents Date Approved: 07/21/2014 Action Assigned by: Dan Garbely Date Received: Exceptions: Description: time critical References Specification 15720B_Air Handling_Units_CONF Published Files - HVAC Equipment Seismic Submittal.pdf 3.3 MB 01612 HVAC Seismic Submittal.pdf 8.1 MB SKMBT_C654e14071107500.pdf 4.4 MB CONTRACTOR hereby certifies that(i)CONTRACTOR has complied with the requirements of Contract Documents in preparation,review,and submission of designated Submittal and(ii)the Submittal is complete and in accordance with the Contract Documents and requirements of laws and regulations and governing agencies. eadoc • '9' Submittal Response # 3 �' 6471 - 5D2 Cogeneration and Brown CleanWater Sen Ices wn Grease CIP Program Printed 10/22/2014, Page 1 of 1 Subject: CH2M HILL Response to Submittal#242 Submitted : 07/19/2014 Created By: CH2M HILL, Luke Scoggins Type: Official Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance. An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. eadoc Submittal Response # 2 6471 - 5D2 Cogeneration and Brown Grease Services P om Otir com1111lnarni is chi, Printed 07/15/2014, Page 1 of 1 Subject: JW Fowler Respons- o Submittal#242 Submitted : 07/15/2014 Q Status: Pending �/ l� Created By: JW Fowler, Randy Stebner Type: Supplement OCT 2 2 2014 cinOFr D Action Submittal Response Status: Informational Submittal Response Status: Deferred Submittal Response Status: added the PE stamped version -\ Files 14-P-0071-1.pdf 1.9 MB eadoc INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY Submittal Documents Equipment Anchorage Project Durham Cogen Facility L U �Q'0) Location 111 cSW Tigard, OR ((s o PRores, I �31 S ,spy Contractor 4'1- `V1 P y9r PMC c OREGON 1 , r ‘e ISAT Project t1: 14-P-0071-1 WAYNE 7/15/2014 7/15/2014 EXPIRES: 6/30/16 Prepared by: INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY (ISAT) 14325 NE Airport Way, Suite 101, Portland, OR 97230 Equipment Anchorage 111111Sar Protect INTERNATIONAL SEISMIC Durham Cogen Facility APP.LI.CATION TECHNOLO.GY__—__— — ---. Lacation- -14325 NE Airport Way, Suite 101 Tigard, OR Portland, OR 97230 Contractor PMC Table of Contents Description Pages BASIS FOR DESIGN GROUND MOUNTED EQUIPMENT DETAILS SKI- SK7 GROUND MOUNTED EQUIPMENT CALCULATIONS Q 1- 26 APPENDIX • { _ 1 Equipment Anchorage Project INTERNATIONAL SEISMIC Durham Cogan Facility APPLICATION–TECHNOLOGY — - Location 14325 NE Airport Way, Suite 101 Tigard,OR Portland, OR 97230 Contractor PMC Basis for Design BUILDING CODE: 2009 EDITION OF THE INTERNATIONAL BUILDING CODE INCLUDING PROVISIONS OF THE 2010 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE SUPPLEMENTED BY THE ASCE 7-05 EQUIPMENT LOADS: 715EF4101: 150 LBS. 715MAU8001: 950 LBS. 715ACU8001: 225 LBS. 716SF8001, 2: 10,158 LBS 716ACU8001: 740 LBS 716EF8001, 2, 3,4: 1,200 LBS MATERIAL SPECIFICATIONS: PLATE,ANGLE, MISC.SHAPES: ASTM A36(Fy=36,000 PSI) STRUT: ASTM A6S3 (Fy=33,000 PSI) BOLTS: ASTM A307 WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS HAVING CURRENT WELDING CERTIFICATES. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE APPPLICABLE PORTION OF THE CODE FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION OF THE AWS. WELDING SHALL BE PERFORMED USING A SHIELDED ARC PROCESS USING APPROVED ELECTRODES CONFORMING TO AWS SPECIFICATION E7DXX(LOW HYDROGEN). 28-DAY COMPRESSIVE STRENGTH OF CONCRETE ASSUMED TO BE 3,000 PSI. SHEET METAL SCREWS SHALL CONFORM TO ICC REPORT ESR-2196 MECHANICAL CONCRETE ANCHORS SHALL CONFORM TO ICC REPORT ESR-1917 BOLT/STRUT NUT TORQUE (IF NOT SUPPLIED BY THE MANUFACTURER): 3/8" DIA: 19 FT-LBS 1/2" DIA: 50 FT-LBS 5/8" DIA: 100 FT-LBS Basis for Design (cont.) SCOPE OF WORK: THE_SUP_P_ORTING STRUCTURE_IS BEYOND THE_SCOPE_OF__THIS_SU.BMIUAL.__I_T_JS_THE_ _____-- RESPONSIBILITY OF THE CONTRACTOR TO SUBMIT THESE CALCULATIONS AND ASSOCIATED DOCUMENTS TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION TO ANALYZE THE ABILITY OF THE SUPPORTING STRUCTURE TO ACCOMMODATE THE REACTIONS FROM THE CONNECTIONS SPECIFIED IN THIS SUBMITTAL. EQUIPMENT DIMENSIONS USED IN CALCULATIONS ARE BASED ON EQUIPMENT DATA SHEETS ATTACHED. EQUIPMENT WITH NO POWER RATING LISTED ASSUMED TO BE LESS THAN 10 HP. THIS SET OF CALCULATIONS IS BASED ON THE LOADS AND ASSUMPTIONS STATED WITHIN THIS SUBMITTAL. IF THE LOADS AND ASSUMPTIONS ARE NOT CORRECT THIS SUBMITTAL SHALL BE REVISED. FOR TRAPEZE CONSTRUCTION, STRUT MAY BE SOLID, PUNCHED WITH HOLES OR SHORT SLOTS. TRAPEZE BEAM ELEMENTS AND MAXIMUM UNIFORM LOADS ARE SHOWN ON PAGE G2. USE SHORT SLOT STRUT TRAPEZE ELEMENTS ONLY AT NON-SEISMIC LOCATIONS. WHERE BRACE ELEMENTS ARE THROUGH BOLTED, THE MOUNTING HOLE IN THE ELEMENT IS TO BE NO MORE THAN 1/16" IN DIAMETER LARGER THAN THE BOLT OR THREADED ROD. ALL STRUCTURAL STEEL AND ANCHORS EXPOSED TO WEATHER, MOIST CONDITIONS, OR CHEMICAL ATTACK SHALL BE TREATED FOR CORROSION RESISTANCE PER PROJECT { 11 - - INTERNATIONAL-SEISM-IC---- - -- - -- - APPLICATION TECHNOLOGY • • i I Ground Mounted Equipment Details 1 1 O 1'-8' O 11-1' 0 1'-6 "/2' 715EF4101 ANCHORAGE PLAN VIEW SCALE: 1 1/2" = 1'-0" NOTES: 1. EQUIPMENT FOOTPRINT- MAX.WT. =300 LBS. 2. ANCHORAGE LOCATION-TYP. (4) PIA. - 1/2'DIA. HILT! KB TZ WITH 2' EMBED INTO 4'THICK MIN. HOUSEKEEPING PAD OR SLAB AND 6'MIN. EDGE DISTANCE Earl • International Seismic Application Technology 14325 NE Airport Way,Suite 101,Portland,OR 97230 P:(503)252-4423 F:(503)252-4427 !; www.lsatsb.com PROJECT: ORIGINAL: • Durham Cogen Facility 3/28/14 • Tigard,OR DRAWN BY: CONTRACTOR:- SMO PAGE: PMC SKI 8'-3 5/8' . [ I 6'TYP. 0 0 ■ ---------- . 1 3'-8" 3-1 1" , El v II715MAU8001 ANCHORAGE PLAN VIEW SCALE: 3/4' = 1'-0' NOTES: 1. EQUIPMENT- MAX WT. = 940 LBS. 0 2. ANCHORAGE LOCATION PER DETAILAISK2 '• -TYP. 0 1 1/2" 3. L3x3x1/4x0'-3" � o o 4. EXISTING CONCRETE SLAB 5. 1/2" DIA. HILTI KB TZ WITH 2" EMBED ice••-•.!'"=�- INTO 4"THICK MIN HOUSEKEEPING PAD OR SLAB AND 6' MIN. EDGE DISTANCE 4' MIN. 6. (2) #14 SMS,TYP. • • a I { riE ,i__ A ANCHORAGE DETAIL SCALE: 3' = 1'-0" International Seismic Application Technology 14325 NE Airport Way,Suite 101,Portland,OR 97230 P:(503)252-4423 F:(503)252-4427 www.isatsb.com PROJECT: ORIGINAL: Durham Cogan Facility 3/28/14 Tigard,OR DRAWN BY: GONTRAGTOR: SMO PAGE: • PMC SK2 - 3-4 1/4' - 3-1 1/4' - a * 0 . 2'-1 1/4' 2'-10 1/4" © i •J O . / II715ACU8001 ANCHORAGE PLAN VIEW SCALE: 1" = 1'-0" NOTES: 1. EQUIPMENT- MAX WI. = 264 LBS. 2. ANCHORAGE LOCATION AND ATTACHMENT TO EQUIPMENT PER DETA L A'SK2-TYP. • : riniliM International Seismic Application Technology 14325 NE Airport Way,Suite 101, Portland,OR 97230 • P:(503)252-4423 F:(503)252-4427 • www.isatsb.com PROJECT: ORIGINAL: • Durham Cogan Facility 3/28/14 Tigard,OR DRAWN BY CONTRACTOR: SMO PAGE: PMC SK3 6" MIN TYP I ` o F p 9'-2 1/4" p p (2) EQ. SPA. (2) EQ. SPA. E O r7 i ■ m m ❑ m r 6' MIN. TYP. .I (3) EQ. SPA. i 17'-1 1 1/4" C-1-'\ 716SF8001 & 2 ANCHORAGE PLAN VIEW SCALE: 1/4" = 1'-0" NOTES: 1. EQUIPMENT - MAX WT. = 1 0,1 58 LBS. 2. ANCHORAGE LOCATION AND ITS ATTACHMENT TO EQUIPMENT PER DETAIL AISK2-TYP. International Seismic Application Technology 14325 NE Airport Way,Suite 101, Portland,OR 97230 P:(503)252-4423 F:(503)252-4427 www.isatsb.com PROJECT: ORIGINAL: Durham Cogen Facility 3/28/14 Tigard,OR DRAWN BY: CONTRACTOR: PAGE: PMC 1SK4 j 0 - D;°Et_ • s 440 a 04'-1 3/4' 0 Ni 0 0 °4s i °ice B SK6 ' 0 716EF8001 THRU 8004 ANCHORAGE PLAN VIEW SCALE 1' = 1'-0' NOTES: • 1. EQUIPMENT OUTLINE - MAX. WT. = 1,200 LBS. 2. 1/2" DIA. STRUT NUT WASHER AND BOLT-TYP. 3. 1/2" HILTI KB TZ ANCHOR WITH 2" MIN. EMBED AND 6' MIN. EDGE DISTANCE THROUGH 9/1 6' MOUNTING HOLE,TYP. 4. PDH 6050 OR 6060 POST BASE OR EQUIVALENT 5. 3/8" STRUT NUT, WASHER, AND BOLT,TYP. 6. PHD 1001 A DOUBLE STRUT OR EQUIVALENT-TYP. 7. PHD 5110 OR EQUAL-TYP. I ---.1 1 Ci ® p 0 rE122] :!: _: International Seismic Application Technology liEls 6 0 0 14325 NE Airport Way,Suite 101, Portland,OR 97230 '- P:(503)252-4423 F:(503)252-4427 www.isatsb.com 0 PROJECT: ORIGINAL: Durham Cogen Facility 3/28/14 Tigard,OR DRAWN BY: A STAND ANCHORAGE PLAN VIEW CONTRACTOR: S^�° PAGE: SCAI.E: 3" = 1'-0" PMC SK5 . r------ 4-1 3/4' 1 0 4-101/2' 0 r-1�1�* • .. • -T-T' I Q 3'-2' -- -I I 4-0" MAX. © o wiy rrm , , , 4 iiikt 7 i ...B D716EF8001 THRU 8004 SECTION VIEW SCALE: 1/2' = 1'-0' NOTES: 1. EQUIPMENT OUTLINE-MAX.WT. = 1,200 LBS. 2. PHD 1001 A DOUBLE STRUT OR EQUIVALENT 3. PHD 5112 ANGLE BRACKET OR EQUIVALENT 4. 3/8' DIA. STRUT NUT, WASHER,AND BOLT COMBINATION THROUGH MANUFACTURER SUPPLIED MOUNTING TABS,TYP. 5. PHD 5507 OR EQUAL-TYP. International Seismic Application Technology NOTES: 14325 NE Airport Way,Suite 101,Portland,OR 97230 P:(503)252-4423 F:(503)252-4427 A. UTILIZE 1/2" DIA STRUT NUT AND BOLT AT ALL www.isatsb.com AVAILABLE STRUT FITTING HOLES-TYP. PROJECT: ORIGINAL: Durham Cogan Facility. 3/28/14 Tigard,OR DRAWN BY: CONTRACTOR: SMO PAGE: PMC SK6 1-(1fr:o tE• 7'-4 5!8" — _ - i 0 i i á.I\ 4-5 1/4' o � o �----- 6" TYP. 3'-0 718" 716ACU8001 ANCHORAGE PLAN VIEW SCALE: 3/4' = 1'-0' NOTES: 1. EQUIPMENT FOOTPRINT- MAX.WT. = 929 LBS. 2. ANCHORAGE LOCATION THROUGH CURB 3. 16 GA. CLIP PER CURB CUT SHEET-TYP. International Seismic Application Technology ]� 14325 NE Airport Way, Suite 101,Portland,OR 97230 P:(503)252-4423 F:(503)252-4427 iII www.isatsb.com PROJECT: ORIGINAL: Durham Cogen Facility 3128/14 Tigard,OR DRAWN BY: CONTRAC—TORE- SMO PAGE: PMC SK7 i' Eff Sar - --- -- IN-T-ERNAT-IONAL APPLICATION TECHNOLOGY Ii Ground Mounted Equipment Calculations • • ! j 1 El ISA, SEISMIC DESIGN FORCE(SOH CALCULATION WORKSHEET APPLICABLE CODES:2007/2010/2013 CBC AND 2006/2009/2012 IBC(Based on ASCE 7.05/10) INTERNATIONAL aElSMIC INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY APPLICATION TECHNOLOGY 14325 NE Airport Way Suite#101,Portland,WA 97230 PHONE 503-252-4423 I FAX 503-252-4427 Project Name, Durham Cogen Date: 3/28/2014 LapMlOn: Tigard,OR Project Zip Code: 97224 Contractor: PMC+ -- =-_-�_ �-�--.---__-- -.__.+.. _ -- _-' ---•_==-- �-_=-- -:.::��_�a.�-•rte• Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derved frorr the code sections or tables noted below. Design spectral response acceleration(5%Damped)at short periods(ASCE 7-05/10,Section 11.4.4) Sm.' 0.7 Component Importance Factor(ASCE 7-05/10,Section 13.1.3) I,- 1.00 Average Roof Height of Structure Relative to the Base Elevation h= 1.00 Factors that vary per trade.(See Table 3 below for values) Component Amplification Factor(ASCE 7-05/10,Table 13.6-1) a _ (see table 3) Component Response Modification Factor(ASCE 7-05/10,Table 13.6-1) R,- (see table 3) Seismic Design Category(ASCE 7-05/10,Table 11.6-1) Seismic Design Category= O fR�7 - Anp T....._�yoirx.._'#'r��__ . Tt 'g2i'E" 7 +ll�fdi>kle�r`att- OOTY - UMT i rP- Y,ght- �I 'z-_3_�—'- . 1!a. Af,GULATION(Eq.13.34) `Ja ..MAXIMUM LIMIT(Eq.13.32) _;F,;,,j,.MINIMUM LIMIT(Eq 13.3-3) X, = 0.4a,xSos x W,x U.7 x (I+2(z/h)) F need not be greater than F,shall not be lees than } (Re/J,) 1.6 x S os x iv x Wv x 0.7= g3 x S os x J,x W,x0,7 = 0.78 0.15 NOTE:Values In Table 2 are multiplied by a factor of 0.7 for conversion to"Allowable Stress Design'(ASCE 7-05/10,Section 2.4.1) iHCC's P net �•_ �1 i t-Slde Eoubttlrlot Generator fchaesr Neoprene 1L Engt110$ ones inverters, 8C },coated I. �1jtJds n t Spring VI, �l��Ines PutSisfii ' nmm EGdI Cotnhonants )rtauiPMent and Fb1Mi ri. Qo�@fl� °� *instructed a1 Eauipmen( 180 a' �Inureseor� lnstrumantattd� uipendod V,I. Sheet Metal V 1l and Control4' Framin :JEQUlpment .., s '3,174''''' v /Ir' �= 1t� av= 2.6 2,6 RP 1b d - .. .............. .. :� .... ... ... .. ... may. ..., - _LL 0 0.15 0.15 0.15 0.15 0.15 0.20 0.25 1 1 025 024 0.24 0.25 0.30 0.59 0.74 i NOTE:Values In Table 3 are the resultant after comparing Fp with Fp.max d Fp.min. z=Overhead Deck Elevation From Grade(fL) V.I.=Vibration Isolated Components are not assumed vibration Isolated unless denoted as V.I.above • REV. DATE DESCRIPTION DRWN CHICD 21ii REF 324 OUTLET FLG ORII LED PER 11 LS. 3 14 0.S. _ FAN 57D F-2 1011 I LS INLET FLG 3 �� FAN ST 150#3 PER FAN 510 F-3 OSHA �� ;`Y CANOPY- FAN SPECIFICA7gN r>� �- —— - HOUSING MATER/AL: NE7RON 993/35 • Fry 1 I, '-? p • IMPELLER MATERNL- i HETRON 993/33_ �n f I -—— f ° CONSTRUCTION CUSS: , B MI Itmos l,a ff I ---...-__---- ,_=_ COLOR: I BWE ` ■I WII CFAk 1500 1,I RPM: 2150 `�`. 7ElIPERATUfRE: aa' F DB 6d F YOB d11 _�' 4 1 ,-AI' iii I J ACINAL STD(7D- F) rpm — . �,.. �.47'l; ' I I��- L AIR DENSITY 0.075 LB/CF 0.075 LEI/CF i '�I (4) 9/16" 1 - •I��y f _ STATIC PRESS 4.5" .G. — HOLES BRAKE HP 1.79 DsP — �� 3/4' NPT FAN ACCESSORIES 2 13 2 DRAIN CRC INLET FLEX CONNECTOR iJ - DF1LLED - } �'E 3 OUTLET FLEX CONNECTOR I - DRILLED - i I 1. I 1/ 72 1 SWIFT MATERIAL 316 STAINLESS STEEL SHAFT SEAL VRON D MOTOR PALS: NONE • ' LRBVE: BELT:DRIVEN-ADJUSTABLE �.�/' l ( `l VIBRATION MOUNTS,NONE ( 1 5 E yr/1,( o f HP S MOTOR SPEC r'[" I PWLSE 3 RPM 1600 I CYCLE BO FRAIL SIZE 164T 1 ENCLOSURE TEFC = CUSTOMER APPROVED VOLTAGE 46U WEIGHT 150 LB 1. ALL DISCHARGE ARE O INCHES. / CUSTOMER INFORMATION 2. ALL DISCHARGE POSITIONS & ROTATIONS ARE VIEWED FROM THE SHAFT FJ+O- FOR FABRICATION 3. INLET h OUTLET DUCTWORK TO BE INDEPENDENTLY SUPPORTED AND ISOLATED FROM FAN WITH EXPANSION JOINTS (BY OTHERS). P.O. NO. 10/13-7636 4. AN BASE WILL BE CONSTRUCTED OF CARBON STEEL. SAN DFRASTED & COATIS) WITH EPDXY PER VERANTS PROCIEDURE TYPE -Er. DISP. DRAWING STATUS DATE TAD: 715EF4101 5. ALL AIRSTREAM DOLING HARDWARE IS 316 S.S. GASKET MATERIAL IS NEOPRENE. 5. AN RFARMGS HAVE A MINIMUM L10 LEE RATING OF 100,000 HOURS. 1110 DW'�1D a TIB 17mn OF•730.1.70 asresAna�IT 0 LOOMED TO YOU KW=A OCTTI OM OVUM0.Y)COlevas ARE a mmacoB. 7. CLASS 2 CONSTRUCTION WITH STANDARD ENCAPSULATED CARBON STEEL.HUB ASSEMBLY. w WET 177 OE O0'°OM WWI m ANT 71 r•iem ,oM Dsi oo sxII I•T BM aMm MOMS!AMrtD n w W1010 n T ITB car. B. AN FABRICATED IN GENERAL ACCORDANCE WITH AST/-D41 37, HER P515-69 AND ASTA1�S62 T31LE ES D silt' B f T7UL WEIGHT: 300 LB I SCALE: 1:12 SHEET: 1/1 SPECIFED V. ANS ARE BALANCED AT OPERATING SPEED. BALANCE TOLERANCE NOT TO EXCEED 0.075 IN/SEC VELOCITY(FILTER M). CLMR-12 FAN 1 w DEDDULS sa13 TO PROVIDE CERTFlED BALANCE REPORT. ARR. 1O, UP-BLAST, c0. =PL DEOMNS 3.0,6 VL''RA.N'I'IS CORP. 10. INTERNAL SURFACES INCLUDE (1) LAYER OF 'C GLASS. EXTERNAL SURFACES INCLUDES ULTRAVIOLET INHIBITOR CUSTOMER �j t OS 3 7251 EAGLE RD SUITE 300, PLAZA SOUTH ONE H-DG, FOR ENv1RONMENTAL PROTECTION. FLUID SYSTEMS, INC. ATM C5. *r AQDOLFTIU2G HIS, OH, 44130 FOR MD�UR;pHpA,�M AWWTF DRAWEE SL 4249-001 1=/11/7019 DURUM COGENERATION b BROWN GREASE RECMpri Va ril S0R _DATE 12/11/13 Ppe 17 e/71 0 1 • Iv 3 JOB: Durham Cogen le,. -. -. ' SHEET NO.: OF 14325 NE Atrpdrt Nay.Suite 101 INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: SMO DATE 3/31/14 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO;: 14-P-0071-0 DESIGN OF CONNECTIONS FOR 715EF4101 EQUIPMENT INFORMATION: Equipment weight,W= 300 bs Length Between Anchors,L= 18.5 in Width between Anchors,w= 13 in Height,h= 29 in Height to C.G.,Hc.g.= 17 in Eccentricity ey,(5%)= 0.65 in SEISMIC FORCE: Fp= 0.15 x Wp = 45.0 bs Fv= 0.098 x Wp = 29.4 Es ANALYSIS: M(overturning)=Fp x Hc.g.= 783.0 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 881.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 Ea (if negative T=0) Shear per side,Vs=Fp/2= 22.5 bs Number of Connections per side,o= 2 Tension per connection,T=Ts/n= 0.0 bs Shear per connection,V=Vs/n= 11.3 1bs Multiply by 1.4 for ASD to LRFD conversion and 1.3 per ASCE7-05 13.4.2: T Olbs V= 20 lbs 1 1 to r o m6 � 3 iom R rt 3 0 prod � �m -. o 0 cQ 0 5 co — " PI v - o –1.3 Q. SII Cr i ?I►~ ym— , „) t el OP 2S odP E)R�an i Ja m 'i 1vI 3 25'(NP T 7)suppw CA I . ,, n� loss ' _ I er i ?4112 r I,1 399 Col cinneIlion vi ewe Left-Meexselb eras!n tidies I I I l--111 I I I NPTI : National Pipe Thread fntemal Connection � o NPTE: National Pipe Thread External Connection ■ m 001=NYICA NC DIMEMIONS AfiV VARYFACO,COIY TMMGTDOCOME/(TSIRETURIOFAPPROVED095WNG'SCONSTI!UiLSAC P7AP*E0F71}ESEVARMMCES1N0770SL'ALE I 0 4 4 tots Name: JnitCo an Double Wel T15ZL1HE° I 3 D'iTosai timber * m M b 1r me 2 s rde ei base ae t e Actual airflOar 2600 cfm I p..b�..noe cc.ek d.l,rr- o •writ Unpainted/56d�reirtedoutdo& 'Sale. Of i 3iggingnnstertedWelit 430811d 837.91b Ai-en s � • O N O W A 1 5 JOB: Durham Cogen — 1: �- . 1 SHEET NO.: OF �� 4i 14325 NE Alrpotrt Way.Suite 131 INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: SMO DATE 3131/14 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 14-P-0071-0 ------ —--- DESIGN OF CONNECTIONS FOR 715MAU8001 EQUIPMENT INFORMATION: Equipment weight,W= 940 lbs Length Between Anchors,L= 99 in Width between Anchors,w- 44 in Height,h= 29 in Height to C.G.,Hc.g.= 17 in Eccentricity ey,(5%)= 2.2 in SEISMIC FORCE: Fp= 0.15 x Wp = 141.0 lbs tI Fv= 0.098 x Wp = 92.1 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 2453.4 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 9343.2 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 70.5 lbs Ij Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=V s/n= 35.3 lbs Multiply by 1.4 for ASD to LRFD conversion and 1.3 per ASCE7-05 13.4.2: T Olbs V= 64 lbs • . 1 6 15730 Unitary Air-Conditioning Equipment(1) SubrnIttod By:Portland Mechanical Construction,Inc. Date.November 12,2013 Unit Dimensions-Split System Air Conditioning Units(Small) Item: Al Qty: 1 Tag(s):715ACU8001 371;4' I UNIT DIMENSTIONSJ i DIM-D l '3141 40„:.........---- -�`� ---- I DM-E I '318• I i s1.i'/d i�` NOTES '�!`f ii'+' t TOP DISCHARGE AREA SHOULD BE .`� '''/%1../W.•,\.; UNRESTRICTED FOR AT LEAST 80' 7� \ ABOVE UNIT.UHT SHOULD BE PLACED SO ROOF SERVICE PANEL-- '"j RJN-OFF WATER DOES NL)T POUR DIRECTLY ON UI8T, SEE NOTE 2 I", - __'-'11 .'.;7 34 1!41 AND SHOULD BE AT LEAST 1?FROM WALL AND •�= ALL SURROUNDING SHRUBBERY ON TWO SDES. } -,..:1,2.•j OTHER TWO SIDES UNRESTRICTED. ''e;%�,<Y ,�,,� ' 2 ELECTRICAL AND REFRIGERANT COMPONENT ';%/''/7r!!;I11�1,�� .—.'i f CLEARANCES PER PREVAILING CODES. SEE NOTE 1 - - -- - - 1— SERVICE PANEL ,_— ,1 Wr DIA HOLE p+ LOW VOLTA.-- INT. 37 114" LIOUID LINE SERVICE VALVE 1 10 DIA.K.O.WITH I 'E'I.D.FEMALE BRAZE 718"DIA.HOLE IN CONTROL 1" I CONNECTION REH 1M•SAE III lig BOX BOTTOM FOR FLARE PRESSURE TAP FlTTING. ELECTRICAL POWER SUPPLY :1,4 SBIB' b. 01/4- a' 1i_ B 3,r8• IA II�1lwPIQ_ II1P-■•=f MUD UNe SERVICE:VALVE, I I CO NNECTIONWIRH1�'SAE 3318' S LNE 1N•TURN BALL 31/8' - SERVICE VALVE.'Cr LD.FEMALE 3 - FLARE PRESSURE TAP FITTING. 3 718• - BRAZED CONNECTION WITH iM SAE FLARE PRESSURE TAP FTTTNG GAS LE E SERVICE VALVE, 9•I.D.FEMALE BRAZED CONNECTION WITH 114'SAE FLARE PRESSURE TAP MTTNG. iJ J _ 2� T4 4...Q. PegH- . 7 JOB: Durham Cogen EMMY SHEET NO.: OF 14325 NE Alrpolrt Way.SLRe 101 ' INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: SM0 DATF, 3131/14 APPLICATION TECHNOLOGY CHECKED BY: DATE. PROJECT NO.: 14-P-0071-0 DESIGN OF CONNECTIONS FOR 715ACU8001 EQUIPMENT INFORMATION; Equipment weight,W= 264 lbs Length Between Anchors,L= 37.25 in Width between Anchors,w= 34.25 in Height,h= 37.25 in Height to C.G.,Hc.g.= 22 in Eccentricity ey,(5%)= 1.7125 in SEISMIC FORCE: Fp= 0.15 x Wp = 39.6 lbs Fv= 0.098 x Wp = 25.9 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 885.1 in-Ihs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 2042.6 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 19.8 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Ven= 9.9 lbs Multiply by 1.4 for ASD to LRFD conversion and 1.3 per ASCE7-05 13.4.2: T= O lbs V= 18 lbs d ;a 8 MSATI ISAT SEISMIC BRACING Job: DURHAM COGEN FAC. INTERNATIONAL SEISMIC 14325 NE Airport Way,Suite 101 Date: 3/31/2014 APPLICATION TECHNOLOGY __ Portland,OR 97230_---_ Designed By: GW_ ____ 715ACU8001 ASCE 7-05 (IBC 2006)WIND: BUILDING DATA: Basic wind speed(3 sec gust)= 95 MPH Exposure C Building Roof Height H = 0-15 ft Component Shape = Square Component Height h = 3.1 ft Component Width W= 3.1 ft Component Depth D= 2.9 ft 6.5.15, Design Wind Load on Other Components F = q1G CfAf (Eq 6-28) q1= .00256KZKnKdV2I (Eq6-15) Ht. z at the centroid of area Af= 1.55 ft Exposure coefficient K1= 0.85 6.5.6.6,T-6-3 for MWFR Topography factor Kn= 1.00 6.5.7.2 Directionality factor Ka= 0.95 Table 6-4 Importance factor I = 1.15 Table 6-1 qz= 21.45 psf Gust Effect factor G= 0.85 6.5.8 h/D= 1.07 Force coeff Ct= 1.301 Figure 6-21 through 6-23 Design wind pressure, F/Af = 23.73 psf Structure Area = 3.1 x 3.1 = 9.61 ft Horizontal Load = 1 x 23.73 x 9.61 = 228 plf 9. IOB: Durham Cogea MIMI, SHEEP NO.: OF 14325 NE Airport Way,Suite 101 - INTERNATIONAL SEISMIC Portland,OR 97230 CAIdUTATED BY: GW DATE 3!31/11 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 14-P-0.71-0 RESIGN OF CONNECTIONS FOR 715ACU8001 EQUIPMENT INFORMATION: Equipment weight,W= 264 lbs Length,L= 37.25 in Width,w= 34.25 in Height,h= 37.25 in Height to C.O.,Hc.g.= 19 in WIND FORCE: W= 228.0 lbs ! ANALYSIS: M(overturning)=W x Ho.g.= 4246.5 in-lbs M(resisting)_(0.6xWp)x(w/2)= 2712.6 in-lbs Tension per side,Ts=(Mo-Mr)/w= 44.8 lbs (if negative T=0) Shear per side,Vs=W/2= 114.0 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n— 44.8 lbs Shear per connection,V=Vs/n= 114.0 lbs Multiply by 1.6 for ASI)to LRFD conversion: T= 72 lbs V= 182 lbs Ii 1 9C 15720 2.06 AM Handling Units-Custom Submitted 8y:Portland Mechanical Construction,Inc. Date:January 27.2014 r6 - ----�- -J- - I -----+ 111-1 I II 1 1 Ii I cI11 I N 11 I 1 I 11 4111111111111111111111111111111111111111 : .- i_ I OSA 1 I H 11 1 I 110.25 105 I I i8�. 11, X 1 i C 11 I 96.25 I I II • I I H 1 � 4I • I +11-11 ii essammosaus 1 ain izL 4.."'s EP1 l � — 6� nn. ---30.38 I--6 215.25 160a G90 Caly 42 i 9 60 24 75 2.63 r PL PT ST PL HIT 2.63 t SA �0 it I ; .. • ._ +0 / � �,' -I` I I I I I — - +� �� , I []I II . 107.32 OSA i � III II P ak 103.25 ` ;1.1 ,y / Ir..... l +I / o +i /1 � ; I I I i I j / / '_ z � , 111 1 i e 10.63—1 1 I-- 1 . j r•• 10158 Ibs 7-i45F800i, z. ThI. dominant is eonneantia,copyrighted and property of rk,nmrr• Durham Cogan To vier patents and other pending US. or Canodlon potent eHUNTAIR o applications vblt nen•oa.—group•com/patents Ti•ard, Or •M amen' oho"" in bmhei, Operating skorn k p 13 4402 '.18689-001 05 02 13 ya 12 Aga CES Group Brand Thermal Break h)sctad Foam Comtruction netts,000 ACM _ Tyke WO= *sip Air%vs 11 JOB: Durham Coosa Magi SHEET NO.: OF 14325 NE Airpoirt Way.Suite 101 ' INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: 8M0 DATE 3/31/14 APPLICATION TECHNOLOGY CHECKED BY: DATE - — ----------- ----- PJtOJBCENO.:----- 14-P-0071-0 -------- - - ---•--- PESIGN OF CONNECTIONS FOR 716SF8001.2 EQUIPMENT INFORMATION: Equipment weight,W= 10,158 ibs Length Between Anchors,L= 215.25 in Width between Anchors,w= 110.25 in Height,h= 107 in Height to C.Q.,Hc.g.= 64 in Eccentricity ey,(5a%)= 5.5125 in SEISMIC FORCE: Fp= 0.15 x Wp - 1523.7 lbs Fv= 0.098 x Wp = 995.5 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 97821.5 in-lbs M(resisting)_(0.6xWp-Fv)x(w/2-sy)= 252989.8 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fpi2= 761.9 lbs Number of Connections pet-side,n= 4 Tension per connection,T=Ts/n= 0.0 Ibs Shear per connection,V=Vs/n= 190.5 Is Multiply by 1.4 for ASD to LRFD conversion and 1.3 per ASCE7-05 13.4.2: T= 0 be V= 347 lbs { 12 ISAT SEISMIC BRACING Job: DURHAM COGEN FAC. Y Date: 3/31/2014 INTERNATIONAL SEISMIC 14325 NE Airport Way,Suite 101 APPLICATION TECHNOLOGY -- Portland,OR 97230 _._ __ ._ _ Designed By: GW 716SF8001,2 ASCE 7-05(IBC 2006)WIND: BUILDING DATA: Basic wind speed (3 sec gust)= 95 MPH Exposure C Building Roof Height H = 0-15 ft Component Shape = Square Component Height h = 8.6 ft Component Width W= 17.9 ft Component Depth D= 9.2 ft 6.5.15, Design Wind Load on Other Components F = q2 G Cf Af (Eq 6-28) qZ= .00256 KZ Kr Kd V2 I (Eq 6-15) Ht. z at the centroid of area Af= 4.3 ft Exposure coefficient K2= 0.85 6.5.6.6, T-6-3 for MWFR Topography factor Kzt= 1,00 6.5.7.2 Directionality factor Kd= 0.95 Table 6-4 Importance factor l„= 1,15 Table 6-1 q2= 21.45 psf Gust Effect factor G = 0.85 6.5.8 h/D = 0.93 Force coeff Cf= 1.301 Figure 6-21 through 6-23 Design wind pressure, F/Af = 23.73 psf Structure Area = 8.6 x 17.9 = '153.9 ft Horizontal Load = 1 x 23.73 x 153.9 = 3653 pif 13 JOB: Durham Cogan SHEET NO.: OF 131:111111 14325 Po NE Airport a d R Way,Suite 101 CA�ATBD BY: GW DATE 3/31/14 INTERNATIONAL SEISMIC Portland,oR97230 APPUCATIO N TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 14-P-0071-0 DESIGN OF CONNECTIONS FOR 715ACU8001 EQUIPMENT INFORMATION: Equipment weight,W= 10158 lbs Length,L= 215.25 in Width,w= 110.25 in Height,h= 107.32 in Height to C.G.,Hag.= 54 in WIND FORCE: W= 3653.0 lbs ANALYSIS: M(overtuming)=W x Hc.g.= 196020.0 in-1bs M(resisting)=(0.6xWp)x(w/2)= 335975.9 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T 0) Shear per side,Vs=W/2= 1826.5 lbs Nurnber of Connections per side,n= 4 Tension per connection,T:=Ts/n— 0.0 lbs Shear per connection,V=Vs/n= 456.6 lbs Multiply by 1.6 for ASD to LRFD conversion T= 0 lbs V= 731 lbs Durham Cogeneration And Brown Grease Receiving October 14,2013 14 Unit Dimensions—6 Ton R-410 Packaged Heat Pump - item: Al Qty: 1 Tag(s): 716ACU8001 . TOP PANEL EVAPORATOR .1k :z2,4:::Ctl:kt< Z11 9ECTgN ACCESS PANEL i CONDENSER FAN CONDENSATE DRAIN(ALT) !/ 11/ )%IN \ 314'-14 NPT CIA.HOLE ��lllf�lJ J% I CONDENSER COL 41/4' ,\4 27 en' '\ ® 1111 III©/ NR CONTROL WIRE VP DAl HOLE 47 mr, ,� SERVICE GAUGE PORT ACCESS 1 SW DA.HOLE 2'ELECTRICAL CONNECTION \4.,4 POWER WIRE (SINGLE POINT POWER WHEN HEAT INSTALLED ••NTROL AND COMPRESSOR ACCESS PANEL I 1 THROUGH THE BASE I CONDENSATE 27 316' NOTES: 1 1.THRU-THE-BASE ELECTRICAL IS NOT STANDARD ON ALL UNITS iI re I -4118' 2.VERIFY WEIGHT,CONNECTION.AND ALL DIMENSION WITH 1 t INSTALLER DOCUMENTS BEFORE INSTALLATION 1 �� r , 1 1 let I ��` 3 ''J�IJ 1 �� SUPPLY 33' BURN 32 . i i . i -4• [._3 '17 V2• 2 7I6• 171/2' Sir �'`PLAN VIEW UNIT 'r a' v DIMENSION DRAWING I {t I RETURN 32114• 40716' o �AL SUPPLY 23 776• AIR FLOW - 1111 1e 111r$ + O IIMIL-2-11111=111111■10111•1111MINMILI=.=Ell M1112111•M�/ �• 4 I sew 5 aff 1=7 O IIIIIIIIIIIIIIIIIIMIIIPIPFA e3ro• 163/4' 5778• 4114'-- • 88318' 66r-+.. I CONDENSATE 7 • PACKAGED HEATPUMP 53114' DIMENSION DRAWING • FM a Furnished by Trans U.S.Inc./installed by Equipment Submittal Page 7 of 37 Others Durham Cogeneration And Brown Grease Receiving October 14,2013 15 Seismic Base/Curb Accessory-6 Ton R-410 Packaged Heat Pump - Item: Al Qty: 1 Tag(s): 71 6ACU8001 S ,,,,,,,,..,~ommopoiolimmempopi iv.,•IFT=pmp -p.m pr SI° : — — J — — 6 :.!'' i h -g' ' lif i l' . / I"L—I '1—..1 1 . I-2\ i fi 14 15. rti.ti El 3 t. /+�7 yti xx ® a 1 es: ! N ! 1`' g i g t g , %.\ ''\ ,. /' v, JO /,./4 ,/,,,,,\ ,,,,,,.,,,, a X / f.‘,. 1 kl 2 g el 14, . / ‘4, E . 1 th ' / ef.4- . El § isi Bi i il P •,:e_ • 4... a 6 igki Ki:, 4,,,,,, ti- ii. F T 0 ligg4g 0 , 1 „ 6 : . _ \ g 111 434 i [I 3.§P.: 1, lig h ' 1 5 ' 43 ,1 14 i , t it , — ,_ , 1 1 6. ,.•..,I 11 ":.: milli _ :. k' - a 61 1-0R--Pi I — 1 ' Iiii 64 g V i 4:: ,,,_. _ ill ! i 4 11 ftgl 1.. ain i.,„,. n Jr. FLD=Furnished by Iran°U.S.Inc./Installed by Equipment Submittal Page 15 of 37 Others 16 JOB: Durham Cogen LEMIT SHEET NO.: OF 14325 NE Airpolrt Way.Sulte 101 CALCULATED BY: SMO DATE. 3/31/14 INTERNATIONAL SEISMIC Portland,OR 99230 APPLICATION TECHNOLOGY CHECKED BY: DATE —--------- -- PROJECT NO.:---- 14-P-0071-0 ------ -------- DESIGN OF CONNECTIONS FOR 716ACU8001 EQUIPMENT INFORMATION: Equipment weight,W= 740 lbs Length Between Anchors,L= 88.625 in Width between Anchors,w– 53.25 in Height,h= 40.875 in Height to C.G.,Hc.g.= 25 in Eccentricity ey,(5%)= 2.6625 in SEISMIC FORCE: Fp= 0.15 x Wp = 111.0 lbs Fv= 0.098 x Wp = 72.5 lbs ANALYSIS: M(overtuming)=Fp x Hc.g.= 2722.3 in-lbs M(resisting)=(0.6xWp-Fv)x(w12-ey)= 8901.6 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 55.5 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 27.8 lbs Multiply by 1.4 for ASD to LRFD conversion and 1.3 per ASCE7-05 13.4.2: T= O lbs V= 51 lbs 17 MOATISAT SEISMIC BRACING Job: DURHAM COGEN FAC. INTERNATIONAL SEISMIC 14325 NE Airport Way,Suite 101 Date: 3131/2014 APPLICATION TECHNOLOGY-- -- Portland,OR 97230 _ _ Designed By: GW__ 716ACU 8001 ASCE 7-05(IBC 2006)WIND: BUILDING DATA: Basic wind speed (3 sec gust)= 95 MPH Exposure C Building Roof Height H = 0-15 ft Component Shape= Square Component Height h= 4.91 ft Component Width W= 7.39 ft Component Depth D= 4.43 ft 6.5.15, Design Wind Load on Other Components F = qZ G CrAf (Eq 6-28) qZ= .00256 Kx Kn Kd V2 I (Eq 6-15) Ht.z at the centroid of area Af= 2.455 ft Exposure coefficient KZ= 0.85 6.5.6.6, T-6-3 for MWFR Topography factor Ke= 1.00 6.5.7.2 Directionality factor Kd = 0.95 Table 6-4 Importance factor ly„= 1.15 Table 6-1 qZ= 21.45 psf Gust Effect factor G= 0.85 6.5.8 [VD = 1.11 Force coeff Cf= 1.301 Figure 6-21 through 6-23 Design wind pressure, F/Ai = 23.73 psf Structure Area= 4.91 x 7.39 = 36.28 ft Horizontal Load = 1.0 x 23.73 x 36.28 = 861 plf 18 JOB: Durham Cogen 1 SHEET NO.: OF 14325 NE Airport Way,Suite 101 INTERNATIONAL SEISMIC Portland,oR 97230 CALCULATED BY: GW DATE 3/31/14 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 14-P-0071-0 DESIGN OF CONNECTIONS FOR 716ACU8001 EQUIPMENT INFORMATION: Equipment weight,W= 740 lbs Length,L= 88.625 in Width,w= 53.25 in Height,h= 58.875 in Height to C.U.,Hc.g.= 29 in WIND FORCE: W= 861.0 lbs ANALYSIS: I� M(overturning)-W x Hc.g.= 25345.7 in-lbs M(resisting)=(0.6xWp)x(w/2)= 11821.5 in-lbs Tension per side,Ts=(Mo-Mr)/w 254.0 lbs (if negative T=0) Shear per side,Vs=W/2= 430.5 lbs Number of Connections per side,n= 2 Tension per correction,T=Ts/n= 127.0 lbs Shear per connection,V=Vs/n= 215.3 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 203 lbs V= 344 lbs - i Y Project pul44A 19 1114/14 irialigilei Title/Scal e _ i Calculated By Date .411..11+____ By _ International Seismic Application Technology Checked Date 14352 NE Airport Way,Suite 101,Portiand,OR 97230 Sheet No. Of 1:1:-T503)--752--4T23 F:(503)252-4427 www.lsatsb.com II !.--1- 1 1 1 ' i __;J 1 I I 1..I.-.1-.1- ..! 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F .! .1--...111 r, I , HI : i [ 11 , ii ., inttimilf 1 , 1 1. 1 , 11 , 1 , 1. ill . , 20 Load Summary Seismic Wind tension shear tension shear 715EF4101 --0 — --20 --- ---- ----- ' 715MAU8001 0 64 — -- 715ACU8001 0 18 72 182 716SF8001,2 0 347 0 731 716ACU8001 0 �t 203 344 ,716EF8001-4 -- -- -- -- I1 I � 1 21 1■■III�TI www.hIltl.us _ Profis Anchor 2.4.6 Company: ISAT Page: 1 -Specifier:---------- -- ---G\N - .- -Project:--------- DURHAM----- — - - Address: Sub-Project I Pos.No.: Phone I Fax i Date: 341/2O14 E-Mall: Spectfier's comments:A.B.'S 1 Input data Anchor type and diameter: Kwlk Bolt TZ-CS 1/2(2) Effective embedment depth: h„=2.000 In.,hnom=2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 I 5/1/2015 Proof: design method ACI 318/AC193 Stand-off Installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,f;=3000 psi;h=4.000 In. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D.E,or F) yes(D.3.3.6) Geometry[In.]&Loading[lb,[nib] fl gtZ D cO Y - a.10 -- i - - X ' � 1 Ir put data and results must be checked for agreement vent the exists%conditions and br plausblllyl YROFFS Mc =200YHYU AG-Ft 4Q4-Serae Fait!Ira—MISI T K3rNtltl-iSC 5dtlsan 22 MIL.Tll www.hllti.us Profis Anchor 2.4.6 Company: ISAT Page: 2 Specifier. - GW -- —Project: ----- DURHAM Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/31/2014 E-Map: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 1 [%] Status Tension Concrete Breakout Strength 203 12844 OK Shear Pryout Strength 731 1383 -153 OK Loading 4 Utilization 111,11 L%J Status — —Combined tension and shear loads ib8 OSSO 513 40 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties • Any and all Information and data contained In the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulators in accordance with Hilt's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hliti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits vAthout any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by iilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hilt!Website. F1118 will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results crust be checked for agreement with the existing conditions and for plansplltyl -- - Paorts ray2e ssoo®nnrrcrFL sass sosarr—Krir,-e-r euxarnsaarrancarrou-N3:se sa r 23 15830 HVAC Fans Submittal Submitted By:Portland Mechanical Construction,Inc. Date:January 23,2014 0 Printed Date: 12/12/2013 GREEIVHECK Job: Durham WWTP &biding Value in Air. Mark: 716EF8002 -----Model: QEI=33=1=75 — Mixed Flow-Fan--- - - 4MAX Bolt Circle 48.25 Mounting Hole 0 0.44 • Quantity 16 i. . 1 1, 4 38.00 1 1 49.75 • 45.75 r2 i Ff :ui 11 L i 2J i ! 4 I i 0.81 DIA.MOUNTING HOLES END VIEW SHOWS FROM OUTLET END OF UNIT • Notes:All dimensions shown are In units of In. I CAPS 4.13.1198 G:\Job Data 1-1•11 -17---on s 1 d b ob s 2013VA-Ftl: rham 1MWTP.gfc4 - gaP 23 of . Project ~�� "PA t-4.- z4 r Ty j Title, Scale � Calculated By /�� 1 U Date 3��l�� I 4C . . Checked By Date - International Seismic -' - -------- -'--- Of Sheet No. -- � - --------'---14352NE Airport Yo Gwba1O1.Portland,OR8723O - - P:-SD3 23 F:T503)2524427 www.lsatsb.com , ,ir. ..: : A. ' -"---- ".‘-.H 1"- --IT:111T' 1 . 1-1.1 -1-1.-1-1 '%#04i:. l'-i--- --Et-il.4. r.tiitwifoli II- ' . —f 1-. --. ..-_ri.i- ..1:1-. -...l—i"..7....17„.„."-- ,,I. :ill .1.-.... ....111....]..1._ ,F...... 17:t -.. • i..... ....... ;..I 1 .. .....1. . ,i......f.:f. - 1 ] ..i liki' iN.--i-411*Iti' ... i 1. .1*-1- -1.-t-.1:1-:.-.1.-..i. - ... .i...s..... ..i. .. 1,.._ 1,..., . __.I t_... .k. { ill | I. 1 -1 :i '---1.01-1 ..--- -Li-. 1 4 .1 i 1 1 1-{ r 1 1_1 t a-:.. ..1...1:1 _ J. - --1----1-1-1 — . -!--1- - ...1 1 :. 1. 1 * , _1_4.... 1 . ..4 .,.. ..1..i.J...!....;..i.....,...1...i..t.. ._ ...... ..4:i . ... .1._..i... .4..lar.71 I , Ill_ -F I- --: ki-t-#.1,ii,i;.:.ffsi.!)y.i..1 .1-. -7.71--7-.., 1 .t-4 - - •- ••• -; -v--, ,....i.::: :1-...-.1:7.-....1...i. .. . ; :.- 'I; _1,.,__,.1.1.....1.:1.1..i...i._..:1....iii 4_1_1.. i.--t- -1,-1- . , ...-1.--i-i-3-t..1 J.... i 4 1.44-44'- ..i,4-1 - ithiii;drad... --. ..f....1.1..i. Lf_.".. l -.. • -1. . 1- .i. I -il ■ 1 : I .1. .*. '''''-•-t- '''• •' !- •'. 11-"Ii.- I: "i-r i i 1 i I i I i I I. i.J.-1... . � li... --1---1-- i.- • 1. L. ;;1;;. .!_i_L.44_1_1_ -.-..-1.--i--T-1.-.11-1: -[-I 1--1-.{7:1-: • •.1 •I:i.zi---i•-..p...•.:-....14:1..,.1..r.-._ ..,-,-. --„ ,- 1... -I-f .1 7,... : . ..._ „.......J._ _. ..I.. .- • 1 - , , • i-ii- , It IIIIII. I . . . .:.•1_1-1— - ~ � -..0..i..1,.... ._. -_,..-.1.-H-r:,-"t--1-1 1 rifi:—.—f_J- )..1.1 .1-.. ..!....1-. --• .1---- ---'--111. .1 .J.- ' . *II .- -1 -, - 1 � 7 �l•��_[[.�'- -�-�' �l � ��T'[7} l '.-l' ]'�lr[` - -. , t_ ..,1-| i) ' |� ��| / ■ | |l | �T �'�- 4LL! I7 1 � | ��-! | I _- 1'� � ' �-�-|� � ' [' t! �� 25 • I`T1 www.hiiti.us Profis Anchor 2.4.6 Company: ISAT Page: 1 Specifier. --— — GW-–--- — -- --- Project_ _____-DURHAM . _ - - Address: Sub-Protect I Pos.No.: Phone I Fax: I Date: 3131/2014 E-Mall: Specifier's comments:B.P.'S 1 Input data tr.�lp Anchor type and diameter Kwlk Bolt TZ-CS 112(2) ii (♦ Effective embedment depth: he=2.000 In.,h,n,,,=2.375 In. Material: Carton Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/20131 5/1/2015 Proof: design method ACI 315/AC193 Stand-off Installation: eb=0.000 In.(no standoff);t e 0.250 In. Anchor plate: I,x ly x t■6.000 In.x 6.000 In.x 0.250 In.;(Recommended plate thickness not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=4.000 In. Reinforcement: tension:condition B.shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[Ib,in.ib] Z { o 0 ea y A ,t9 0 ill r X Input dale end remits must be checked for agreement WO the wining co dtlons end for plauslb4Ilry PROFIS7vldxr'('c)2003.2009-Mill AG,-F L=9494 Scheer—1110 teanglsteredTrademaric�f Nltl-AG-Sdiaarr l' • 26 I1111IIItl.iil r _ www.hlltl.us Profis Anchor 2.4.6 Company: ISAT Page: 2 Specifier— — ——GW -- — — — — — --Project:-- — DURHAM ——— -- — Address: Sub-Project 1 Pos.No.: Phone I Fax: I Date: 3/31/2014 E-Mall: j 2 Proof I Utilization (Governing Cases) Design values[IN Utilization Loading Proof Load Capacity [IN/nv[%] Status {!t Tension Concrete Breakout Strength 860 2140 41/- OK Shear Concrete edge failure In direction x- 82 1288 -/7 OK Loading 1iN jy Utilization 0,0,(%] Status Combined tension and shear loads 0.402 0.064 5/3 23 OK 3 Warnings • Please consider all details and hints/warnings given In the detailed report) Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • My and all Information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilts technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you boar the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hull one regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HiltI Website. HIIti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement wth the existing conditions and b plausdltyl FTf[4-13 fn(O-2001-40a41r11a7iG FG6ASTSdiaa Fat-is a regis;ee-T dawalk dF111f AG;Sdiaar —-- I -INTERNATIONAL -SEISMIC --APPLICATION TECHNOLOGY Appendix 4 ; # 1. , aL DATA �A .f'i PA. {�,,,R„.4 WRY w,-„ ,'..� Ik L,,,,, _.. ,,,, _AF S.b� ...,,..it.4„.Y bM1 ' IC 13eainLoad and Deflection Con vt`t iort ['odors _ ___ The allowable beam loads listed for various spans of each channel assume that the beam is a simply supported,single-span beam.Although this is the most common condition,it is not always true. For other support conditions,multiply the listed allowable load by the factors in this table to obtain the proper load for the given mounting type. Load & Support Configuration Diagram Load Deflection Factor Factor l‘ 1) Simply Supported Beam, 1.00 1.00 Uniform Load 2) Simply Supported Beam, 1 Concentrated Load at Mid-span ■ .s .50 .80 3) Simply Supported Beam, t t 1.00 1.10 Two equal Concentrated Loads at'/4 Points 4) Fixed End Beam, 1.50 .30 Uniform Load t 1 44 5) Fixed End Beam, 1 Concentrated Load at Mid-Span 1 1 • 6) Cantilever Beam, ' Uniform Load 25 2.40 7) Cantilever Beam, Concentrated Load at End I } (7-1;) 3.20 Y i 8) Continuous Beam,Two Equal Spans, • Uniform Load Both Spans .Z. 1.00 .42 9) Continuous Beam,Two Equal Spans, Uniform Load on One Span • "Tri 1.30 .92 - 10) Continuous Beam,Two Equal Spans, Concentrated Load at Mid-span of Each o. 1 1 , .62 .71 11) Continuous Beam,Two Equal Spans, # Concentrated Load at Mid-Span of One. t 45- ;a .66 .48 i gar t.a.r-'KA :te.j,:eti,,r,i E19,- 2'N.3-r' I;YT#CsfY'!St' 7�rr.tr'f,f A71,1,.. t ?-” 15&WItiraCiaMTV,0 18 PHD Manufacturing, Inc. s . a ;r.,+- cam, `�"'• ' 1 .... .41 mss. a:Po. 0 b , � .. a _, .•� 6 •1 a • -- ....: - •- -. ^ msccti%a r-,.:retsR3 z! 4.:ab,5g Elements of Selection _ ..,.-40014042:„. T .7` . . ' _ • .Axis Y-Y Axls Area of Moment Section Radius of Moment Section Radius of C Figure Section of Inertia Modulus Gyration of Inertia Modulus Gyration i Number Inches' Inches' Inches' Inches Inches' Inches' Inches 1001 .561 .189 .209 I .580 .239 .294 .653 1001A 1.122 .958 .589 .924 .478 .588 .653 -..- _ - Modules of Elasticity: 29,500,000 PSI Beam & Column Loads 1 Beam Span Maximum Uniform Load Deflection Uniform Load For Fabricated Figure or Unbraced Column Load 6 25,000 PSI @ 25,000 PSI @ 1/240 Span Channels,reduce I Number Column Height (in Lbs.) (in Lbs.) (In Inches) (ln Lbs.) beam load values as 1001 12., 10454 2610 .01 2610 follows: 1001A 21625 _ 2610* .01 2610* 1001 18* 9950 2269 .03 2269 1011 & 1012 15% " 1001A 21433 _ 2610* .01 _ 2610* 1021 & 1022 10°0 1001 9311 1702 .06 1702 I ' 24" 1031. &1032 30% 1001A 21164 2610* .02 2610' 1001 8582 1361 .09 1361 1041 & 1042 5% 1001A 30" 20819 2610* .03 2610* ,' tdirsiiCAL j , 1001 36. 7801 1135 .13 1135 -. = 1001A A 20397 2610* .06 2610* =' :t:: „.;r ; .. :4 1001 6998 972 17 972* PO f 1001A 42' 19898 2610' .09 2610 $_-. T WBLBII44 1001 6193 851 .22 - 758 4lk`°,. df i i. 48" t, i14i13lk�-3:. 1001A - 19322 2405 .13 2405 '�..:,._..�i'_ ' �►4' :: ti 1001 54. 5392 756 .28 599 t #1*! 4,...- 1001A 18669 2138 .16 2138 i;;'f' i *(; tkiY ; 1001 60, 4718 681 .35 485 ` w'eyds Zi7P., 1 1001A 1.7940 1924 .20 1924 "-".'f0:4**, t fftiuoo sia+vit'• 1 1001 die nF :r<cub., 4202 619 .42 401 66" AO**.fl 4.4i�inhdb}`the' 1001A 17134 1749 .24 1749 ca ! 1001 3791 567 .51 337 ctfigWht etm ittwweldt 'trod. ; . 72 1001A 16251 1603 .28 1603 1!P. 'ii *bit* 1001 3176 486 .69 248 ' " ` ° ° i`,, 84" eltiii iiiio 'ciDfahY pl 1001A 14255 1374 .38 1255 ai ,.,ret ' 1001 96., _ 2728 425 .90 190 d1;#he$n't$;teiirtli; '. 1001A 11951 1202 .50 961 p 401 1001 2381 378 1.13 150 ef�tirn*ahuYd! _t - } . 1 1001A 108" 9524 1069 _ .63 759 .1441 " ' 2101 340 1.40 121 Wa �' oo i 1001 120 800.35'i)weltts t 4q s. i 1001A 7715 962 .78 615 _ l e tz ! z ` :Beam Loads d ;. Loads listed are uniformly distributed,for loads concentrated at center of span multiply uniform load by r . _,.� *1.' .5 and multiply the deflection by.8.When deflection is not a factor use stress of 25,000 PSI.when nVefti, ' v._. df **.tai :. deflection is a factor use deflection of 1/240 Span,`Failure determined by weld shear. * i46i 5Mlgttld-llttdTr `e ! Column Loads •:* ,.,..�y. IF. 1 Column loadings are for allowable axial loads for the unsupported heights listed and include a K value ,? ;frrt iii&;;';;I : � a i;: : 1 of.80.1f eccentric,loads should be reduced according to standard practice. ,:,-:,76.-;;'.> . '".` ^`' : .:.�vim: afi eowN . . xit,evx.. 4F.` r:1p nv v;.:- •dn.• - :.axS?�'.Vat ce0.z.lr-visak 'r- .441e- :. ;n;;.F1s::: ,Q4 PHD Manufacturing, Inc. 27 iiff; ICC EVALUATION c.■ ._ SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1917` Reissued May 1, 2011 1 This report is subject to renewal May 1, 2013. 1 www.icc-es.orq I (800)423-65B7 I (562) 699-0543 A Subsidiary of the International Code Councils DIVISION:03 00 00—CONCRETE SectIon1908 of the 2012 IBC and Section 1911 of the 2009 Section: 0316 00—Concrete Anchors and 2006 IBC. The anchors may also be used where an j engineered design Is submitted In accordance with Section REPORT HOLDER: R301.1.3 of the IRC. HILTI,INC. 3.0 DESCRIPTION 5400 SOUTH 122ND EAST AVENUE 3.1 KB-TZ: TULSA,OKLAHOMA 74146 KB-TZ anchors are torque-controlled, mechanical (800)8794000 expansion anchors. KB-TZ anchors consist of a stud www.us.hlltl.com (anchor body), wedge (expansion elements), nut, and HIItITechEnq(a.us.hlltl.com washer. The anchor(carbon steel version) Is illustrated in EVALUATION SUBJECT: Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL Carbon steel KB-TZ anchors have a minimum 5 pm (0.0002 Inch)zinc plating.The expansion elements for the • ANCHORS IN CRACKED AND UNCRACKED CONCRETE carbon and stainless steel KB-TZ anchors are fabricated 1.0 EVALUATION SCOPE from Type 316 stainless steel.The hex nut for carbon steel conforms to ASTM A563-04,Grade A, and the hex nut for Compliance with the Following codes: stainless steel conforms to ASTM F594. ■ 2012, 2009 and 2006 International Building Code®(IBC) The anchor body is comprised of a high-strength rod • 2012, 2009 and 2006 International Residential Code threaded at one end and a tapered mandrel at the other (IRC) end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the Property evaluated: mandrel. The expansion element movement is restrained Structural by the mandrel taper and by a collar. The anchor is 2.0 USES Installed in a predrilled hole with a hammer. When torque is applied to the nut of the Installed anchor,the mandrel is • The Hilli Kwik Bolt TZ anchor (KB-TZ) is used to resist drawn into the expansion element, which is In turn static, wind, and seismic tension and shear loads in expanded against the wall of the drilled hole. cracked and uncracked normal-weight concrete and sand- 32 Concrete: lightweight concrete having a specified compressive strength, 10, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 Normal-weight and sand-lightweight concrete must MPa). conform to Sections 1903 and 1905 of the IBC. • The 3/-inch- and 112-inch-diameter (9.5 mm and 12.7 3.3 Steel Deck Panels: mm) carbon steel KB-TZ anchors may be Installed in the Steel deck panels must be in accordance with the topside of cracked and uncracked normal-weight or sand- configuration in Figures 5A, 5B and 5C and have a lightweight concrete-filled steel deck having a minimum minimum base steel thickness of 0.035 inch (0.899mm). . member thickness, h,,,ir,. k, as noted in Table 6 of this Steel must comply with ASTM A653/A653M SS Grade 33 • report and a specified compressive strength, fc, of 3,000 and have a minimum yield strength of 33,000 psi (228 psi to 8,500 psi(20.7 MPa to 58.6 MPa). MPa). , The 3/8-Inch-, t/Ankh- and 5/g-inch-diameter (9.5 mm, 4.0 DESIGN AND INSTALLATION 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may • be installed In the soffit of cracked and uncracked normal- 4.1 Strength Design: I weight or sand-lightweight concrete over metal deck 4.1.1 General: Design strength of anchors complying , having a minimum specified compressive strength, f'a. of with the 2012 IBC as well as Section R301.1.3 of the 2012 3,000 psi(20.7 MPa). IRC, must be determined In accordance with ACI 318-11 The anchoring system complies with anchors as Appendix D and this report. I a - described in Section 1909 of the 2012 IBC and Section Design strength of anchors complying with the 2009 IBC 1912 of the 2009 and 2006 IBC. The anchoring system is and Section R301.1.3 of the 2009 IRC must be determined an alternative to cast-In-place anchors described In in accordance with ACI 318-08 Appendix D and this report. 'Revised November 2012 1 ICC-FS Evaluation Reports are■tot to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed �NSJf ' as an endorsement of the subject of the report ore recommendation for Its use.There Is no warranty by ICC Evaluation Service,IlG express or implied,as j to any finding or other matter In this report,or as to any product covered by the report. It Copyright®2012 Page 1 0112 i ESR-1917 I Most Widely Accepted and Trusted Page 2 of 12 Design strength of anchors complying with the 2006 IBC i ( and Section R301.1.3 of the 2006 IRC must be In Npf' =Np,,,,R 17z N,MPa) accordance with ACI 318-05 Appendix D and this report. - Where values for Ng,,,,or Np,,,,a are not provided In Table Design parameters provided in Tables 3, 4, 5 and 6 of 3 or Table 4, the pullout strength In tension need not be this report are based on trio 2012 IBC(ACI 318-11)unless evaluated. noted otherwise In Sections 4.1.1 through 4.1.12.The strength design of anchors must comply with ACI 318 The nominal pullout strength in cracked concrete of the D.4.1, except as required In ACI 318 D.3.3. carbon steel KB-TZ Installed In the soffit of sand- lightweight or normal-weight concrete on steel deck floor Strength reduction factors, 0, as given in ACI 318-11 and roof assemblies, as shown In Figures 5A and 5B, Is D.4.3 and noted In Tables 3 and 4 of this report, must be given In Table 5. In accordance with ACI 318 D.5.3.2, the used for load combinations calculated in accordance with nominal pullout strength In cracked concrete must be Section 1605.2 of the IBC and Section 9.2 of ACI 318. calculated In accordance with Eq-1, whereby the value of Strength reduction factors, A as given in ACI 318-11 D.4.4 N gbibbfri,br must be substituted for Np,c,and the value of 3,000 must be used for load combinations calculated in psi (20.7 MPa) must be substituted for the value of 2,500 accordance with ACI 318 Appendix C. An example psi (17.2 MPa) in the denominator. In regions where calculation In accordance with the 2012 IBC is provided in analysis indicates no cracking In accordance with ACI 318 Figure 7. The value of f''used In the calculations must be 5.3.6, the nominal strength in uncracked concrete must be limited to a maximum of 8,000 psi (55.2 MPa), in calculated according to Eq-2, whereby the value of accordance with ACI 318-11 D.3.7. k., ,,,,,c, must be substituted for Np,,,,c,and the value of 4.1.2 Requirements for Static Steel Strength in 3,000 psi (20.7 MPa) must be substituted for the value of Tension:The nominal static steel strength, N.of a single 2,500 psi (17.2 MPa) in the denominator. The use of anchor In tension must be calculated in accordance with stainless steel KB-TZ anchors installed in the soffit of ACI 318 0.5.1.2. The resulting N.values are provided in concrete on steel deck assemblies is beyond the scope of Tables 3 and 4 of this report. Strength reduction factors 0 this report. corresponding to ductile steel elements may be used. 4.1.5 Requirements for Static Steel Strength In Shear: 4.1.3 Requirements for Static Concrete Breakout The nominal steel strength In shear, V,,,of a single anchor Strength In Tension: The nominal concrete breakout In accordance with ACI 318 D.6.1.2 is given in Table 3 and • • strength of a single anchor or group of anchors in tension, Table 4 of this report and must be used in lieu of the N • ab or Nom, respectively, must be calculated in accordance values derived by calculation from ACI 318-11, Eq. D-29. • with ACI 318 D.5.2,with modifications as described In this The shear strength 14,,,d9b,, of the carbon-steel KB-TZ as • • section. The basic concrete breakout strength in tension, governed by steel failure of the KB-TZ installed in the soffit • Nb, must be calculated in accordance with ACI 318 of sand-lightweight or normal-weight concrete on steel D.5.2.2, using the values of he and k,as given in Tables deck floor and roof assemblies, as shown In Figures 5A 3, 4 and 6. The nominal concrete breakout strength in and 5B, is given in Table 5. tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with 4.1.6 Requirements for Static Concrete Breakout k,,,,cr as given in Tables 3 and 4 and with tPc,k=1.0. Strength In Shear: The nominal concrete breakout For carbon steel KB-TZ anchors Installed In the soffit of strength of a single anchor or group of anchors in shear, Vbb or Vim, respectively, must be calculated In accordance sand-lightweight or normal-weight concrete on steel deck with ACI 318 D.6.2,with modifications as described in this floor and roof assemblies,as shown In Figures 5A and 5B, section.The basic concrete breakout strength, Vb,must be calculation of the concrete breakout strength Is not calculated In accordance with ACI 318 D.6.2.2 based on required. the values provided in Tables 3 and 4.The value of t,used 4.1.4 Requirements for Static Pullout Strength in In ACI 318 Eq. D-24 must be taken as no g-eater than the Tension: The nominal pullout strength of a single anchor lesser of h8,or 84 In accordance with ACI 318 0.5.3.1 and D.5.3.2 In cracked For carbon steel KB-TZ anchors Installed in the soffit of and uncracked concrete, Np o,and Np ,a, respectively, Is sand-lightweight or normal-weight concrete on steel deck given In Tables 3 and 4.For all design cases Wc,p= 1.0. In floor and roof assemblies,as shown in Figures 5A and 5B, accordance with ACI 318 D.5.3, the nominal pullout calculation of the concrete breakout strength In shear Is not strength in cracked concrete may be calculated in required. accordance with the following equation: . 4.1.7 Requirements for Static Concrete Pryout Np f, =Np�'' z.soo (Ib, psi) (Eq-1) Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, 1,40 or V, , respectively, must be calculated in accordance with ACI NP,fl=Np_ r (N,MPa) 318 D.6.3, modified by using the value of k. provided In "'Z Tables 3 and 4 of this report and the value of Nib or kbg as In regions where analysis Indicates no cracking in calculated in Section 4.1.3 of this report. accordance with ACI 318 D.5.3.6, the nominal pullout For carbon steel KB-TZ anchors Installed in the soffit of strength in tension may be calculated in accordance with sand-lightweight or normal-weight concrete over profile the following equation: steel deck floor and roof assemblies,as shown in Figures f� 5A and 5B, calculation of the concrete pry-out strength In 1 Np f, =Np,uncr z,soo (Ib,psi) (Eq-2) accordance with ACI 318 D.6.3 Is not required. , 1 ` ESR-1917 I Most i idelyAccepted and Trusted Page 3 of 12 4.1.8 Requirements for Seismic Design: installed in accordance with Figure 5A or 5B and shall 4.1.8.1 General: For load combinations including have an axial spacing along the flute equal to the greater seismic, the design must be performed in accordance with of 3h.ror 1.5 times the flute width. ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall 4.1.11 Requirements for Critical Edge Distance: In 1 be omitted. Modifications to ACI 318 D.3.3 shall be applied applications where c<cec and supplemental reinforcement under Section 1908.1.9 of the 2009 IBC, or Section to control splitting of the concrete Is not present, the 1908.1.16 of the 2006 IBC.The nominal steel strength and concrete breakout strength in tension for uncracked j the nominal concrete breakout strength for anchors in concrete, calculated in accordance with ACI 318 D.5.2, I tension, and the nominal concrete breakout strength and must be further multiplied by the factor V'op,N as given by 1 pryout strength for anchors in shear, must be calculated In Eq-1: accordance with ACI 318 D.5 and D.6, respectively, taking Into account the corresponding values given In Tables 3,4 iyl•N = 1 (Eq-3) and 5 of this report. The anchors may be installed In Seismic Design Categories A through F of the IBC. The whereby the factor V',p,N need not be taken as less anchors comply with ACI 318 D.1 as ductile steel elements i and must be designed In accordance with ACI 318-11 than ---,I-1'5h . For all other cases, Wc,p,N = 1.0. In lieu of ; c.D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7, ACI 318-08 D.3.3.4, using ACI 318 D.8.6, values of c" must comply with D.3.3.5 or D.3.3.6, or ACI 318-05 D.3.3,4 or D.3.3.5, as Table 3 or Table 4 and values of cec,d.rk must comply with applicable. Table 6. 1 4.1.8.2 Seismic Tension: The nominal steel strength i and nominal concrete breakout strength for anchors In 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and j tension must be calculated In accordance with ACI 318 318-08, when anchors are used In sand-lightweight D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 concrete, the modification factor h, or A, respectively, for and 4.1.3 of this report. In accordance with ACI 318 concrete breakout strength must be taken as 0.6 in lieu of D.5.3.2, the appropriate pullout strength In tension for ACI 318-11 addition the e pullout IBC) or ACI 318-08 D.3.4 (2009 seismic loads, NF,.y, described in Table 4 or Np, k� IBC). In addition the pullout strength Np,cr,Np,,,„cr end Np,.q - described in Table 5 must be used in lieu of Np, as must be multiplied by 0.6,as applicable. applicable. The value of Np,.q or Np,deaw may be adjusted For ACI 318-05,the values Nb, Np,cr,Np,una, N9,«i and Ve by calculation for concrete strength In accordance with determined in accordance with this report must be Eq-1 and Section 4.1.4 whereby the value of Np,da,,kcr must multiplied by 0.6,in lieu of ACI 318 D.3.4. be substituted for Nps, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi For carbon steel KB-TZ anchors Installed in the soffit of (17.2 MPa) in the denominator. if no values for Np,ep are sand-lightweight concrete-filled steel deck and floor and given in Table 3 or Table 4, the static design strength roof assemblies, this reduction is not required. Values are values govern. presented In Table 5 and installation details are show In 4.1.8.3 Seismic Shear: The nominal concrete breakout Figures 5A and 5B. strength and pryout strength in shear must be calculated In 4.2 Allowable Stress Design(ASD): accordance with ACI 318 D.6.2 and D.6.3, as described In , Sections 4.1.6 and 4.1.7 of this report. In accordance with 4.2.1 General: Design values for use with allowable ACI 318 D.6.1.2, the appropriate value for nominal steel stress design (working stress design) load combinations strength for seismic loads, Vsaev described in Table 3 and calculated in accordance with Section 1605.3 of the IBC, Table 4 or V,a•deck described In Table 5 must be used in lieu must be established as follows: . of Vse,as applicable. ON c 4.1.9 Requirements for Interaction of Tensile and TB""ab1er+sn = a Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear qW forces, the design must be performed in accordance with VVAowable,ASD n" . ACI 318 D.7. a 4.1.10 Requirements for Minimum Member Thickness, where: Minimum Anchor Spacing and Minimum Edge ` Distance: In lieu of ACI 318 D.8.1 and D.8.3,values of s,,,b, T34lowae'e.ASD = Allowable tension load(lbf or kN). i and c,,,n as given in Tables 3 and 4 of this report must be Valbweele iSb = Allowable shear load(lbf or kN). • used. In lieu of ACI 318 D.8.5, minimum member , thicknesses h, as given in Tables 3 and 4 of this report ONn = Lowest design strength of an anchor must be used. Additional combinations for minimum edge or anchor group in tension as - distance, cnln, and spacing, s„g,,, may be derived by linear determined in accordance with ACI • interpolation between the given boundary values as 318 D.4.1, and 2009 IBC Section . described in Figure 4. 1908.1.9 or 2006 IBC Section For carbon steel KB-TZ anchors Installed on the top of 1908.1,16,as applicable(Ibf or N). i -' normal-weight or sand-lightweight concrete over profile OVn = Lowest design strength of an anchor i steel deck floor and roof assemblies, the anchor must be or anchor group In shear as , Installed In accordance with Table 6 and Figure 5C. determined in accordance with ACi i J For carbon steel KB-TZ anchors installed in the soffit of 318 D.4.1, and 2009 IBC Section sand-lightweight or normal-weight concrete over profile 1908.1.9 or 2006 IBC Section steel deck floor and roof assemblies,the anchors must be 1908.1.16,as applicable(lbf or N). • t i ESR-1917 I Most Widely Accepted and Trusted Page 4 of 12 a = Conversion factor calculated as a 5.1 Anchor sizes, dimensions, minimum embedment weighted average of the load factors depths and other installation parameters are as set for the controlling load combination. In forth in this report. addition, a must include all applicable 5.2 The anchors must be installed in accordance with the factors to account for nonductile manufacturer's published Instructions and this report failure modes and required over- In case of conflict,this report governs. strength. 5.3 Anchors must be limited to use in cracked and The requirements for member thickness, edge distance uncracked normal-weight concrete and sand- and spacing, described In this report, must apply. An lightweight concrete having a specified compressive example of allowable stress design values for Illustrative strength, t'G, of 2,500 psi to 8,500 psi (17.2 MPa to purposes In shown in Table 7. 58.6 MPa), and cracked and uncracked normal- 4.2.2 Interaction of Tensile and Shear Forces: The weight or sand-lightweight concrete over metal deck interaction must be calculated and consistent with ACI 318 having a minimum specified compressive strength, f'c, D.7 as follows: of 3,000 psi(20.7 MPa). For shear loads Vapp6ad 5 0.2V „ ,Aso, the full allowable 5.4 The values of r.used for calculation purposes must load In tension must be permitted. not exceed 8,000 psi(55.1 MPa). For tension loads Totaled 5 0.2Tepowable,Ase,the full allowable 5.5 Strength design values must be established In load in shear must be permitted. accordance with Section 4.1 of this report. For all other cases: 5.6 Allowable design values are established in Tapptt•d + yaPPUrd -4 ( q )_5 1 2 E accordance with Section 4.2. Tallowable,ASD vallowableASD 5.7 Anchor spacing and edge distance as well as 4.3 installation: minimum member thickness must comply with Tables 3,4,and 6,and Figures 4,5A,5B,and 5C. Installation parameters are provided in Tables 1 and 6 and 5.8 Prior to Installation, calculations and details Figures 2, 5A, 5B and 5C.Anchor locations must comply demonstrating compliance with this report must be with this report and plans and specifications approved by submitted to the code official. The calculations and the code official. The Hilti KB-TZ must be Installed In details must be prepared by a registered design accordance with manufacturer's published Instructions and professional where required by the statutes of the this report. In case of conflict,this report governs.Anchors Jurisdiction in which the project is to be constructed. must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI 5.9 Since an 1CC-ES acceptance criteria for evaluating B212.15-1994. The minimum drilled hole depth is given in data to determine the performance of expansion Table 1. Prior to installation, dust and debris must be anchors subjected to fatigue or shock loading Is removed from the drilled hole to enable installation to the unavailable at this time, the use of these anchors stated embedment depth. The anchor must be hammered under such conditions is beyond the scope of this Into the predrllled hole until h„om Is achieved.The nut must report. be tightened against the washer until the torque values 5.10 Anchors may be Installed in regions of concrete specified In Table 1 are achieved. For Installation In the where cracking has occurred or where analysis soffit of concrete on steel deck assemblies, the hole Indicates cracking may occur (ft > fr), subject to the diameter in the steel deck not exceed the diameter of the conditions of this report. hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for 5.11 Anchors may be used to resist short-term loading due installations into the soffit of concrete on steel deck to wind or seismic forces in locations designated as assemblies,see Figures 5A and 5B. Seismic Design Categories A through F of the IBC, 4.4 Special Inspection: subject to the conditions of this report. • Periodic special inspection is required in accordance with 5.12 Where not otherwise prohibited in the code, KB-TZ • Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or anchors are permitted for use with fire-resistance- Section 1704.15 of the 2009 IBC and Table 1704.4 or rated construction provided that at least one of the • Section 1704.13 of the 2006 IBC, as applicable. The following conditions is fulfilled: • special inspector must make periodic Inspections during • Anchors are used to resist wind or seismic forces anchor Installation to verify anchor type, anchor only. dimensions,concrete type,concrete compressive strength, Anchors that support a fire-resistance-rated •anchor spacing, edge distances, concrete member envelope or a fare- resistance-rated membrane thickness, tightening torque, hole dimensions, anchor I embedment and adherence to the manufacturer's printed are protected by approved fire resistance- rated installation instructions. The special inspector must be materials, or have been evaluated for resistance present as often as required In accordance with the to fire exposure in accordance with recognized "statement of special inspection."Under the IBC,additional standards. requirements as set forth In Sections 1705, 1706 and 1707 • Anchors are used to support nonstructural must be observed,where applicable. elements. 5.0 CONDITIONS OF USE 5.13 Use of zinc-coated carbon stool anchors is limited to The Hilti KB-TZ anchors described In this report comply dry,interior locations. with the codes listed In Section 1.0 of this report,subject to 5.14 Special inspection must be provided in accordance the following conditions: with Section 4.4. ESR-1917 I Most Widely Accepted and Trusted Page 5 0112 5.15 Anchors are manufactured by Hitti AG under an 7.0 IDENTIFICATION approved quality control program with Inspections by The anchors are identified by packaging labeled with the UL LLC(AA-668). manufacturer's name (Hilti, Inc.) and contact information, 6.0 EVIDENCE SUBMITTED anchor name, anchor size, evaluation report number 6.1 Data In accordance with the ICC-ES Acceptance (ICC-ES ESR-1917), and the name of the Inspection agency (UL LLC). The anchors have the letters KB-TZ Criteria for Mechanical Anchors In Concrete Elements embossed on the anchor stud and four notches embossed • (AC193),dated March 2012(ACI 355.2-07). into the anchor head, and these are visible after installation 6.2 Quality control documentation. for verification. TABLE 1—SETTING INFORMATION(CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter(In.) INFORMATION Symbol Units 1/2 5/8 314 d. In. 0.375 0.5 0.625 0.75 Anchor 0,D. (d.)2 (mm) (9.5) (12.7) (15.9) (19.1) N.cmhal bit diameter dm In. 3/8 1/2 I 5/8 314 Effective min. In. 2 2 3-1/4 3-1/8 4 3-3/4 4-314 embedment h. (mm)(mm) (51) (51) (83) (79) (102) (95) (121) Nominal 1. 23116 2.3/8 3.5/8 3-9/16 4-7/16 4-5/16 5-9/16 embedment h- (mm) (59) {80) (91) (91) (113) (110) (142) In. 2-5/8 2-5/8 4 3-3/4 4.3/4 4-1/2 5-3/4 Min.hole depth h. (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 15/8 fastened part' f"' (mm) (6) (19) (6) (9) (19) (3) (41) Required Tim fl-lb 25 40 60 110 Installation torque (Nm) (34) (54) (81) (149) Lin.dia.of hole In M• 7116 9116 11/16 13/16 fastened pert l d6 (mm) (11.1) (14.3) (17.6) (20.6) Standard anchor In. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5.1/2 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (162) (216) (254) (140) (203) (254) Threaded length In. 7/8 1-5/8 2-7/8 1-6/8 2-3/8 3-3/8 4.718 1-1/2 2-3/4 5-114 8.3/4 1-112 4 6 (Ind.dog point) thud (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) 1n. 2-1/8 2-1/8 3-1/4 4 Unthreaded length fob (mm) (54) (54) (83) (102) !The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness Is required,Increase the anchor embedment to suit. The notation In parenthesis is for the 2006 IBC. ( ESR-1917 I Most Widely Accepted and Trusted Page 6 of 12 UNC thread mandrel tnl� IS j* ?!rl 1l1'tllilk. 711i�{ 1iI13, dog point expansion element collar washer hex nut bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) Ca1 _L (thread dr (anch { t'unthr da her h„a,a ha I —_ • 1 FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H I J K L M N O P 4 R S T U V W on bolt head Length of From 1 1 4 2 2% 3 3% 4 4% 5 5'% 6 6% 7 7% 8 8% 9 9'% 10 11 12 13 14 15 anchor, Up to but (inches) not 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 including • • _ a i - FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted end Trusted Page 7 of 12 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ . DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 314 Anchor O.D. d,(do) In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.11 Effective min.embedment' h« in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) (51) (83) (79) (102) (95) (121) Min.member thickness2 h„y in. 4 5 4 6 6 8 5 6 8 6 6 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance c,. In. 4-3/8 4 5-1/2 4-1/2 7-1/2 6 6-1/2 8-3/4 6-3/4 10 8 9 (mm) (111) (102) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229) In. 2-1/2 2-3/4 2-3/8 3-5/B 3-1/4 4-3/4 4-1/8 Mln.edge distance t (mm) (64) (70) (60) (92) (83) (121) (105) in. 5 5-3/4 5-3/4 6-1/B 5-718 10-1/2 8-7/8 for s t (mm) (127) (146) (146) (1561 (149) (267) (225) in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 Min.anchor spacing s„„y„ (mm)_ (84) (70) (60) (89) (78) (127) (102) for c t In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 (rrm) (92) (105) (89) (121) (108) (241) (197) Min.hole depth In concrete ho In. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) (98) (121) (117) (146) lb/in" 100,000 84,800 84,800 84,800 Min.specified yield strength f (N/mm2) (690) (585) 1585) (585) • Min.specified ult.strength f a Ib/in2 125,000 106,000 106,000 106,000 (N/mm) (862) (731) (731) - _(731) • Effective tensile stress area A„) In' 0.052 0.101 0.162 0.237 (mm) , (33.6) (65.0) (104.6) (152.8) • Steel strength In tension N. lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear V„, Ib 3,595 5,495 8,090 13,675 (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, lb 2,255 5,495 7,600 11,745 seismic' y"'° (kN) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,515 5,515 9,145 8,280 10,680 concrete` NP.,,�. (kN) (11.2) NA (24.5) NA (40.7) (36.8) (47.5) Pullout strength cracked Nnp lb 2,270 NA 4,915 NA NA NA NA concrete (kN) (10.1) (21.9) Anchor category° 1 Effectiveness factor k,,,a untracked concrete 24 Effectiveness factor k„cracked concrete° 17 Warr-k„„./k„,7 1,0 Coefficient for pryout strength,k,, 1.0 I 2.0 Strength reduction factor 0for tension,steel failure modes° 1 0.75 Strength reduction factor*for shear,steel failure 0.65 modes . Strength reduction 0 factor for tension,concrete failure modes or pullout,Condition 09 0.65 Strength reduction 0 factor for shear,concrete failure modes,Condition B° 0.70 Axial stiffness In service load a„, lb/in. ' 700,000 range1' fi lb/in. 600,000 For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa. For pound-Inch units:1 mm=0.03937 Inches. 'See Fig.2. . 2For sand-lightweight concrete over metal deck,see Figures 5A,5B and 5C and Table 6. °See Section 4.1.8 of this report. 'For all design cases W.,a=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report, °See ACI 318-11 D.4.3. - °See ACI 318 D.5.2.2. 'For all design cases W„v=1.0.The appropriate effectiveness factor for cracked concrete(ko)or uncracked concrete(k,„„)must be used. ' °The KB-TZ Is a ductile steel element as defined by ACI 318 D.1. ' °For use with the load combinations of ACI 318 Section 9.2.Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 Is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors assodated with Condition A may be used. i 1DMean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of epplicaton. ESR-1917 I Most WidelyAccepted and Trusted Page 8 of 12 TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter IO 3/8 1/2 l 5/8 3/4 Anchor O.D. d.(d,) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min.embedment' hr In. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) 51) (83) (79) (102) 95) (121) Min.member thickness h In. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 4-3/8 3-7/8 5-1/2 4-1/2 7-1/2 6 7 8-7/8 6 10 7 9 Critical edge distance c,, [mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) i • In. 2-1/2 2-718 2-1/8 3-1/4 2-3/8 4-1/4 4 Mln,edge distance c ,, , (mm) (64) _ (73) (54) (83) (60) (108) (102) for s 2 In. 5 6-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 I (mm) _(127) (146) (1331 (140) (140) (254) , (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Min.anchor spacing s„,y, (mm) (57) (73) (51) (70) (60) (127) (102) for c t in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 (mm) (89) (114) (83) (105) _ (108) (241) (178) Min.hole depth Ir.concrete h, In. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) (98) (121) (1171 (146) Ib/in 92,000 92,000 92,000 76,125 Min.specified yield strength 1r (N/mm?) (634) (634) (634) (525) Min.specified ult.Strength tom. IbSn'2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile stress area A.0 in`2 0.052 0.101 0.162 0.237 (mm) (33.6) (65.0) (104.6) (152.8) Steel strength In tension N lb 5,968 11,554 17,880 24,055 „ (kN) (26.6) (61.7) (82.9) (107.0) Steel strength in shear V lb 4,720 6,880 9,870 15.711 (kN) (21.0) (30.6) (43,9) (69.9) Pullout strength In tension, lb 2,735 seismic' N".o (kN) (12.2) NA NA Steel strength In shear, lb 2,825 6,880 9,350 12,890 seismic' V.,•" (kN) (12.6) (30.6) (41.6) (57.3 Pullout strength uncracked lb 2,630 5,760 12,040 concrete' NP"' (kN) (11.7) NA (25.6) NA NA (53.6) • Pullout strength cracked lb 2,340 3,180 5,840 8,110 concrete' N"° (kN) (10.4) (14.1) NA NA (26.0) (36.1) NA Anchor category' 1 2 1 • Effectiveness factor k,,,.r uncracked concrete 24 Effectiveness factor k,cracked concretes 17 1 24 17 17 I 17 I 24 1 17 1/4.„,4=k,,,./k,r° 1.0 Strength reduction factor for tension,steel failure modes' 0.75 Strength reduction factor¢for shear,steel(allure 0.65 ' modes Strength reduction 0factor for tension,concrete 0.85 0.55 0.65 B failure modes,Condition ' Coefficient for pryout strength,k,„ 1.0 2.0 Strength reduction/factor for shear,concrete (allure modes,Condition 55 0.70 . Axial stiffness in service load fii. lb/in. 120,000 range' / Ib/ln. 90,000 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N,1 psi=0.006895 MPa For pound-Inch units:1 mm=0.03937 inches. - 'See Fig.2. 2See Section 4.1.8 of this report.NA(not applicable)denotes that this value does not control for design. 'For all design cases W.,r=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 'See ACI 318-11 D.4.3. 'See ACI 318 D.5.2.2. j W 'For all design cases 1P,,N=1.0.The appropriate effectiveness factor for cracked concrete(k,)or untracked concrete(k,„,=)must be used. 'The KB-TZ Is a ductile steel element as defined by ACI 318 D.1. 'For use with the load combinations of ACI 318 Section 9.2.Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 Is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. 'Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ( .1 I ESR-1917 I Most Widely Accepted and Trusted Page 9 oaf 12 1-► ► 1 ► rn Sdaskel •(3 _ hmlr, a Cmiflats2 co 1111 1111 - I II sdesign sm:n at c 2 1111 '� N II h hm., I I I 1 C igr edge distance c T FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES''°''" Loads According to Figure 5A Loads According to Figure 58 DESIGN INFORMATION Symbol Units Anchor Diameter Anchor Diameter 3/8 112 518 318 1/2 618 Effective Embedment Depth ha in. 2 2 3-1/4 3-1/8 4 2 2 3-114 3-1/8 Minimum Hole Depth h,, In. 2-518 2-5/8 4 3-3/4 4-3/4 2-5/8 2-5/8 4 33/4 Pullout Resistance,(uncracked Na„.-k,,.,,, lb. 2,060 2,060 3,695 2,825 6,555 1,845 1,865 3,375 4,065 concrete) Pullout Resistance(cracked Nawu, lb. 1,460 1,460 2,620 2,000 4,645 1,660 1,325 3,005 2,885 concrete)' Steel Strength in Shear" V,,o,d, lb. 2,130 3,000 4,945 4,600 6,040 2,845 2,585 3,945 4,705 Steel Strength In Shear, V,,,e��,y lb. 1,340 3,000 4,945 4,320 5,675 1,790 2,585 3,945 4,420 Seismic . 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5A and 513 of this report. 'The values listed must be used In accordance with Section 4.1.4 of thls report. 3The values listed must be used it accordance with Section 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. The values listed must be used In accordance with 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations. 'The values for A,in tension and the values for gi„In shear can be found in Table 3 of this report. 'The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be Increased by multiplying the value in the table by(re/3,000f2 for psi or(Pi20.7r2 for MPa. °Evaluation of concrete breakout capacity In accordance with ACI 318 D.5.2,D.6.2,and D.6.3 Is not required for anchors Installed In the deck . soffit. TABLE 6-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C1'2'''4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 318 1/2 Effective Embedment Depth ha In. 2 2 • Minimum concrete thickness' h,„r,,,ho in. 3-1/4 3-1/4 • Critical edge distance c„,,,.44„, in. 9 9 -- Minimum edge distance a,,,r.,.,,ra„ In. 3 4-1/2 Minimum spacing sue,,,, In. 4 6-1/2 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5C of this report. 'For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of h,,,,,„col,„and s„r,. 'Design capacity shall be based on calculations according to values In Table 3 and 4 of this report. 4Applicable for 31/4-In s h„+,,,,a,<4-in.For t1,t,Aod,2 4-inch use setting information in Table 3 of this report. °Minimum concrete thickness refers to concrete thickness above upper flute.See Figure 5C. { ESR-1917 I Most Widely Accepted and Trusted Pap 9 of 12 • sd, ,gl • cn C.1 _ hmin a C,rtri at s 2 __ N 11111 1111 - -- I J 11 111 sdeslgn SmU at C Z M1 Y1 NN h z h,,,,, i , , t I I r I Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1.6.7.6 Loads According to Figure 5A Loads According to Figure 5B DESIGN INFORMATION Symbol Units Anchor Diameter Anchor Diameter • 3/8 112 518 3/8 112 5/8 Effective Embedment Depth ho ir. 2 2 3-1/4 3-1/8 4 2 2 3-1/4 3-1/8 Minimum Hole Depth ha in. 2-5/8 2-5/8 4 3-3/4 4-3/4 2-5/8 2-5/8 4 3-314 Pullout Resistance, untracked concrete) Np .,�, lb. 2,060 2,060 3,695 2,825 6,555 1,845 1,865 3,375 4,065 Pullout Resistance(cracked concrete)3 NO.d.4k C, lb. 1,460 1,460 2,620 2,000 4.645 1,660 1,325 3,005 2,885 Steel Strength in Shear V,,,,.,k, lb. 2,130 3,000 4,945 4,600 6,040 2,845 2,585 3,945 4,705- Steel Strength I6 Shear, V,,,e.,,.q lb. 1,340 3,000 4,945 4,320 5,675 1,790 2,585 3,945 4,420 • Seismic . Installation must comply with Sections 4.1.10 and 4.3 and Figure SA and 58 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. The values listed must be used it accordance with Section 4.1.4 and 4.1.8.2 of this report. 4The values listed must be used In accordance with Section 4.1.5 of this report. °The values listed must be used In accordance with 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations. 6The values for¢y In tension and the values for ft,„In shear can be found In Table 3 of this report. 'The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be Increased by multiplying the value In the table by(G/3,000" psi or(r/20.7/1 for MPa. °Evaluation of concrete breakout capacity In accordance with ACI 318 D.5.2,D.6.2,and D.6.3 Is not required for anchors Installed in the deck soffit. TABLE 6-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C1'2'''4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 _ Effective Embedment Depth he in. 2 2 Minimurr.concrete thickness° had,,, in. 3-1/4 3-1/4 Critical edge distance ca,.,,k,, in. 9 9 • Minimum edge distance cshaacmp In. 3 4-1/2 Minimum spacing a„e,,,K,,,k� In. 4 6-1/2 Installation must comply with Sections 4.1.10 and 4.3 and Figure 5C of this report. For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of h,,,,,,c,,,,,,and s„1,. °Design capacity shell be based on calculations according to values In Table 3 and 4 of this report. 'Applicable for 31/4-in 5 h,,,r,,d.ck<4-In.For hnr,Aw 2 4-inch use setting information In Table 3 of this report. °Minimum concrete thickness refers to concrete thickness above upper flute.See Figure 5C. 1 1 I i ESR-1917 I Most Widely Accepted and Trusled Page 70 of 12 1 1 '$� I i . •, N w \ kWr.,r�w.Mp+ �.f Y , g ,v}kYk r i 1ta • ,1 ,.,r�r s it 3000 PSI NORMAL OR SAND- • i.: :-.-k" r fi fAI `uW.Ct,:. �2 w UGNTWDGNTCONCRE1E p o +0 111 !ri . ',t UPPER ., t.L.% Slf`r., Y y,, RUTE }{ ,s ; vYi ry f'+u�-•..� 11 'fir VALLEY} tir^ity >}��. MIN.2D GAU CIE . I 1;�; dA STEEL W-ODECK MIN. -1f!� I I MN.♦-V2' t I 1_ MIN.12'TYP. ,I LOWER ---,Pi 14-..-.—MAX.r ' FLUTE(MOGE) 1 • OFFSET. } 1 TYP, FIGURE 5A-INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 1 • 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors In the lower flute may be installed with a maximum 1-Inch offset in either direction from the center of the flute. li ip • ' MIN.3.000 PSI NORMAL EIR SAND- 4 r LIGHTWEIGHT CONCRETE _,• N •d ' • a s I- , UPPER . i FLUTE ^ i . [...MIN.] LVAU.EY) MIN.20 GUAGE I ' 1 1I`iN-i 3- 9TEEL W-0DECK MIN.2-11? 3/4'MIN. MIN S'TYP '-- LOWER i FLUTE (RIDGE) FIGURE 58—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-B DECK''' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ' Anchors In the lower flute may be Installed with a maximum'/,-Inch offset in either direction from the center of the flute.The offset distance may be Increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance Is also satisfied. 'Anchors may be placed in the upper flute of the steel deck profiles In accordance with Figure 5B provided the concrete thickness above the upper flute Is minimum 3'/4-inch and the minimum hole clearance of 5/8-lnch is satisfied. • • t 1 h '.1, • MIN.SACO PSI NORMAL t'7R SAND- i :i -._ _._.. *LIGHTWEIGFITCONCRETE - I .I -- •a • . 4 1 „ • UPPER •• i .l FLUTE I 9 I { L;:: �--MIN.2-12' MN S•TYP l- LowER ! FLUTE (RIDGE) i FIGURE 5C—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' ;I 1 I 'Refer to Table 6 for setting information for anchors In to the top of concrete over metal deck. I ' 'Applicable for 3-1/4-ins h,,,h<4-In.For brit,Z 4-inch use setting Information In Table 3 of this report. I , t ' l i 1 ESR-1917 I Most Widely Accepted end Trusted Page 11 of 12 TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES _ Allowable tension(Ibf) Carbon Steel I Stainless Steel Nominal Anchor f'0=2500 psi diameter(In.) Embedment depth(in.) Carbon Steel Stainless Steel 3/8 2 1105 1155 1/2 2 1490 1260 3-114 2420 2530 3-1/8 2910 2910 518 1 4 4015 4215 3/4 3-3/4 3635 3825 4-3/4 4690 5290 For SI:1 lbf=4.45 N,1 psi=0.00689 MPa 1 psl=0.00689 MPa.1 Inch=25.4 mm. iI 'Single anchors with static tension load only. I 2Concrete determined to remain uncracked for the Ire of the anchorage. 'Load combinations from ACI 318 Section 9.2(no seismic loading). ' i 430%dead load and 70%live load,controlling load combination 1.20+1.6 L. 'Calculation of the weighted average for a=0.3'1.2+0.7'1.6=1.48. 'f',=2,500 psi(normal weight concrete). 'h x h,a„ Values are for Condit',on B where supplementary reinforcement in accordance with ACI 318-11 0.4.3 is not provided W 244„1-1011,111742111 1 ,WM it �' �•,.) i '..►±. 017. 1 ' fi / +a�w./ ; 7 1.Hammer drill a hole to the same nominal 2.Clean hole, diamoter as the Kwdc BaItTZ.The hole depth must equal the anchor embedment listed in Table 1.The fixture may ba used as a drilling template to ensure proper anchor location. e7.1.14,,‘,.ea 14,,,-,bai Ervo7/et Ily.,61rii • L.'•• .tar•�..1/ " .iss m.•• '4 — ;_�11F-311=- ICI_ 1I' ' NI • 1 t i A m •• .••••••.''4,44 rai,....... •__._,.,.,„,I i 1 • 3.Drive the Kwlk Bolt 12 into the hose using 4.Tighten the nut to the required i , a hammer. The anther must be driven Installation torque. until the nominal embedment is _ achieved. I FIGURE 6—INSTALLATION INSTRUCTIONS I I i I I t I t I 1 ESR-1917 I Most Widely Accepted and Trusted Page 12 of 12 Given: A l T To„,, 1 A Two 1/2-Inch carbon steel KB-TZ anchors under static tension IIi 7 load as shown. G��/�!j/ r r• « y'. 1,61141 hN=3.25In. w��'1 *" t•, Normal weight concrete,P,=3,000 psi * i f .+ No supplementary reinforcement(Condition 8 per ACI 318-11 .- 4 it: D.4.3 c) ��- ,5 : , , isuB. o `` ""11 II Assume cracked concrete since no other Information Is available. •�,.'�sr�,0�� Leal 1.6 kg Needed:Using Allowable Stress Design(ASD)calculate the allowable tension load for this configuration. 1.8 her c=4' A-A Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. p Step 1.Calculate steel capacity: ¢N=On4,,f,,=0.75 x 2 x 0.101x 106,000=16,0591b D.5.1.2 §4.1.2 Check whether f„,.is not greater than 1.9f,.and 125,000 pi. D.4.3 a Table 3 Step 2.Calculate concrrete breakout strength of anchor In tension: • Ncbg AN*T ec,NVia Iviff N�cp,NNb D.5.2.1 §4.1.3 Step 2a.Ver fy minimum member thickness,spacing and edge distance: h,,,,=6 in.s 6 In. .'. Ok s„i, 2,375,5.75 D.8 Table 3 ..slope= 2.375-5.75 --3.0 Fig.4 3.5-2.375 •• For C,74,,=4in ■ 2,375 controls 3.5,2.375 s, =5.75-[(2.375-4.0X-3.0)]=0.875<2.375in<6in:.ok 0.875 4 c„.', Step b.For A„check 1.5h 1. 3.25 =4.88 in>c 3.0h D.5.2.1 Table 3 P = 5( )- y =3(3.25)=9.75 in>s Step 2c.Calculate AN-and AN.for the anchorage: u AN,..,=9/41.=9 x(3.25)'=95.11n.2 D.5.2.1 Table 3 t AN._(1.5h.,+c)(3h.1+s)=[1.5 x(3.25)+4][3 x(3.25)+6]=139.81n.'<2AN,„:.ok 1 Step 2d.Determine yrec,: e1y=0:.yra)y=1.0 0.5.2.4 - 1 Step 2e.Calculate Nb:Nb=kc,Aa fah;=17 x 1.0 x 43,1313i5 x 3.25' =5,456 lb D.5.2.2 Table 3 ' Step 2f.Calculate modification factor for edge distance: yre '-0.7+0.3 1.5(34 d,h .25}=0.95 D.5.2.5 Table 3 Step 2g.Calculate modification factor for cracked concrete: ore,,=1.00(cracked concrete) D.5.2.6 Table 3 Step 2h.Calculate modification factor to-splitting: v/9",=1.00(cracked concrete) _ §4.1.10 Table 3 139.0 D.5.2.1 §4.1.3 Step 21.Calculate}N.bo:0 No,=0.65 x-x 1.00 x 0.95 x 1.00 x 5,458=4,952 lb , 95.1 D.4.3 c) Table 3 _ l D.5.3.2 §4.1.4 Step 3.Check pullout strength:Table 3,0nN, =0.85 x 2 x 5,515 lb x '=--=7,852 lb>4,952 .'.OK j aoo D.4.3 c) Table 3 1 Step 4.Controlling strength:/N.5,,=4,952 lb<OriNN„<ON,... iN,bp controls D.4.1.2 Table 3 ' -i Step 5.To convert to ASD,assume U=1.2D+1.6L:T 4.9x2_ - P °w•= 1,4t3 -3,346 lb. §4.2 � I FIGURE 7-EXAMPLE CALCULATION 1 1. i 1 1 I j I 1 7 i 1 ALLOWABLE SCREW SHEAR STRENGTH FOR Fu=45 KSI (33 KSI YIELD STRENGTH)' • 0= 3 SCREW SCREW THICKNESS OF ALLOWABLE • SIZE DIAMETER MEMBER IN CONTACT FASTENER ALLOWABLE SHEAR STRENGTH, Pns/Q' WITH SCREW HEAD STRENGTH THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD INCH INCH INCH INCH INCH INCH INCH INCH INCH Pss 1 0 0.036 0.048 0.060 0.075 0.090 0.105 0.135 LBS. LBS. LBS. LBS. LBS. LBS. LBS. LBS. • #10 0.190 0.036 405 188 277 277 277 277 277 277 0.048 405 188 289 370 370 370 370 370 0.060 405 188 289 403 463 463 463 463 0.075 405 188 289 403 - 563 577 577 577 0.090 405 188 289 403 563 693 693 693 0.105 405 188 289 403 563 693 807 807 0.135 405 188 289 403 _ 563 693 807 _ 1040 #12 0.216 0.036 625 200 309 315 315 315 315 315 0.048 625 200 308 420 420 420 420 420 0.060 625 200 308 430 523 523 523 523 1j 0.075 625 200 308 430 _ 600 657 657 657 0.090 _ 625 200 308 430 600 787 787 787 0.105 625 200 308 430 600 787 920 920 0.135 625 200 308 430 600 787 920 1180 114 INCH 0.250 0.036 815 218 340 363 363 363 363 363 0.048 815 218 331 467 487 487 487 487 0.060 815 218 331 463 607 607 607 607 0.075 815 218 331 463 647 760 760 760 0.090 815 218 331 463 647 850 910 910 0.105 815 218 331 463 647 850 1063 1063 0.135 815 218 331 463 647 850 1063 1367 1. MAY BE GOVERNED BY THE ALLOWABLE SHEAR STRENGTH OF THE FASTENER. TABULATED VALUES ARE BASED ON HILT1 KWIK-PRO,ESR-2196. 2. MINIMUM SPACING IS TO BE THREE TIMES THE FASTENER DIAMETER. MINIMUM EDGE DISTANCE SHALL BE 1.5 TIMES THE FASTENER DIAMETER. SCREW SHEAR DESIGN VALUES AISI SPECIFICATION,2007 EDITION F7:1-77'd is' -ffi. international Seismic Application Technology 14848 Northam Street,La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845(fax) www,isatsb,corn V V % Rev.0 10/01/08 Model Law Structural Engineer Page NCEES No.20675 H3.8 ALLOWABLE SCREW PULL-OUT TENSION STRENGTH FOR Fu = 45 KSI (33 KSI YIELD STRENGTH)' D = 3 SCREW SCREW ALLOWABLE ALLOWABLE PULL-OUT STRENGTH, Pnot/f2 2 SIZE DIAMETER FASTENER STRENGTH THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD INCH INCH INCH INCH INCH INCH INCH INCH Pst/iZ 0.036 0.048 0.060 0.075 0.090 0.105 0.135 LBS. LBS. LBS. LBS. LBS. LBS. LBS. LBS. #10-16 0.190 455 87 116 145 182 218 254 _ 327 4 #12-14 0.216 775 99 126 165 207 248 289 373 1/4 INCH 0.250 1525 115 153 191 239 287 333 430 ALLOWABLE PULL-OVER TENSION STRENGTH-Fu = 45 KSI (33 KSI YIELD STRENGTH)' HEX HEAD SCREWS Q 3 = 6 SCREW HEX ALLOWABLE ALLOWABLE PULL-OVER STRENGTH, Pnov/I2 2 • SIZE HEAD FASTENER • DIAMETER STRENGTH THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD INCH INCH INCH INCH INCH INCH INCH INCH Pst/f2 0.036 0.048 0.060 0.075 0.090 0.105 0.135 LBS. LBS. LBS. LBS. LBS. LBS. LBS. LBS. #10-16 0.340 455 138 183 230 287 345 402 517 #12-14 0.340 775 138 183 230 287 345 402 517 1/4 INCH 0.409 1525 156 222 277 345 413 483 622 1. MINIMUM SPACING IS TO BE THREE TIMES THE FASTENER DIAMETER. MINIMUM EDGE DISTANCE SHALL BE 1.5 TIMES THE FASTENER DIAMETER. 2. MAY BE GOVERNED BY THE ALLOWABLE TENSILE STRENGTH OF THE FASTENER. TABLE IS BASED ON HILTI KWIK-PRO, ESR-2196. 3. FOR ECCENTRICALLY LOADED CONNECTIONS THAT PRODUCE A NON-UNIFORM PULL- OVER FORCE ON THE FASTENER, THE NOMINAL PULL-OVER STRENGTH HAS BEEN TAKEN AS 50 PERCENT OF Pnov. SCREW TENSION DESIGN VALUES AISI SPECIFICATION,2007 EDITION 1 international Selsmlc Application Technology 14848 Northern Street:La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845(fax) www.lsatsb.com t l Rev.0 C6/11/08 Model Law Structural Engineer Page NCEES No.20675 H3.9 � ICC EVALUATION + 5 SERVICE Most Widely Accepted and Trusted 1 . I I ICC-ES Evaluation Report ESR-2196* i Reissued October 1, 2011 This report is subject to renewal in two years. t www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® 3 i i DIVISION:05 00 00—METALS designations, sizes and descriptions of head styles, point i Section: 05 05 23—Metal Fastenings styles,drilling ranges and coatings. Screws are supplied in 1 boxes of individual screws,or in collated plastic strips, See i DIVISION: 06 00 00—WOOD,PLASTICS AND Figures 1 through 8 for depictions of the screws described COMPOSITES in Sections 3.2 through 3.9, respectively. Section: 06 05 23—Wood,Plastic,and Composite 3.2 HWH and HHWH Screws: . Fastenings The #8, #10, #12 and 1/4-inch HWH and HHWH screws DIVISION:09 00 00—FINISHES comply with ASTM C 1513 and SAE J78 and have Hex Section: 09 22 16.23—Fasteners Washer or High Hex Washer head styles,respectively.The 1/4-inch HWH screws have a larger diameter than #14 i REPORT HOLDER: screws complying with ASTM B18.6.4, and may be used ! where generic #14 self-drilling tapping screws are HILTI, INC. specified. The screws have an electroplated z:nc coating • 5400 SOUTH 122ND EAST AVENUE complying with the minimum corrosion resistance TULSA,OKLAHOMA 74146 requirements of ASTM F 1941,or a proprietary coating,as • (800)879-8000 indicated in Table 1. • www.us.hilti.com 3.3 PPH Screws: • HNATechnicalServlcestu�hilti.corn . The #8 and #10 PPH screws comply with ASTM C 1513 EVALUATION SUBJECT: and SAE J78 and have a Phillips Pan head style. The screws have an electroplated zinc coating complying with HILTI SELF-DRILLING SCREWS the minimum corrosion resistance requirements of ASTM F 1941. • 1.0 EVALUATION SCOPE 3.4 PPFH SD Framer Screws: . Compliance with the following codes: The#7 PPFH SD Framer screws comply with the material • 2009 International Building Code(2009 IBC) and performance requirements of ASTM C 1513. The • 2009 International Residential Code(IRC) dimensions of the screws comply with the manufacturer's quality documentation. The screws have a Phillips Pan • 2006 International Building Code(2006 IBC)* Framing head style and have an electroplated zinc coating *Codes indicated with an asterisk are addressed in Section, complying with EN/ISO 4042 A3F or a proprietary black 8.0. phosphated coating, as Indicated In Table 1. Property evaluated: 3.5 PBH SD Drywall Screws: i Structural The #6 PBH SD and 48 PBH SD screws comply with 2.0 USES ASTM C 954. The screws have a Phillips Bugle head style • and have an electroplated zinc coating complying witn , The Hilti Self-drilling Screws are used to connect EN/ISO 4042 A3F or a proprietary black phosphated • cold-formed steel members together and to connect coating,as Indicated In Table 1. • gypsum wall board, cement board, wood or other building materials to cold-formed steel. The screws are used In 3.6 PWH SD CMT BD Drywall Screws: engineered connections of cold-formed steel and The #8 PWH SD CMT BD screws comply with ASTM C connections prescribed by the code for cold-formed steel 954. The screws have a Phillips Wafer head style and 1 framing and for sheathing to steel connections. have a proprietary coating. r 3.0 DESCRIPTION 3.7 PTH SD Framer Screws: • 3.1 General: The#10 PTH screws have a Phillips Truss head style and, • The Hilti Self-drilling Screws are self-drilling tapping except for the number of threads per inch, comply with i screws, case-hardened from carbon steel conforming to ASTM C 1513. The screws have an electroplated zinc ASTM A 510, Grade 1018 to 1022.Table 1 provides screw coating complying with EN/ISO 4042 A3F. *Revised November 2011 i I • ICC-ES Evabtatton Reports are not to be construed as re tsenWi aesthetics or any other attributes not specifically addres ed,nor are they to be construed po Pt 8 Y Y �r p"------..,,, as an endorsement of the subject of the report or a recommendation for as use.There G no warranit by ICC Evaluation Service,LLC,tureens or Implied,as 41 `sumo; I to any ftndhrg or other matter In this report,or as to any product covered by the report. � ":"""••••7 Copyright 9 2C11 Page 1 of 8 , ESR 2186 I Most Widely Accepted and Trusted Page 2 of e 1 3.8 PPCH SD Framer Screws: the diameter of the screw, and a minimum distance from IThe #10 PPCH SD Framer screws comply with ASTM C the center of a fastener to the edge of any connected part 1513. The screws have a Phillips Pancake head style and of 1.5 times the diameter of the screw. Minimum edge an electroplated zinc coating complying with the minimum distance when connecting cold-formed framing members must be three times the diameter of the screw, in corrosion resistance requirements of ASTM F 1941. accordance with Section D1.5 of AISI S200. When the • 3.9 PFTH SD Framer Screws: distance to the end of the connected part Is parallel to the The #10 PFTH SD Framer screws comply with ASTM C line of the applied force, the allowable connection shear 1513.The screws have a Phillips Flat Truss head style and strength determined in accordance with Section E4.3.2 of an electroplated zinc coating complying with the minimum Appendix A of AISI S100 must be considered. corrosion resistance requirements of ASTM F 1941. 4.2 Installation: 3.10 Cold-formed Steel: Installation of the Hilti Self-drilling Screws must be In j Cold-formed steel material must comply with Section A2 of accordance with the manufacturer's published Installation { AISI S100. instructions and this report. The manufacturer's published Installation instructions must be available at the jobsite at ; 4.0 DESIGN AND INSTALLATION all times during installation. 4.1 Design: The screws must be installed perpendicular to the work 4.1.1 General: Screw thread length and point style must surface using a variable speed screw driving tool set to not be selected on the basis of thickness of the fastened exceed 2,500 rpm. The screw must penetrate through the material and thickness of the supporting steel,respectively, supporting steel with a minimum of three threads In accordance with the manufacturer's published protruding past the back side of the supporting steel. installation instructions. 5.0 CONDITIONS OF USE 4.1.2 Prescriptive Design: The Hilti HWH and HHWH The Hilti Self-drilling Screws described In this report screws, PPH screws, PTH SD Framer screws, PPCH SD comply with, or are suitable alternatives to what is Framer screws and PFTH SD Framer screws described in specified in,those codes listed in Section 1.0 of this report, Sections 3.2, 3.3, 3.7, 3.8 and 3.9, respectively, are subject to the following conditions; recognized for use where ASTM C 1513 screws of the same size are prescribed in the IRC and In the AISI 5.1 Fasteners must be Installed in accordance with the • Standards referenced In IBC Section 2210. manufacturer's published installation Instructions end • • The Hilti PBH SD screws and PWH SD CMT BD screws this report. If there Is a conflict between the described In Sections 3.5 and 3.8, respectively, are manufacturer's published installation instructions and recognized for use in fastening gypsum board to this report,this report governs. cold-formed steel framing 0.033 Inch to 0.112 Inch (0.8 to 5.2 The allowable loads specified in Section 4.1 are not to 2.8 mm) thick, in accordance with IBC Section 2506 and be increased when the fasteners are used to resist IRC Section R702.3.6.They are also recognized for use In wind or seismic forces. attaching gypsum board sheathing to cold-formed steel 5.3 The utilization of the nominal strength values framing as prescribed In Section C2.2.3 of AISI S 213, contained in this evaluation report, for the design of which is referenced in IBC Section 2210.6. cold-formed steel diaphragms,is outside the scope of 4.1.3 Engineered Design: The Hilti HWH and HHWH this report. Diaphragms constructed using the Hilti screws, PPH screws, PTH SD Framer screws, PPCH SD self-drilling screws must be recognized in a current Framer screws and PFTH SD Framer screws described In ICC-ES evaluation report based upon the ICC-ES Sections 3.2, 3.3, 3.7, 3.8 and 3.9, respectively, are Acceptance Criteria for Steel Deck Roof and Floor recognized for use In engineered connections of cold- Systems(AC43). formed steel light-framed construction. Design of the connections must comply with Section E4 of AISI S100, 5.4 Drawings and calculations verifying compliance with using the nominal and allowable fastener tension and this report and the applicable code must be submitted shear strengths for the screws, shown in Table 5, to the code official for approval. The drawings and Allowable connection strengths for use In Allowable calculations are to be prepared by a registered design Strength Design (ASD) for pull-out, pull-over, and shear professional when required by the statutes of the (bearing)capacity for common sheet steel thicknesses are jurisdiction in which the project is to be constructed. provided in Tables 2, 3 and 4, respectively, based upon 5.5 The rust-inhibitive (corrosion-resistant)coating on the calculations In accordance with AISI S100. Instructions on screws must be suitable for the Intended use, as how to calculate connection design strengths for use in determined by the registered design professional. Load and Resistance Factor Design (LRFD) are found in the footnotes of these tables. For connections subject to 6.0 EVIDENCE SUBMITTED tension, the least of the allowable pull-out, pullover, and Data in accordance with the ICC-ES Acceptance Criteria tension fastener strength of screws found in Tables 2, 3, for Tapping Screw Fasteners (AC118), dated October and 5, respectively, must be used for design. For 2010. connections subject to shear, the lesser of the allowable shear (bearing) and fastener strength found in Tables 4 7.0 IDENTIFICATION and 5, respectively, must be used for design. Connections Hilti Self-drilling Screws are marked with an"H'on the top subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S 100. of the heads, as shown In Figures 1 through 8. Packages of Hilti Seff-drilling Screws are labeled with the report The values in Tables 2,3 and 4 are based on a minimum holder's name (Hilti, Inc.), the fastener type and size, and spacing between the centers of fasteners of three times the evaluation report number(ESR-2196). I i 1 i ESR-2196 I Most Widely Accepted end Trusted Page 3 of 8 ti 8.0 OTHER CODES 3.7, 3.8 and 3.9, respectively, are recognized for use in 8.1 Scope: engineered connections of cold-formed steel light-framed construction. Design of connections must comply with In addition to the codes listed In Section 1.0, the products Section E4 of AISI–NAS, using the nominal and allowable described in this report were evaluated for compliance with fastener tension and shear strengths for the screws,shown the requirements of the 2006 international Building Code° in Table 5. Allowable connection strengths for use In (2006 IBC). The products comply with the 2006 IBC as Allowable Strength Design (ASD) for pull-out, pull-over, noted below. and shear (bearing) capacity for common sheet steel 8.2 Uses: thicknesses are provided in Tables 2, 3 and 4, respectively, based upon calculations in accordance with See Section 2.0. AISI – NAS. instructions on how to calculate connection • 8.3 Description: design strengths for use in Load and Resistance Factor Design(LRFD)are found in the footnotes of these tables. See Section 3.0. For connections subject to tension, the least of the JJ 8.4 Design and Installation: allowable pull-out, pullover, and tension fastener strength of screws found in Tables 2, 3, and 5, respectively, must 8.4.1 Design: be used for design. For connections subject to shear, the • .4 8.4.1.1 General:See Section 4.1.1. lesser of the allowable shear (bearing) and fastener strength found in Tables 4 and 5, respectively, must be 8.4.1.2 Prescriptive Design: The Hilti HWH and HHWH used for design. Connections subject to combined tension screws, PPH screws, PTH SD Framer screws, PPCH SD and shear loading must be designed In accordance with '. Framer screws and PFTH SD Framer screws described In Section E4.5 of AISI–NAS. Sections 3.2, 3.3, 3.7, 3.8 and 3.9, respectively, are g 4.2 Installation:See Section 4.2. recognized for use where ASTM C 1513 screws of the same size are prescribed in AISI standards referenced In 8.5 Conditions of Use: 2006 IBC Section 2210. See Section 5.0. The Hilt! PBH SD screws and PWH SD CMT BD screws 8.6 Evidence submitted: • d • escribed In Sections 3.5 and 3.6, respectively, are recognized for use in fastening gypsum board to Data in accordance with the ICC-ES Acceptance Criteria cold-formed steel framing 0.033 Inch to 0.112 Inch (0.8 to for Tapping Screw Fasteners (AC118), dated November 2.8 mm)thick, In accordance with 2006 IBC Section 2506. 2009. They are also recognized for use to attaching gypsum j board sheathing to cold-formed steel framing as prescribed 8.7 Identification: in Section C2.2.3 of AISI—Lateral, which is referenced in See Section 7.0. - 2006 IBC Section 2210.5. 8.4.1.3 Engineered Design: The Hilti HWH and HHWH screws, PPH screws, PTH SD Framer screws, PPCH screws and PFTH screws described in Sections 3.2, 3.3, � 1 I ESR-2196 I Most Widely Accepted and Trusted Page 4 of e TABLE 1-HILTI SELF-DRILLING SCREWS NOMINAL NOMINAL DRILLING • HEAD POINT CAPACITY(In.) 2 DESCRIPTION DESIGNATION DIAMETER SCREW STYLE' COATING (Number) ; (in.) LENGTH(in.) Min. Max. S-MD 10-16 X 514 HW-1#3 #10-16 0.190 3/4 HWH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 3/4 HWH#3 #10-16 0.190 314 HWH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 3/4 HHWH#3 #10-16 0.190 3/4 HHWH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 1 HWH#3 #10-16 0.190 1 HWH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 1114 HWH#3 #10-16 0.190 11/4 HWH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 11/2 HWH#3 #10-16 0.190 11/2 HWH 3 0.110 0.175 Zinc-1 S-MD 12-14 X 3/4 HWH#3 #12-14 0.216 3/4 HWH 3 0.110 0.210 Zinc-1 3 S-MD 12-14 X 1 KWH#3 #12-14 0.216 1 HWH 3 0.110 0.210 ZInc-1 • S-MD 12-14 X11/2 HWH#3 #12-14 0.216 1'/2 HWH 3 0.110 0.210 Zinc-1 S-MD 12-14 X 2 HWH#3 #12-14 0.216 2 HWH 3 0.110 0.210 Zinc-1 S-MD'/4-14 X3/4 HWH#3 1/4-14 0.250 3/4 HWH 3 0.110 0.220 Zinc-1 S-MD/4-14 X 1 HWH#3 1/4-14 0.250 1 HWH 3 0.110 0.220 Zinc-1 S-MD'/4-14 X11/2 HWH#3 1/4-14 0.250 11/2 HWH 3 0.110 0.220 Zinc-1 S-MD'/4-14 X 2 HWH#3 '/4-14 0.250 2 HWH 3 0.110 0.220 Zinc-1 S-MD 10-16 X 5/e PPH#3 #10-16 0.190 514 PPH 3 0.110 0.175 Zinc-1 S-MD 10-16 X3/4 PPH#3 #10-16 0.190 3/4 PPH 3 0.110 0.175 Zinc-1 S-MD 10-16 X 1 PPH#3 #10-16 0.190 1 PPH 3 0.110 0.175 Zinc-1 S-MD 12-24 X 74 HWH#4 #12-24 0.216 7/4 HWH 4 0.175 0.250 Zinc-1 S-MD 12-24 X 11/4 HWH#4 #12-24 0.216 11/4 HWH 4 0.175 0.250 Zinc-1 S-MD 12-24 X 1'/4 HWH#5 #12-24 0.216 1'/4 HWH 5 0.250 0.500 Zino-1 S-MD 12-24 X 11/4 HWH#5 Kwik Cote #12-24 0.216 1'14 IIWH 5 0.250 0.500 Kwik-Cote S-MD 12-24 X 11/4 HWH#5 Kwik Cote #12-24 0.216 11/4 HWH 5 0.250 0.500 Kwik-Cote with Bond Washei- S-MD 12-24 X 2 HWH#5 Kwlk Cate #12-24 0.216 2 HWII 5 0.250 0.500 Kwik-Cote S-MD 12-24 X 3 HWH#5 Kwlk Cote #12-24 0.216 3 HWH 5 0.250 0.500 Kwik-Cote S-MD 10-16 X7/3 M HWH Collated #10-16 0.190 718 HWH 1 0.028 0.120 Zinc-1 S-MD 12-14 X 1 M HWH Collated #12-14 0.216 1 HWH 1 0.028 0.120 Zinc-1 S-MD 10-16 X3/4 M HWH3 Collated #10-16 0.190 3/4 HWH 3 0.110 0.175 Zlnc-1 S-MD 12-24 X7/8 M HWH4 Collated #12-24 0.216 1/5 HWH 4 0.175 0.250 Zinc-1 S-MD 10-16 X7/8 HWH Pilot Point #10-16 0.190 7J4 HWH 1 0.028 0.120 Z nc-1 S-MD 12-14 X 1 HWH Stitch #12-14 0.216 1 HWH 1 0.028 0,120 Z nc-1 S-SLC 02 M HWH #12-14 0.216 1 HWH 1 0.028 0.120 Zinc-1 S-MD'/4-14 X'14 HWH Stitch Kwik Seal 1/4-14 0.250 7/5 HWH 1 0.028 0.140 Kwik-Cote S-MD 8-18 X'/2 HWH#2 #8-18 0.164 1/2 HWH 2 0.035 0.100 Zinc-1 S-MD 8.18 X31,HWH#2 #8-18 0.164 3/4 HWH 2 0.035 0.100 Zinc-1 S-MD 8.18 X 1/2 PPH#2 #8-18 0.164 1/2 PPH 2 0.035 0.100 Zinc-1 S-MD 8-18 X3/4 PPH#2 #8-18 0.164 3/4 PPH 2 0.035 0.100 Zinc-1 S-M)10-16X'/2HWH#2 #10-16 0.190 1/2 HWH 2 0.035 0.110 Zinc-1 ESR-2196 I Most Widely Accepted and Trusted Page 5 of 8 • TABLE 1-HILTI SELF-DRILLING SCREWS(Continued) a DRILLING NOMINAL NOMINAL HEAD POINT CAPACITY(In.) DESCRIPTION DESIGNATION DIAMETER SCREW COATING* l On.) LENGTH(In.) STYLE' (Number) Mln. Max. S-MD 10-16 X3/4 HWH#2 #10-16 0.190 3/4 HWH 2 0.035 0,110 Zinc-1 S-MD 10-16 X 1 HWH#2 #10-16 0.190 1 HWH 2 0.035 0,110 Zino-* S-MD 12-14 x3/4 HWH#3 Kwik Seal #12-14 0.216 '/4 HWH 3 0.110 0.210 Kwik-Cole S-MD 12-14 x 1 HWH#3 Kwik Seal #12-14 0.216 1 HWH 3 0.110 0,210 Kwik-Cote S-MD 12-14 X 11/4 HWH#3 Kwik Seal #12-14 0.216 11/4 HWH 3 0.110 0.210 Kwik-Cote S-MD 12-14 X 1112 HWH#3 Kwik Seal #12-14 0.216 11/2 HWH 3 0.110 0,210 Kwik-Cote S-MD 12-14 X 2 HWH#3 Kwik Seal #12-14 0.216 2 HWH 3 0.110 0.210 Kwik-Cote S-MD 1/4-14 X 3/4 HWH#3 Kwik Seal 1/4-14 0.250 3/4 HWH 3 0.110 0.220 Kwik-Cote S-MD 1/4-14 x 1 HWH#3 Kwik Seal '/4-14 0.250 1 HWH 3 0.110 0.220 Kwik-Cote S-MD 114-14 X 11/2 HWH#3 Kwik Seal '14-14 0.250 1'/2 HWH 3 0.110 0.220 Kwik-Cote 6 X 1 PBH SD #6-20 0.138 1 PBH 1 0.035 0.075 BP 6 X 1 PBH SD Zinc #6-20 0.138 1 PBH 1 0.035 0.075 Zinc-2 6 X 11/8 PBH SD #6-20 0.138 1'/8 PBH 1 0.035 0.075 BP 6 X 11/8 PBH SD Zinc #6-20 0.138 11/8 PBH 1 0.035 0.075 Zirc-2 6 X11/4 PBH SD #6-20 0.138 11/4 PBH 1 0.035 0.075 BP 6 X 1'/4 PBH SD Z'nc #6-20 0.138 11/4 PBH 1 0.035 0.075 Zirc-2 6 X 15/6 PBH SD #6-20 0.138 15/8 PBH 1 0.035 0.075 BP 6 X 15/6 PBH SD Zinc #6-20 0.138 16/8 PBH 1 0.035 0.075 Zinc-2 6 X 17/8 PBH SD #6-20 0.138 1'/8 PBH 1 0.035 0.075 BP 6 X 17/8 PBH SD Zinc #6-20 0.138 17/8 PBH 1 0.035 0.075 Zinc-2 8 X 25/8 PBH SD #8-18 0.164 2'/8 PBH 1 0.035 0.075 BP 8 X 23/8 PBH SD Zinc #8-18 0.164 2'/8 PBH 1 0.035 0.075 Zinc-2 8 X 26/8 PBH SD #8-18 0.164 25/8 PBH 1 0.035 0.075 BP 8 X 26/8 PBH SD Zinc #8-18 0.164 26/8 PBH 1 0.035 0.075 Zlnc-2 8 X 3 PBH SD #8-18 0.164 3 PBH 1 0.035 0.075 BP 8 X 3 PBH SD Zinc #8--8 0.164 3 PBH 1 0.035 0.075 Zinc-2 7 X'116 PPFH SD Framer #7-18 0.151 7/18 PPFH 2 0.035 0.100 BP 7 X'118 PPFH SD Framer Zinc #7-18 0.151 7/18 PPFH 2 0.035 0.100 Zinc-2 S-DD 10-18 X3/4 PTH#3 #10-18 0.190 3/4 PTH 3 0.110 0.175 Zinc-2 S-DD 10-16 X5/8 PPCH#3 #10-16 0.190 5/8 PPCH 3 0.110 0.175 Zinc-1 . • S-DD 10-12X'/4 PFTH#3 #10-12 0.190 3/4 PFTH 3 0.110 0.175 Zinc-1 . 8 X 11/4 PWH SD CMT BD #8-18 0.164 1'/4 PWH 1 0.03.5 0.075 Tufcoat 8 X 15/8 PWH SD CMT BD #8-18 0.164 15/8 PWH 1 0.035 0.075 Tufcoat - For SI: 1 Inch=25.4 mm. ' 'Refer to Section 3.0 and Figures 1 through 8 for head configuration abbreviations. *For coaling abbreviations,BP=Black phosphated per EN ISO 3892;Zinc-1=ASTM F 1941;Zlrc-2=EN/ISO 4042 A3F;Kwik-Cote=Proprietary organic zinc coating;Tufcoat=Tufccai forest green similar to ISO 10683. I I 1 1 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 8 • TABLE 2—ALLOWABLE TENSILE PULL-OUT LOADS(PN0T/Q),pounds-forea"'r's Steel F„=45 ksl Applied Factor of Safety,a=3.0 Screw Nominal Design thickness of member not In contact with the screw head(In.) Designation Diameter (in) 0.036 0.048 0.060 0.075 0.090 0.105 0.135 #6-20 0.138 63 _ 84 106 132 158 185 238 #8-18 0.164 75 100 125 157 188 220 282 #10-12,#10-16,#10-18 0.190 87 116 145 182 218 254 327 ` 1 #12-14,#12-24 0.216 99 132 165 207 248 289 373 1/4-14 0.250 115 153 191 239 287 333 430 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5, respectively must be Lsed for design. =ANSI/ASME standard screw diameters were used in the calculations and are listed In the tables. 3The allowable pull-out capacity for other member thicknesses can be determined by Interpolating within the table. 'To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD factor of 0.5. °For F„2 65 ksl steel,multiply values by 1.44. TABLE 3—ALLOWABLE TENSILE PULL-OVER LOADS(PNo'lQ),pounds-force'''''''s - • _ . Steel F...45 ksi Applied Factor of Safety,Q■3.0 Washer or Design thickness of member in contact with the screw head(in.) Screw Head Designation Diameter 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 (in.) _ Hex Washer Head(HWH)or High Hex Washer Head(HHWH) #8-18 0.335 225 271 I 363 453 567 680 790 1020 #10-16 0.399 268 323 430 540 673 807 943 1210 #12-14,#12-24 0.415 279 337 447 560 700 840 960 1260 1/4-14 0.500 336 407 540 677 843 1010 1180 1520 Phillips Pan Head(PPH) #8-18 0.311 210 252 336 420 525 630 I 735 945 #10-16 0.364 246 295 393 491 614 737 860 1106 Phillips Truss Head(PTH) #10-18 I 0.433 I 292 I 351 468 I 585 I 731 I 877 I 1023 I 1315 Phillips Pan Framing Head(PPFH) - #7-18 I 0.303 I 205 I 245 327 I 409 I 511 I 614 716 I 920 Phillips Pancake Head(PPCH) #10-16 I 0,409 I 276 I 331 I 442 652 I 690 I 828 966 I 1242 Phillips Flat Truss Head(PFTH) #10-12 I 0.364 I 246 I 295 I 393 I 491 I 614 737 860 _ 1106 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksl=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5, respectively must be used for design. 2ANSI/ASME standard screw head diameters were used In the calculations and are listed In the tables. 1.1-tie allowable pull-over capacity for other member thicknesses can be determined by Interpolating within the table. 'To calculate LRFD values,multiply values In table by the ASD safety factor of 3.0 and multiply again with the LRFD m factor of 0.5. 5For F„2 65 ksl steel,multiply values by 1.44. i 1 f r I ' ESR-2196 I Most Widely Accepted and Trusted Page 7 of 8 TABLE 4-ALLOWABLE SHEAR(BEARING)CAPACITY OF SCREW CONNECTIONS OF COLD-FORMED STEEL,11,1'2'3'14 Steel F„a45ksi • Applied Factor of Safety,II=3.0 Design Nominal thickness of Design thickness of member not In contact with the screw head(in.) Screw member In Designation Di(meter contact with screw head, 0.036 0.048 0.060 0.075 0.090 0.105 0.135 (in.) 0.036 174 239 239 239 239 239 239 0.048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 #8-18 0.164 0.075 174 268 373 497 497 497 497 0.090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 697 li 0.135 174 268 373 497 597 697 897 0.036 188 277 277 277 277 277 277 0.048 188 289 370 370 370 370 370 #10-12 0.060 188 289 403 463 463 463 463 #10-16 0.190 0.075 188 289 403 563 577 577 577 #10-18 0.090 188 289 403 583 693 693 693 0.105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 1040 0.036 200 309 315 315 315 315 315 0.048 200 308 420 420 420 420 420 #12-14 0.060 200 308 430 523 523 523 523 0.216 0.075 200 308 430 600 657 657 657 #12-24 0.090 200 308 430 600 787 787 787 0.105 200 308 430 800 787 920 920 . 0.135 200 308 430 600 787 920 1180 0.036 215 340 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 1/r14 0.250 0.075 215 331 463 647 760 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1060 1370 For Si:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 MPa. 1The lower of the allowable shear(bearing)and the allowable fastener shear strength'ound In Tables 4 and 5,respectively must be used for • design. 2ANSIIASME standard screw diameters were used in the calculations and are listed in the tables 3The al:owable bearing capacity for other member thicknesses can be determined by Interpolating within the table. "To calculate LRFD values,multiply values In table by the ASD safety`actor of 3.0 and multiply again with tho LRFD 1 factor of 0.5. °For F„a 65 ksi steel,multiply values by 1.44. l . ! . s I 1 ESR-2196 I Most Widely Accepted and Trusted Page 8 of 8 TABLE 5—FASTENER STRENGTH OF SCREW • NOMINAL FASTENER STRENGTH ,ALLOWABLE FASTENER STRENGTH4 SCREW DIAMETER DETERMINED BY TESTING DESIGNATION (in.) Tension,P. Shear,P. Tension(P,.10)' Shear(P..ffl)2•3 (Ib) (Ib) (Ib) (Ib) #6-20 0.138 1000 890 335 295 ' , #7-18 0.151 1000 890 335 295 #8-18 0.164 1000 1170 335 390 #10-12 0.190 2170 1645 720 550 1 #10-16 0.190 1370 1215 455 405 1 #10-18 0.190 1390 1845 1 465 615 1 #12-14 0.216 2325 -- _ 1880 775 625 #12-24 0.216 3900 2285 1300 760 1 '4-14 0.250 4580 2440 I 1525 815 For SI:1 Inch=25.4 mm,1 lbf*4.4 N,1 ksl=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5, respectively must be used for design. 2For shear connections,the lower of the allowable shear(bearing)and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. 3See Sections 4,1.3 and 8.4.1.3,as applicable,for fastener spacing and end distance requirements. 4To calculate LRFD values,multiply the nominal fastener strengths by the LRFD cb factor of 0.5. i • i (i ). .1 " FIGURE 1—HEX WASHER HEAD(HWH)AND HIGH FIGURE 2—PHILLIPS PAN HEAD(PPH)SCREW HEX WASHER HEAD(HHWH)SCREW C ' , 1llt1t11011 gt11;'111 FIGURE 3—PHILLIPS PAN FRAMING HEAD(PPFH)SCREW FIGURE 4—PHILLIPS BUGLE HEAD(PBH)SCREW I 1 I Ilk ViV��iM11y1X111111l"M: ; ' 1100100001' FIGURE 5—PHILLIPS WAFER HEAD(PWH)SCREW FIGURE 6—PHILLIPS TRUSS HEAD(PTH)SCREW ( t i 1 • ((:-0 INNOW gik 4 FIGURE 7—PHILLIPS PANCAKE HEAD(PPCH)SCREW FIGURE 8—PHILLIPS FLAT TRUSS HEAD(PFTH)SCREW 1