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Plans J r Submittal 15800-8.1 6755 - Durham Solids Building Odor Control CIP Program Printed 09/12/2016, Page 2 of 2 Files submittal 26a- HVAC seismic calcs rev 9.8 MB 1..pdf Kennedy Jenks Response to Submittal # 15800-8.1 Number: 1 Submitted : 09/01/2016 Created By: Kennedy Jenks, Jake Salter Type: Official Submittal Response Status: Comment: 1.Anchorage 750MAU5010- NET 2.Anchorage 750MAU5020- NET 3.Anchorage 750MAU5030- NET 4.Anchorage 750EF5060-NET 5.Anchorage 750EF5070- NET 6.Anchorage 750EF5080- NET 7. ICC Report-ESR-1917- NET 8. ICC Report- ESR-2196- NET The calculations for the supply fans are Not Reviewed per the submittal instructions. eadoc Clean Water Services Submittal Transmittal No. 15800-8a Durham AWWTF Form 01999-2 Project Name: Durham AWWTP Odor Control System Improvements Phase 2 Date Received: Project Number: 6755 Checked By: Contractor:McClure and Sons Engineer: Clean Water Services Date Checked: Address:15714 Country Club Drive Address: Date Returned: Mill Creek, WA 98012 Spec.Section:15800 Attn:Rob Bechtloff Attn:Randy Naef 1st.Sub. I I ReSub. Ix Date Transmitted:826/16 Previous Transmittal Date: No. Description Manufacturer Dwg.or Data No. Action Taken* Copies 1 HVAC Seismic Calcs rev 1 Remarks: Resubmittal on 1/2 the equipment and 1st submittal on the Hartzell fans *The Action Designated Above is in CONTRACTOR:Must certify one of the following Accordance with the Following Legend: statements pertaining to the transmittal or submittal sent for review: ❑As the General Contractor for this project we certify that A No Exceptions Taken the material or equipment contained in this submittal meets B Make Corrections Noted all the requirements,including coordination with all related C Amend and Re-Submit work specified(no exceptions). D Rejected E Engineer's review not required ❑As the General Contractor for this project we certify that the material or equipment contained in this submittal meets all the requirements specified except for the attached deviations. Comments: By Date Distribution: Contractor I I Owner u Engineer U File U File No. August 2012 01999-1 Reference Forms Durham Odor Control System Improvements Phase 1, Project No. 6550 1T A Division of Tomarco Contractor Specialties Submittal Documents Equipment Anchorage Project Durham AWWTP Odor Control System Improvements Phase 2 Location Tigard, OR Contractor ��RPR Sig ck- ;. 7- # c"" HVAC Inc. c , 0' LON ISAT Project#: 16-P-0143-1 1513 .I, 11 , Z ,c 8/5/2016 WAY N E 8/5/2016 EXPIRES: 6/30/18 Prepared by: INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY(ISAT) 14325 NE Airport Way, Suite 101, Portland, OR 97230 Equipment Anchorage Project Durham AWWTP Odor Control System Improvements Phase 2 A&Viso n of Tomato Contractor Specialties Location 14325 NE Airport Way, Suite 101 Tigard, OR Portland, OR 97230 Contractor HVAC Inc. Table of Contents Description Pages BASIS FOR DESIGN SUSPENDED EQUIPMENT DETAILS&CALCULATIONS DETAILS SK1-SK6 CALCULATIONS 1- 50 APPENDIX Equipment Anchorage A If Project Durham AWWTP Odor Control System Improvements Phase 2 A Division of 7o matra Contractor 3peoWd+s Location 14325 NE Airport Way, Suite 101 Tigard, OR Portland, OR 97230 Contractor HVAC Inc. Basis for Design BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE INCLUDING PROVISIONS OF THE 2014 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE SUPPLEMENTED BY THE ASCE 7-10 EQUIPMENT LOADS: 930EF5040: 685 LBS 750MAU5010: 5,850 LBS 930EF5050: 990 LBS 750MAU5020: 6,080 LBS 750MAU5030: 1,284 LBS 750SF5090: 429 LBS 7505F5060: 624 LBS 750SF5070: 624 LBS 750SF5080: 466 LBS 750EF5060: 1,186 LBS 750EF5070: 1,186 LBS 750EF5080: 696 LBS MATERIAL SPECIFICATIONS: PLATE,ANGLE, MISC. SHAPES: ASTM A36 (Fy=36,000 PSI) 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 E70XX(LOW HYDROGEN). 28-DAY COMPRESSIVE STRENGTH OF CONCRETE ASSUMED TO BE 4,000 PSI. COLD FORMED STEEL SHALL BE GRADE 50 FOR 16 GA OR HEAVIER AND GRADE 33 FOR 18 GA AND LIGHTER. 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 x Basis for Design (cont.) SCOPE OF WORK: THE SUPPORTING STRUCTURE IS BEYOND THE SCOPE OF THIS SUBMITTAL. IT IS 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. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS. 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. ALL STRUCTURAL STEEL AND ANCHORS EXPOSED TO WEATHER, MOIST CONDITIONS OR CHEMICAL ATTACK SHALL BE TREATED FOR CORROSION RESISTANCE PER PROJECT SPECIFICATIONS. FASTENER HOLES SHALL BE MAXIMUM 1/16" DIA. LARGER THAN BOLT DIAMETER. DOES NOT APPLY TO VERTICAL ONLY SUPPORTS, USE WASHERS AS NECESSARY FOR OVERSIZED HOLES. IF HOLES ARE OVERSIZED, THE FASTENERS OR ANCHORS CAN BE MODIFIED BY WELDING A 1/4" THICK 1 5/8" SQUARE WASHER TO THE MOUNTING HOLE WITH A 3/16" FILLET WELD APPLIED TO A MINIMUM OF (2)SIDES OF THE WASHER, BY FILLING VOID WITH EPDXY OR JB WELD PART NUMBER 8265S PRIOR TO PLACEMENT OF WASHER OR BY USE OF NEOPRENE GROMMETS. WHERE EQUIPMENT IS ANCHORED TO A HOUSE KEEPING PAD,ATTACHMENT OF PAD TO SLAB TO BE ADDRESSED BY OTHERS. 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. WHEN UTILIZING CABLE BRACING FOR ANYTHING OTHER THAN VIBRATION ISOLATED SYSTEMS, TENSION THE CABLE TO REMOVE SLACK WITHOUT INDUCING UPLIFT OF THE SUSPENDED ELEMENT. FOR VIBRATION ISOLATED EQUIPMENT CABLES ARE TO BE INSTALLED WITH SUFFICIENT SLACK TO ACCOMODATE, BUT NOT EXCEED, THE VIBRATION ISOLATORS CALCULATED DEFLECTION. SEE MANUFACTURER'S VIBRATION ISOLATOR SPECIFICATIONS. DO NOT TENSION CABLES TO THE EXTENT THAT THEY SUPPORT GRAVITY LOADS. CABLE INSTALLATION IS TO BE SYMMETRICAL. l � MAW A Division of Tomarco Contractor Specialties Suspended Equipment Details & Calculations 1 1 . ISAT BRACE ASSEMBLY O PER BRACING TABLES44 411111 FOR CABLE BRACE ASSEMBLY, THREADED J J� 0 c' 45°±3.75° SUPPORT RODto AND DECK ANCHORAGE F' m• °•o•o•o•0• m C V -------- REQUIREMENTS SEE �" EQUIPMENTcs 45°±g 75° BRACING TABLES c OVERHEAD VIEW �4$* 0 A THREADED ROD, ---> ir ISAT SEISMIC--' \ PAGE H1 BRACKETS STIFFENING ' REQ'D. (TYP.) REQUIREMENTS, PAGE G1 SPRING HANGER, SINGLE CHANNEL EQUIPMENT TOP ' , PAGE G4 45°MAX. RESTRAINT. 1 5/8"X 1 5/8"X 12 GA. TYPE B1, PAGE G2. Ilia!IN 0aI 11ppr-- r #10 SHEET METAL SCREW #10 SHEET METAL SCREWS MAX. EQUIPMENT - MAX. 12"O.C., (4)SCREWS MIN. 12"O.C. (4)SCREWS MIN. OR CHANNEL TRAPEZE 4"O.C. (12 SCREWS MIN.) FOR At SUPPORT, PAGE G2 VIBRATION ISOLATED SYSTEMS IIIM_� � (FOR STRUT W/BRACE ONLY) 7�, END VIEW 7.7 MAXIMUM UNIT LENGTH-3 FEET FOR UNITS EXCEEDING 3 FEET, SEE PAGE B39.1 &B39.2 2-ROD SUSPENDED EQUIPMENT 4-WAY SPLAYED TRANSVERSE-LONGITUDINAL CABLE BRACING 4,,----, `e Rev. 3 International Seismic Application Technology 05/01/15 isa7tD n,�;E.9. + 14848 Northam Street,La Mirada, CA 90638 -1/4',;,,!),, ( Free) (fax)877-999-4728 Toll 714-523-0845 fax Page ' CT\?QQ` ADivision ofTamarcoContractor Spedatties www.isatsb.com . ISAT BRACE ASSEMBLY o PER BRACING TABLES 4 c 45°±3.75° s>, FOR CABLE BRACE ASSEMBLY,THREADED Um' 4)6°•°•°•°•° •m 1---------- — SUPPORT ROD AND DECK ANCHORAGE EQUIPMENT > 3-0" REQUIREMENTS SEE Trig m•o•o•o•o•o •m •alY — BRACING TABLES cs 0 45°±3.75° OVERHEAD VIEW 0 0 N, THREADED ROD, --->, ISAT SEISMIC BRACKETS -iii" PAGE H1 STIFFENING REQ'D. (TYP.) REQUIREMENTS, PAGE G1 SPRING HANGER, PAGE G4 ' 45°MAX. SINGLE CHANNEL EQUIPMENT TOP `,.1. . RESTRAINT. 1 5/8"X 1 5/8"X 12 GA. i. TYPE B1, PAGE G2. Tip w-• F #1 0 SHEET METAL #10 SHEET METAL SCREWS EQUIPMENT SCREWS MAX. 12"O.C. MAX. 12"0.C. OR 4"O.C. FOR CHANNEL TRAPEZE VIBRATION ISOLATED SYSTEMS .•. A SUPPORT, PAGE G2 (FOR STRUT W/BRACE ONLY)ONLY) IMINIMEMEMOMMili _ END VIEW "' 4-ROD SUSPENDED EQUIPMENT 4-WAY SPLAYED TRANSVERSE-LONGITUDINAL CABLE BRACING :, a , Rev.2 4' l';-: `f e . MISIOZ International Seismic Application Technology 05/01/15 i;' iy 14848 Northam Street,La Mirada, CA 90638 4. S 4710 n�' 877-999-4728(Toll Free) 714-523-0845(fax) Page B391 ,,,f*. , )' "Y A Division of Tomarca Contractor Specia�fies www satsb.com . FOR CABLE BRACE ASSEMBLY,THREADED SUPPORT ROD O AND DECK ANCHORAGE REQUIREMENTS SEE O ' BRACING TABLES Q ISAT BRACE ASSEMBLY 9 PER BRACING TABLES J 45°±3.75° um-. J� 4,-- 7 l EQUIPMENT WITH �� ��n ] OSHPD OSP SEISMIC[ >31-0" CERTIFICATION NUMBER. C. SINGLE CHANNEL OVERHEAD VIEW c 45°±3.750 Od EQUIPMENT TOP !6/ RESTRAINT. 1 5/8'X 1 44, 5/8"X 12 GA.TYPE B1, O6 ISAT SEISMIC BRACKETS O PAGE G2. REQ'D(TYP) a THREADED ROD, is, PAGE H1 STIFFENING REQUIREMENTS, PAGE 01 EQUIPMENT WITH "- EQUIPMENT WITHOUT OSHPD OSP SEISMIC OSHPD OSP SEISMIC FACTORY MOUNTING CERTIFICATION CERTIFICATION LUG SYMETRICALLY NUMBER. NUMBER. LOCATED ANYWHERE SECTION THRU EQUIPMENT VERTICALLY ON SIDEWALL BY MFGR. HOLE DIA.=ROD DIA. 4-ROD SUSPENDED EQUIPMENT +1/16"MAX. 4-WAY SPLAYED TRANSVERSE-LONGITUDINAL CABLE BRACING * BRACE ANGLE TO 60°IS ALLOWED WITH REDUCED BRACE SPACING. REFER TO NOTE 21, PAGE 4.3. w4 pry a Rev. 3 f ''t`�, International Seismic Application Technology 05/01/15 __: 14848 Northam Street,La Mirada, CA 90638 1 S 4710 E*> 877-999-4728(Toll Free) 714-523-0845(fax) Page .°r rq r 'stir www.isatsb.com A Division o€Tamarro ContractorSpecialties -,€,F C;,‘ , .V lot-- r,�+' �' ,:ter „„„a"i.,...0. --to,--,.:'as""7* "a�s "§ rv� ,r»".k`r""` -'.:rxa.,- ,:` r",.YF*' ,'„ QABLE^ CCl G: ,.Fs .. a,i'% „yxa<"?"=%: =a""* °"" x`a. k.,':__".. � R SRA N R�QU REIV]EN CSS �' ,> _ , , 4, M�" ,, pyo' �+ i * r .._ •' ` �p ** :xx .,, 7,w b ,„ Rod 1 Mina 4WAY$PAYE1 .,6RACIN QUIR MEI TS Equipment Total Vertical Brace Z Min. Min.Brace Anchorage s Equipment Maximum Vertical Support Reaction Brace Concrete Concrete Tag Weight(lbs) Load Rod Dia. P Assembly Form Pour Metal (lbs) (in) (lbs) Page E3 Deck Deck " 2 RSD%SUPPORT " . 4 Way played 6 ace'Patter'n($3 Q) ,, "`' , 930EF5040 685 377 " 171 ,„ 930EF5050 990 545 248 " "�;( ' i'�' ' " �. z to 4-ROD SVPPQ,RT4 .: .Way,Sp)ay d Brace Patterna(B39 ,R39. 930EF5040 685 189 171 � � w 930EF5050 990 273 ` sw 248 l � _` ` - 8 , J 11 1. TVL=DL+Fv+(0.2SDs/1.4 x Wp). All Terms are Working Loads. 2. At Max.45 Degree Brace Inclination. 3. As an alternate,Brace Anchorage Connections To Structure May Be Employed Using Any Detail From Structural Connections Section"D"Series Details Where Assembly Design Value Meets Or '� �� Exceeds Brace Reaction. 4. Vertical Support Connections May Be Selected From The"G"Series Details Where Design Value "s + ContractorSpecialti s Meets Or Exceeds Rod Total Vertical Load. MINIMUM FORM POUR SLAB WITH POWERS POWER-STUD+SD2 TYP. HOLE 3,000 PSI MIN.NORMAL DEPTH WEIGHT CONCRETE <..° 4 MINIMUM MINIMUM CONCRETEir'. < MINIMUM CONCRETE .�� a ` MINIMUM THIC NESS HOLE THICKNESS l ° ° HOLE iii DEPTH " ('1 °� ° DEPTH , ISAT SEISMIC BRACKET, 4 14-- '"Gv �, BRACKET ROTATED ,�. MINIMUM EDGE TO ANY ANGLE POWERS POWER-STUD+SD2TYP. DISTANCE AROUND ANCHOR, MINIMUM TAKE APPROPRIATE PRECAUTIONS TO AVOID CUTTING CONCRETE CONCRETE REINFORCING AND TENDONS WHEN INSTALLING RETROFIT ANCHORS. THICKNESS ";\ Se- - Sei_ Po ,-- ICC -, Bracey „ \__ ' — 3o°<-® _ _ _MINIM Brace— ' DesigA . _ Inch _—► N3SD23 3/8 2 5/8 2 4 20 6 6 1/2 395 379 2 1/2 310 N4SD23 1/2 2 3/4 2 4 1/2 40 6 8 454 435 4 410 N7SD23 1/2 4 3 1/4 5 3/4 40 9 3/4 10 798 776 4 682 N9SD23 5/8 4 1/4 3 1/4 5 3/4 60 9 3/4 8 949 907 4 1/4 765 N12SD23 5/8 5 1/4 4 1/4 6 1/2 60 12 3/4 15 3/4 1,232 1,216 4 1/4 1,046 1. MINIMUM EFFECTIVE EMBEDMENT IS AFTER THE ANCHOR HAS BEEN SET. 2. ANCHOR SPACING IS THE CENTER-TO-CENTER DISTANCE BETWEEN TWO ANCHORS. 3. AT CONCRETE CORNERS USE THE TABULATED VALUE FOR"EDGE DISTANCE FOR PMAX'FOR ONE EDGE WHERE THE"MIN. EDGE DISTANCE"IS USED FOR THE PERPENDICULAR CONCRETE FACE. 4. BRACE LOAD VALUES SHOWN ARE ALLOWABLE STRESS DESIGN(ASD). CAPACITIES DERIVED IN CONFORMANCE WITH ASCE-7 AND ACI318,APPENDIX D. SINGLE ANCHOR POWERS POWER-STUD+ SD2 FOR SEISMIC BRACE CONNECTION IN FORM POUR SLAB Rev. 4 .� —!■ International Seismic Application Technology 06/01/15 r411_• 14848 Northam Street,La Mirada, CA 90638 s 471 n a c, , -70.„'*,_, 877-999-4728(Toll Free) 714-523-0845(fax) Page V,/,' -9ti e/-4:'.'s' www.isatsb.corn D 1.1 SD23 4—`,--- - 02A Division of Tomarco Contractor Specialties ,Fgkt, .., 3,000 PSI MIN.LIGHT WEIGHT OR NORMAL WEIGHT CONCRETE POWERS POWER-STUD+SD2 5/8'MIN. 44 ° ° a 4 . 4 ° a. e 4 i MIN.HOLE A a DEPTH FLUTE HEIGHT, `1/ 4 1 1/2",2"OR 3" 0°TO 60 MIN.20 GA.METAL DECK 1"MAX.OFFSET ISAT SEISMIC BRACKET SUITABLE FOR 41/2"MIN. INSTALLATION WITH BRACKET ROTATED FLUTE WIDTH TO ANY ANGLE AROUND ANCHOR. Seismically Qualified for Anchorage In Cracked Concrete Seismic Design Categories C,D,E and F Powers PowerStud+SD2 Concrete Expansion Anchor,Minimum 3,000 psi LWC ICC Report No.ESR-2502(Dated May 2015),Table 1,Table 3,Table 4 and Fig.4A. 30-38 >38 Deg. Degrees 5 60 Deg. Brace Maximum Maximum Minimum Minimum Minimum Min. Concrete Anchorage Anchor Brace Brace Hole Effective Anchor Edge Installation Thickness Above Designation Diameter Load(P)° Load(P)4 Depth Embedment 1 Spacing 2 Distance Torque Top Flute 3 Inch Lbs. Lbs. Inch Inch Inch Inch Ft-Lbs. —�� L2S D2 3/8 307 277 2 5/8 2 6 6 1/2 20 3 1/4 L3SD2 1/2 380 318 2 3/4 2 6 8 40 3 1/4 L5SD2 1/2 617 538 4 3 1/4 9 3/4 10 40 3 1/4 L6SD2 5/8 654 615 4 1/4 3 1/4 9 3/4 8 60 3 1/4 L9SD2 5/8 1,055 984 5 1/4 4 1/4 12 3/4 15 3/4 60 3 1/4 1. MINIMUM EFFECTIVE EMBEDMENT IS AFTER THE ANCHOR HAS BEEN SET. 2. SPACING MEASURED ALONG THE FLUTE. 3. BASED ON INSTALLATION IN LOW FLUTE. 4. BRACE LOAD VALUES ARE ALLOWABLE STRESS DESIGN(ASD). CAPACITIES DERIVED IN CONFORMANCE WITH ASCE-7 AND ACI 318,APPENDIX D. SINGLE ANCHOR POWERS POWER-STUD+ SD2 SEISMIC BRACE CONNECTION IN METAL DECK SLAB Rev.2 {{yy _, ,l International Seismic Application Technology 05/01/15 tti. q[ �d 84710 s m l ( 14848 Northam Street,La Mirada, CA 90638 v1 877-999-4728(Toll Free) 714-523-0845(fax) Page 4� Ute " www.isatsb.com D2. 1 SD2 OF cA�,�4 A Division of Tomarco Contractor Specialties 1<-6"MAX.- - BRACE ARM ADAPTER ISI 1/2"HEX BOLT lig STEEL WEB JOIST &II :,... . , AFCON C O N#085OPA-0601 ,o ,, .. �c^1.1 .. ISAT SEISMIC BRACKET SIDE VIEW SECTION CONNECTION TO STRUCTURAL STEEL SUBJECT TO PRIOR APPROVAL FROM ENGINEER OF RECORD. JOIST BRIDGING,CHORD BENDING AND TRANSFER OF LOADS INTO THE STRUCTURAL DIAPHRAGM ARE TO BE DESIGNED BY THE ENGINEER OF RECORD. PERPENDICULAR SEISMIC BRACE CONNECTION TO TOP CHORD OF OPEN WEB STEEL JOIST o °Nay Rev.2 'Qw' n. R International Seismic Application Technology �1 \1— MISAT 14848 Northam Street,La Mirada, CA 90638 12/15/15 s 4710 I.a� 877-999-4728(Toll Free) 714-523-0845(fax) Page \\r`'9UCTV4'fe�4t A Division of Tomarco Contractor Specialties www.isatsb.com D5.1 -FOf CAUJ - Directory - SR Brackets & AB45 Clip(Wedgy Cable Brace Assemblies) I ISAT Brace Assembly Cable Assembly ISAT Seismic Brackets Upper Tie Mechanism Lower Tie Rod _ Brace Arm Design Swaged Wedgy Mechanism Diameter Lower Upper Dia. Value Page E4.3.1 Page E4.3 Detail I Type Inch Bracket Bracket Inch P(lbs) SR Lower and Upper Brackets Page F1.2 Page F1.2 CBVV2 CBW2.1 A, WEDGY1 3/8 S250R38 S250R38 3/32"Dia. 295 CBW2.2 CBW2.3 A, WEDGY2 3/8 S250R38 S250R12 1/8"Dia. 450 CBW2.4 CBW2.5 A, WEDGY2 3/8 S300R38 S300R12 1/8"Dia. 550 CBW4 CBW4.1 A, WEDGY1 1/2 S250R12 S250R12 3/32"Dia. 295 CBW4.2 CBW4.3 A, WEDGY2 1/2 S250R12 S250R12 1/8"Dia. 450 CBW4.4 CBW4.5 A, WEDGY2 1/2 S300R12 S300R12 1/8"Dia. 550 CBW5 CBW5.1 A, WEDGY1 5/8 S300R58 S250R12 3/32"Dia. 295 CBW5.2 CBW5.3 A, WEDGY2 5/8 S300R58 S300R12 1/8"Dia. 550 CBW5 CBW6.1 A, WEDGY 1 3/4 S300R34 S250R12 3/32"Dia. 295 CBW6.2 CBW6.3 A, WEDGY2 3/4 S300R34 S300R12 1/8"Dia. 550 SR Lower, AB45 Upper Brackets Page F1.2 Page F5.1 _-► CBW11 CBW11.1 B, WEDGY1 3/8 S250R38 AB4512 3/32"Dia. 285 - CBW11.2 CBW11.3 B, WEDGY2 3/8 S250R38 AB4538 1/8"Dia. 450 CBW11.4 CBW11.5 B, WEDGY2 3/8 S250R38 AB4512 1/8"Dia. 450 CBW11.6 CBW11.7 B, WEDGY2 3/8 S300R38 AB4512 1/8"Dia. 550 CBW13 CBW13.1 B, WEDGY1 1/2 S250R12 AB4512 3/32"Dia. 285 CBW13.2 CBW13.3 B, WEDGY2 1/2 S250R12 AB4538 1/8"Dia. 450 CBW13.4 CBW13.5 B, WEDGY2 1/2 S250R12 AB4512 1/8"Dia. 450 CBW13.6 CBW13.7 B, WEDGY2 1/2 S300R12 AB4512 1/8"Dia. 550 CBW14 CBW14.1 B, WEDGY2 5/8 S300R58 AB4512 1/8"Dia. 550 CBW15 CBW15.1 B, WEDGY2 3/4 S300R34 AB451 2 1/8"Dia. 550 AB45 Lower and Upper Brackets Page F5.1 Page F5.1 CBVV21 CBVV21.1 C, VVEDGY 1 3/8 AB4538 AB4538 3/32"Dia. 295 CBW22 CBW22.1 C, WEDGY2 3/8 AB4538 AB4538 1/8"Ilia. 550 CBW31 CBW31.1 C, WEDGY1 1/2 AB4512 AB4512 3/32"Dia. 285 CBW32 CBW32.1 C, WEDGY2 1/2 AB4512 AB4512 1/8"Dia. 550 CBW41 CBVV41.1 C, VVEDGYI 5/8 AB4558 AB4512 3/32"Dia. 285 CBW43 CBW43.1 C, WEDGY2 5/8 AB4558 AB4512 1/8"Dia. 550 1. Use Of Any Non-ISAT Bracket Voids Engineering. 2. Nominal 45 Degree Brace Angle. Assembly Design Values In Bold Italics Are Recent Revisions. R 64-- Rev. 8 �% >',i International Seismic Application Technology 01/15/16 14848 Northam Street,La Mirada, CA 90638 tt 6 S4710 aiaj' oak .g;' =AY877-999-4728(Toll Free) 714-523-0845(fax) Page <r",..„...),.<?,,,,,,Pe; www.isatsb.com E3. 1A A Division ofTomarco Contractor Specialties cn SWAGED FITTING ���f � � SR SEISMIC BRACKET CABLE j OP; WEDGY SR SEISMIC (A) SR TO SR BRACKET AB45 SEISMIC BRACKET (B) AB45 TO SR SR SEISMIC //• BRACKET AB45 SEISMIC BRACKET (C) AB45 TO AB45 AB45 SEISMIC BRACKET ABHWS SEISMIC (l / BRACKET , # \L> ,/ (D) RCHWS TO ABHWS RCHWS SEISMIC p %/ BRACKET REFER TO TABLE A),PAGE E3.1 FOR ASSEMBLY DESIGN VALUES. SWAGED FITTING & WEDGY REFER TO NOTE 18, PAGE 4.2 FOR CABLE TENSIONING ON NON-VIBRATION ISOLATED INSTALLATIONS.CABLE BRACING TO BE INSTALLED IN A SYMMETRICAL CABLE TIE ASSEMBLIES PATTERN PER B-SERIES INSTALLATION DETAILS. a -: 41 Rev. 1 International Seismic Application Technology 12/03/15 s4310 m) ��� 14848 Northam Street,La Mirada, CA 90638 4 i 877-999-4728(Toll Free) 714-523-0845(fax) Page + � www.isatsb.com A.40-cit).. A Division of Murano Contractor**daises E4.3.1 -L_ BOTTOM OF ROD COUPLER,HEX NUT,OR DECK INSERT(f&B) 2"MAXIA 7— 6"MAX I RC-1 ROD ■ i Jr STIFFENER WITH IF it BREAK-AWAY 6"MAX III HEX HEAD. SEE DIM'6' BELOW. mi I DIM"A.. �ru W • I in 2"MAX. \ \\- DIM'B' 6'MAX �� CONTINUOUSRODIS 6"MAX (� � DETAIL AT MULTI-TIERED i � ��� 1 TRAPEZE SYSTEMS 2"MIN. -- r RC-1 ROD STIFFENER WITH RC-2 ROD STIFFENER Rod Stiffener Chart BREAK-AWAY HEX HEAD(TYP) �. Dim.A Dim. B 3/8"THRU 5/8"DIA.ROD j� Maximum Maximum �('. 7 : C! - Threaded Rod Length Spacing 17III III,� III III,I Rod Without Between II PLATE AT B2 1. Diameter Stiffener Rod Stiffeners M . - RC-2.1 ROD STIFFENER STRUT ONLY Inch Inch Inch ■ E 1/2 18 38 i1 1111111" ii /�5/8 24 48III 111��11 , iS %/3/4 30 57 L •L J 7/8 40 40 STRUT: -0 • 5/8"THRU 1 46 46 1 5/8"x 1 5/8"x 12 GA. STRUT: 1°DIA.ROD 1 1/8 54 54 SOLID OR SLOTTED x 8'-0"MAX. RC2: B1 STRUT 1 5/8"x 1 5/8"x 12 GA.SOLID OR 1 1/4 58 58 1 5/8"x 1 5/8"x 12 GA. SLOTTED x 8'-0"MAX. 1 3/8 66 66 SOLID BACK-TO-BACK x 15-0" RC2.1: B2 STRUT 1 5/8"x 1 5/8'x 12 GA.SOLID 1 1/2 72 72 MAX. BACK-TO-BACK x 15-0'MAX.(AS SHOWN) 1. ROD STIFFENING REQUIRED ONLY FOR HANGER RODS TO WHICH SEISMIC BRACING HAS BEEN INSTALLED. 2. TIGHTEN RC-1 STIFFENER NUT TO FINGER TIGHT THEN WRENCH TIGHT TILL HEX HEAD BREAKS OFF(2 FULL TURNS,35 FT-LBS APPROXIMATE). 3. ROD STIFFENERS MAY BE ELIMINATED WHERE TWO RIGID BRACES ARE ATTACHED TO THE SAME ROD AND ARE 180 DEGREES OPPOSED TO ONE ANOTHER. 4. MAX.ALLOWABLE STRUT COMPRESSION:B1 SOLID=2300 LBS, 81 SLOTTED=2000 LBS, B2 SOLID=2100 LBS. B2 SLOTTED NOT ALLOWED. ROD STIFFENING REQUIREMENTS 4.-, Rev. 5.2 14. AI International Seismic Application Technology 12/30/15 1 : 14848 Northam Street,La Mirada, CA 90638 `X Sago • "Z 877-999-4728(Toll Free) 714-523-0845(fax) Page ‘.109f R Ct�P��`�} A Division of Tomarro Contractor Specialties www.isatsb.com /�1 Min. ASTM A36 Steel High Temperature Building Services Applications Piping Rod Maximum Tension Maximum Tension Diameter Design Value Design Value Inch Lbs Lbs 3/8 610 790 1/2 1,130 1,460 5/8 1,810 2,340 - 3/4 2,710 3,500 7/8 3,770 4,860 1 4,960 6,400 1-1/8 6,230 8,000 1-1/4 8,000 10,300 1-3/8 - 12,180 1-1/2 - 14,960 1-3/8 - 20,180 2 - 26,680 ASME B31.1 ASME B31.9 Rod Temp of 650 Deg. ALL-THREAD ROD FOR VERTICAL SUPPORTS Rev. 1 �° International Seismic Application Technology��'� ��y, MISAT Pp 02/15/16 tkt sa7�o * .I 14848 Northam Street,La Mirada, CA 90638 877-999-4728(Toll Free) 714-523-0845(fax) Page �� • `‹i:),"''UC:0-- � ADivisionofTomarcoContractorSpecialties W ISatSb.COm H1 MISIAT A Division of Tomarco Contractor Specialties Details . , ‘ . I 11-3 1/8" 1 NOTES: 1. EQUIPMENT FOOTPRINT MAX. WT. = 5,850 LBS. ATTACH UNIT TO CURB AND CURB TO STRUCTURE WITH #12 SMS @ 8" O.0 ENTIRE PERIMETER ' \—7:313 (1) 0 750MAU5010 ANCHORAGE PLAN SCALE: 1/4" = 1-0" 11'-7 1/4" NOTES: 1. EQUIPMENT FOOTPRINT- MAX. WT. = 6,080 LBS. ATTACH UNIT TO CURB AND CURB TO STRUCTURE WITH #12 SMS @ 8" O.C. ENTIRE PERIMETER Zi) \— a) (1) 2 750MAU5020 ANCHORAGE PLAN SCALE: 1/4" = 1,-0" PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: 1 11 International Seismic Application Technology 6/27/16 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW A Division of Toms=Contractor Specialties www.isatsb.com PAGE' SK1 5'-9 1/2" NOTES: 6"TYP. 4 f-- 1. EQUIPMENT FOOTPRINT- MAX. WT. = 1,284 LBS. 2. ANCHORAGE LOCATION PER DETAIL -TYP. (1) (2) TYP. 3 750MAU5030 ANCHORAGE PLAN SCALE: 1/2" = 1'-0" 2'-7 7/8 1 NOTES: 3"TYP. H 1. EQUIPMENT FOOTPRINT MAX. WT. = 429 LBS. 2. ANCHORAGE LOCATION PER DETAIL -TYP. 63 N (N (1) Alnk (2) I TYP. 750SF5090 ANCHORAGE PLAN SCALE: 1" = 1'-0" PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: A International Seismic Application Technology 6/27/16 'a y 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW www.isatsb.com PAGE: A Division of 7omarco Contractor 5perialtr`es SK2 5'-0" NOTES: 6"TYP. 1. EQUIPMENT FOOTPRINT- MAX. WT. = 624 LBS. 2. ANCHORAGE LOCATION PER DETAIL-TYP. 0 an (1) �� (2) 'gp TYP. CO750SF5060 & 750SF5070 ANCHORAGE PLAN SCALE: 1/2" = 1'-0" 3'-4" NOTES: 3"TYP. 1. EQUIPMENT FOOTPRINT- MAX. WT. = 466 LBS. 2. ANCHORAGE LOCATION PER DETAIL-TYP. co (1) Mk (2) Mr TYP. 750SF5080 ANCHORAGE PLAN 6 SCALE: 3/4" = 1'-0" PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: ,�`� International Seismic Application Technology 6/27/16 /" 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW A Division of Tomarro ContractorSperiaities www.isatsb.com PAGE: SK3 / (1) i9 0 750EF5060 & 750EF5070 ANCHORAGE - PLAN VIEW SCALE: 3/4" = 1'-0" NOTES: 1. EQUIPMENT FOOTPRINT- MAX. WT. = 1,186 LBS. ATTACH UNIT TO CURB AND CURB TO STRUCTURE WITH #12 SMS @ 12" O.C. ENTIRE PERIMETER PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: A w International Seismic Application Technology 6/27/16 �„ ` 1 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW A Division of romarro Contractor specialt es www.isatsb.com PAGE: S K4 r5'-1 1/4" 1 m .47 NOTES: 1. EQUIPMENT FOOTPRINT- 4'-6" MAX. WT. = 696 LBS. ATTACH UNIT TO CURB WITH #12 SMS @ 6" O.C. (1) 2. (4) #14 SMS 3. L3x3x1/4x0'-3" A 4. 4"THICK MIN. CONCRETE SLAB OR HOUSE KEEPING PAD -AT HKP ATTACHMENT OF PAD TO SLAB BY OTHERS 1'-0" w TYP. 5. 3/8" DIA. HILTI TZ ANCHOR A BOLT WITH 2" EMB. 8 750EF5080 ANCHORAGE - PLAN VIEW SCALE: 1/2" = 11-0" (1) NI - 1 1/2" (2) 4" MIN. I' (3) (4) sae 111.11 —111 I la 4 1 (5) SECTION A-A SCALE: 1-1/2" = 1'-0" PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: ..... _,ice International Seismic Application Technology 6/27/16 T 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW ADivision ofTomarcoContractor Spectahtes w •isatsb.com PAGE' S K5 (1) 1 1/2" (2) t -- 4" MIN. -- (3) fI (4) - BE1 1. I (5) 8 DETAIL A - ANCHORAGE DETAIL SECTION VIEW SCALE: 1/2" = 1'-0" NOTES: 1. EQUIPMENT 2. (3) #12 SMS 3. L3x3x1/4x0'-3" 4. 4"THICK MIN. CONCRETE SLAB OR HOUSE KEEPING PAD - AT HKP ATTACHMENT OF PAD TO SLAB BY OTHERS 5. 3/$" DIA. HILTI TZ ANCHOR BOLT WITH 2" EMB. PROJECT:DURHAM CONTRACTOR: HVAC INC. AWWTP ORIGINAL: A International Seismic Application Technology 6/27/16 i 14848 Northam Street,La Mirada, CA 90638 DRAWN BY: 877-999-4728(Toll Free) 714-523-0845(fax) GW www.isatsb.com PAGE: A Division of Tomarco Contractor specialties S K6 Maar A Division of Tomarco Contractor Specialties Calculations SEISMIC DESIGN FORCE(SDF)CALCULATION WORKSHEET `,j�t,�ls" -f,;...;--- ! y__ APPLICABLE CODES:2007/2010/2013 CBC AND 2006/2009/2012 IBC(Based on ASCE 7-05/10) iINTERNATIONAL SEISMIC APPLICATION TECHNOLOGY } 14325 NE Airport Way Suite#101,Portland,OR 97230 PHONE 503-252-4423 I FAX 503-252-4427 Project Name: Durham AWWTP Date: 6/21/2016 Location: Tigard,OR Project Zip Code: 0 Contractor: HVAC Inc. Note: The following Seismic Critena was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration(5%Damped)at short periods(ASCE 7-05/10,Section 11.4.4) SDS= 0.714 Component Importance Factor(ASCE 7-05/10,Section 13.1.3) ID= 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) ap= (see table 3) Component Response Modification Factor(ASCE 7-05/10,Table 13.6-1) RD= (see table 3) Seismic Design Category(ASCE 7-05/10,Table 11.6-1) Seismic Design Category= D ,r,,.. „ , 4's ',,,- 1 1 4,4',: :".cc,,,Ie' IS****pi)''e 0 1:, ,trilv,,,,,„ ,,,,., „ ,„,11 7 ,,,,lt:, "----t: ; , ,i - 4" '' - '''' Fp CALCULATION(Eq.13.3-1) Fp x MAXIMUM LIMIT(Eq.13.3-2) Fp„„ MINIMUM LIMIT(Eq.13.3-3) Fp = 0.4a p x SDS x Wp x Q.7 x (1+2(r/h)) Fp need not be greater than Fp shall not be less than (Rp/I p) 1.6xSDSxlpxW,,x0.7= O.3xSDSxlpxW x�.7 = 0.80 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) t Generators, MCC's.Panel Wet-Side Equipment Boards,Switchgear Neoprene $Engines. Batteries,Inverters, Lighting Fixtures& &Misc. Isolated Air-Side Transformers. Other Mechanical Spring V.I. Turbines,Pumps. Components Equipment and Floor# z Equipment Comm.Equip.. or Electrical Equipment /Story (Ft) Compressors& Instrumentation, Constructed of Components Suspended V.I. Pressure Vessels and Controls Sheet Metal Equipment Framing ap=2.5 ap= 1.0 ap= 1.0 ap=2.5 ap= 1.0 ap=2.5 ap= 2.5 Rp=6.0 Rp=2.5 Rp=2.5 Rp=6.0 Rp= 1.5 Rp= 2.5 Rp=2.0 LL 0 0.15 0.15 0.15 0.15 0.15 0.20 0.25 ROOF 1 0.25 0.24 0.24 0.25 0.40 0.60 0.75 NOTE:Values in Table 3 are the resultant after comparing Fp with Fp.max&Fp.min. z=Overhead Deck Elevation From Grade(ft.) V.I.=Vibration Isolated Components are not assumed vibration isolated unless denoted as V.I.above 2- Unit fddth: 9'-11" (plus lifting lugs) 21n. Flat Filter Qty (15) 20in. x 251n. Draw-Thru Supply Fan 15 HP Premium Efficiency TEFC 208-230/460 3Ph 60Hz 1200 RPM > n Operating weight: 5815,0 lbs. Upstream Corner Weight (each): 1403.0 lbs. Q 1 Downstream Corner Weight (each): 1505.0 lbs. _ S lit Airway Lanngfh Weight (Iba.) E Spit 1) 4'-6 1/16- 237 1• Spilt 2) -9 1/16' 3441 7 P a 3 a 9 il 11-11 1/21' ar T$88m 7 1/211 -->. F ��N�c §mZ0 zm '1o rn- aO +"' amqi /)1 I I 28g 1 I I 8 ivo �� I I r;3 ; I1 n� 1 H I I 0==. 1 o N 71-5 7/8" I I I--I r"--1 o vi I I 1-=i1 I R r l I I I--1 L`J 9,o 0 I I �jI I--I i LI i if: 6 V 70 MXB J FLT Plenum FAN ( 3'-6' f-6"x 2'-(7"— 4'-g" ) < 6 1 161 x 6l-9 1/)6�. U\ spit 2 < 131-8 13/16" Split > DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/5/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5010 Assembly Drawing Side View 1 3 Unit viewed from right side of side elevation vieW. Unit length: 13L8 13/16" 21n. Flat Filter Qty (15) 206 x 25in, Draw-Thru Supply Fan a n 15 HP Premium Efficiency TEFL 208-230/460 3Ph 60Hz 1200 RPM Opera-ring Weight: 5815.0 lbs. g Q Upstream Corner Weight (each): 1403.0 lbs. Downstream Corner Weight (each): 1505.0 lbs. go-91 0 CD O a v 4 Y A 1 %y rn G zo o C) C g m o rn v z z I -42E._ o66 II rn ;53M a '; 7-5 7 8'r Z Z •' ,/ g m O i - 1 , 1 A o I , i 1 I o hiv� o - i, 531%i yzNrnN m I. F'l H H H H F.) Ti mTi oA� a i o -I 97-91, 10)-07/16N CD DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/5/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5010 Assembly Drawing End View 1_, ' Oil 3.36" • - >ISI '�Il ' 06.00" Q"I GASKETING 01.50" .IS0 CD CD GASKETING Ir 1.00" I' D WOOD NAILER } -4-11.89" oam-- 0 AHU CURB iFA�ti �o $o 1.88" 12$-, Ay2> WOODsRoovi NAILER 1.00 �o=_ 111.1111.... Bosom o-iel 5%0,9 jieCCH CURB (WEN (WHEN SUPPLIED) HOP SiWO 2.18" vovr - -.--1.00" a 2 1' + 112 * 14" OR 24" STANDARD H* Z z HEIGHT FLAT ROOF CURB mo q 1.00" ONS W 2.82" _ 1 m z 1 mw l Qi 141111111111111111 s c9 CCH CURB C'N ^` (WHEN SUPPUED) 3.00" 39M Central Station Air-Handler, Size: 03 - 110 REVISION Curb, Baserail and Lifting Lug Detail A Operating weight: 279.0 lbs. Upstream Corner Weight (each): 70.0 lbs. Downstream Corner Weight (each): 70.0 lbs. ca n 10'-10 3/4' -1 7 o — o m e A A Mgcl z z (0D gosC Zm a�o m 2k1) `1 C vl o rnv m 2rn9 9'-4 1/2` 2 e g c l 9'-8 1/4" 8 g o$q vv 0 Dzrn 4‘ V m l v 2 gga n ti 11'-2 1/2" DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/5/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5010 Ahu Curb Top View JOB: DURHAM AWWTP ODOR CONTROL 11AL L SHEET NO.: OF 1r " '-1 14325 NEAirpoirt Way.Suite 101 Portland,OR 99230 CALCULATED BY: CE DATE 8/8/16 4 DivisioM ronwmoGomintdorspedatoft CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5010: EQUIPMENT INFORMATION: Equipment weight,W= 5850 lbs Length Between Anchors,L= 134.5 in Width between Anchors,w= 116.25 in Height,h= 114 in Height to C.G.,Hc.g.= 57 in Eccentricity ey,(5%)= 5.8125 in SEISMIC FORCE: Fp= 0.24 x Wp = 1404.0 lbs Fv= 0.10 x Wp = 585.0 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 80028.0 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 153014.1 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 702.0 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 702.0 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 0.0/ 99 0.00 SMS 0.00 V= 702.0/ 200 3.51 SMS 33.12 � . ISAT SEISMIC BRACING Job: DURHAM i i I 14325 NE Airport Way,Suite 101 Date: 8/5/2016 A# 4ift toroottv Ctietfrocter Spoiriltift Portland,OR 97230 Designed By: CE 750MAU5010 ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape = Square Component Height h = 9.5 ft Component Width W= 11.21 ft Component Depth D= 9.69 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ Kn Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 4.75 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor KZ1= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qz= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 0.98 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area = 9.5 x 11.21 = 106.5 ft2 Horizontal Load = 1.9 x 18.07 x 106.5 = 3656 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area = 11.21 x 9.69 = 108.6 ft2 Horizontal Load = 1.5 x 18.07 x 108.6 = 2944 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' JOB: DURHAM AWWTP ODOR CONTROL ,u SHEET NO OF 44{ pr..—` # 1 14325 NE Airport Way,Suite 101 Portland,OR 97230 CALCULATED BY CE DATE 8/8/16 A Olvietkrf el Tarnow rant:mawtk s.q6 CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5010: EQUIPMENT INFORMATION: Equipment weight,W= 5850 lbs Length Between Anchors,L= 134.5 in Width between Anchors,w= 116.25 in Height,h= 114 in Height to C.G.,Hc.g.= 57 in WIND FORCE: WL= 3656.0 lbs Wv= 2944.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 208392.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 204018.8 in-lbs Tension per side,Ts=(Mo-Mr)/w= 1509.6 lbs (if negative T=0) Shear per side,Vs=W/2= 1828.0 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 1509.6 lbs Shear per connection,V=Vs/n= 1828.0 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 1509.6/ 99 15.25 SMS USE#12,@8'"SPA V= 1828.0/ 200 9.14 SMS USE#12 @1 "SPA 8 Unit Width: 9--11" (plus lifting lugs) 021n. Flat Filter Qty (15) 201n. x 251n. `� OraW-Thru Supply Fan 15 HP Premium Efficiency TEFC 208-230/460 3Ph 60Hz 1200 RPM > Operating Weight: 6041,0 lbs. Upstream Corner weight (each): 1455.0 lbs. it Q Downstream Corner Weight (each): 1565.0 lbs. 7 (Slitlt 1 Air*ay/1Ls9n�fh yY ight(Ibs.1 E 0 (Spit 2) 7-1 1/1&II 3662 C 7 Q0 3 v F1'-11 1/21' * !ill�o 1'-71/21' > < ��N�2 7 1/2" -> <- -iii oo_ aN o,g_ 00.22 om N m �. - AAmA 9 _- - l- a 1 a/ I g \ I h� Too 0 'J o •=0 - `. _ 7'-5 7/8" $ f—� 1o 41 I _ 1 - e=nDzm 1-111 I 221H O 1___I .5 / N LJ g' ii [ i 1 gl' MXB FLT Plenum FAN El 3'-6" k 1j-02-X--Z-01'-->< 5'-1° ) / E ) 2))< 1 1 Sprit lit ) Split 2) EY. < 14'-0 13/16' > DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/11/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5020 Assembly Drawing Side View 2 *- _ 9- Unit viewed from right side of side elevation view. Unit length: 14L0 13/16" 21n. Flat Filter �_ " Qty (15) 20Ini x 25in. Draw-Thru Supply Fan b HP Premium Efficiency TEFL 208-230/460 3Ph 60Hz 1200 RPM n Operating Weight: 6041.0 lbs. $ Q Upstream Corner Weight (each): 1455.0 lbs. Downstream Corner Weight (each): 1565.0 lbs. - 9'-9r s CD I 0 3 9 i -11 A Al; 0 cpm��_ 0 mZZrn 0 '-P(1_(4_- O f/1 1 00 vl ■I � mm *O~C m AAsi IL ,I =e �a I'' 7'-5 7/& _ g - - I - - 1 ill m I i I I I I ill 1 - - 1 - 0 yzrn ow iiov RF, n H LJ U Li -12 C+ V rn �S D N a s n y 9J-97. 1OJ-0 7/1S DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/11/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5020 Assembly Drawing End View 0 I 1 iiiiiiiiiiiik _ 1;, 3.36" Air ; o Oil F ' 6.00" ~ll 1 i Q :]. mil GASKETING 01.50" �i� IEDI CD • 1.00" I GASKETING in , i WOOD NAILER —11.89" ggX8 AHU CURB 33F33mm 1.88" 0 2 gmgg A WOOD zN�i� NAILER 1.00" EP157' N ‘.� goDom oze� iA CCH CURB / ogmg4 (WHEN SUPPUED) 1100 2i m Wei m - 2.18" A -0vi X1.00" o;2 * 14" OR 24" STANDARD H* >a2 i HEIGHT FLAT ROOF CURB moi 1.00" .y� � o� t � 0 7.1233- 2.82" mVA Zi 111111111111111111 D O OI CCH CURB " (WHEN SUPPUED) 1.3.00" 39M Central Station Air–Handler, Size: 03 – 110 REVISION // Curb, Baserail and Lifting Lug Detail Operating weight: 283.0 lbs. Upstream Corner Weight (each): 71.0 lbs. Downstream Carrier Weight (each): 71.0 lbs. a 11'-2 3/4" -a 7 I 7. o o /T A A 0011 0 m�Zm Digr6_ ZA "P1 v- vio m foC 9'-4 1/2" 9'-8 1/4" 8 g m v o a vv 20 om 20� �zvNmN ti m Z.11 Y m,A ly Y 2 [p Z 4 11'-6 1/2" y DATE Configurator Ver. 39M Central Station Air—Handler, Size 50 REVISION 5/11/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5020 Ahu Curb Top View JOB: DURHAM AWWTP ODOR CONTROL 017► oirt Way. SHEET NO.: OF ' i 14325 NE Air Suite 101 vT P Y CALCULATED BY: CE DATE Portland,OR 99230 8/8/16 ADiv&ron0ron»+mContraaa.Spadalties CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5020: EQUIPMENT INFORMATION: Equipment weight,W= 6080 lbs Length Between Anchors,L= 139 in Width between Anchors,w= 116 in Height,h= 114 in Height to C.G.,Hc.g.= 57 in Eccentricity ey,(5%)= 5.8125 in SEISMIC FORCE: Fp= 0.24 x Wp = 1459.2 lbs Fv= 0.10 x Wp = 608.0 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 83174.4 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 159030.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 729.6 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 729.6 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 0.0/ 99 0.00 SMS 0.00 V= 729.6/ 200 3.65 SMS 31.87 ISAT SEISMIC BRACING Job: DURHAM #", 14325 NE Airport Way,Suite 101 Date: 8/5/2016 A WAWA oratmotor coothlogossothorkt Portland,OR 97230 Designed By: CE ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape = Square Component Height h = 9.5 ft Component Width W= 11.5 ft Component Depth D= 9.7 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ Kzt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 4.75 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor Kzt= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qZ= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 0.98 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area = 9.5 x 11.54 = 109.6 ft2 Horizontal Load = 1.9 x 18.07 x 109.6 = 3765 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area = 11.54 x 9.688 = 111.8 ft2 Horizontal Load = 1.5 x 18.07 x 111.8 = 3031 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h 60' JOB: DURHAM AWWTP ODOR CONTROL Gill _ SHEET NO OF ' ' } 14325 NE Airport Way,Suite 101 Portland,OR 97230 CALCULATED BY: CE DATE 8/8/16 A&Wan o CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5020: EQUIPMENT INFORMATION: Equipment weight,W= 6080 lbs Length Between Anchors,L= 139 in Width between Anchors,w= 116 in Height,h= 114 in Height to C.G.,Hc.g.= 57 in WIND FORCE: WL= 3765.0 lbs Wv= 3031.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 214605.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 211584.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 1541.5 lbs (if negative T=0) Shear per side,Vs=W/2= 1882.5 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 1541.5 lbs Shear per connection,V=Vs/n= 1882.5 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 1541.5 / 99 15.57 SMS USE412t8" V= 1882.5 / 200 9.41 SMS USE#12 @ J1tSPA 4 - Unit Width: 4'-6" (plus lifting lugs) 21n. Angle Filter Qty (4) 161n. x 251n, `Q _ " Hot Water 2 RoW 14 FPI Full Circuit (qty. 1) Draw–Thru Supply Fan a 3 HP Premium Efficiency TEFC 208-230/460 3Ph 60Hz 1800 RPM Operating Weight: 1284.0 lbs. $ Q Upstream Corner Weight (each): 285.0 lbs. , Downstream Corner Weight (each): 357.0 lbsi — s 0 o 0 3 a 9 < 2i-4 13/16" > < —1'-7 1/2" —> Oq N mz L A92>C C7 � gmgZrn voo n o in r---� o 0 to O 1D5om :;;;� 3 I I I I %/ — I:) z 73 A g 15",igi / gyp' s §�� z z a E::::::r> NS) ,\ -4s�mz�-_ g :,` --- 3'-4 1/811 ��" HI I I_) u a 2 oR 0 0 45),DI Zrrl L---J — n9 m O Oo a 0 6}' �/ D_iEl (n N FLT COIL FAN i < 2'-0" I 1'-O" I 2'-9 5/16" > C__)\-, < 5'-9 1/2" > DATE Configurator Ver. 39M Central Station Air-Handler, Size 08 REVISION C 5/5/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5030 Assembly Drawing Side View 3 5 - Unit viewed from right side of side elevation view. 3 HP Premium Efficiency TEFC 208-230/460 3Ph 60Hz 1800 RP14 Unit length: 5'-9 1/2" Operating weight: 1284.0 lbs. 21n. Angle Filter Upstream Corner Weight (each)k 285.0 lbs. \� " Qty (4) 16ini x 25ini Downstream Corner Weight (each): 357.0 lbs. Hot Water 2 Row 14 FPI Full Circuit (qty, 1) > n Draw—Thru Supply Fan 7 < 4'-6 > & CD� n 3 a A 9 I`. - / i� mzrn ?vI �� ' YC 1E N\\ / gMoz �. �. / agz\\.\ . AMC1,/ � No Ni . . IN NX./ z m /�. 3'-4 1/8" n N N ri m I 1_,, N `rrr------� o 'I l / \\N,., n1 2 cog n1 ,o. T„ �°P� CO 0 „.....-m o C1 o N Q -1m �/ O yZ� ii W 2 0 r! y < 4'-6„ < 4'-10" > - J DATE Configurator Ver. 39M Central Station Air-Handler, Size 08 REVISION 5/5/2016 v6.41 03/01/16 Durham AWWTP Odor Control System: 750MAU5030 Assembly Drawing End View 16 JOB: DURHAM 1 SHEET NO.: OF rp®rt Way,Suite]ffiL CALCULATED BY: GW DATE 6/27/16 INTERNATIONAL SEISMIC Portland,OR 99230 APPUCATIHN TECHNOLOGY' CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5030 EQUIPMENT INFORMATION: Equipment weight,W= 1284 lbs Length,L= 69 in Width,w= 54 in Height,h= 40 in Height to C.G.,Hc.g.= 20 in Eccentricity ey,(5%)= 2.7 in SEISMIC FORCE: Fp= 0.24 x Wp = 308.2 lbs Fv= 0.1 x Wp = 128.4 lbs ANALYSIS: M(overtuming)=Fp x Hc.g.= 6163.2 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 15600.6 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 154.1 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 77.0 lbs Multiply by 1.4 for ASD to LRFD conversion and multiplied by(2.5/1.2) 2.5 over strength factor per table 13.6.1 ASCE 7-10 T= 0 lbs 1.2 allowable stress increase sect. 12.4.3 of ASCE 7-10 V= 225 lbs 17 ISAT SEISMIC BRACING Job: DURHAM �T 14325 NE Airport Way,Suite 101 Date: 6/27/2016 ADinslonofromarm ContradorSpeciatries Portland,OR 97230 Designed By: GW 750MAU5030 ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape= Square Component Height h = 3.33 ft Component Width W= 5 ft Component Depth D= 4.5 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ KZt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 1.665 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor KZt= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qZ= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 0.74 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area = 3.33 x 5 = 16.65 ft2 Horizontal Load = 1.9 x 18.07 x 16.65 = 571.7 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h <_ 60' Structure Area= 5 x 4.5 = 22.5 ft2 Horizontal Load = 1.5 x 18.07 x 22.5 = 609.9 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h s 60' 18 JOB: DURHAM SHEET NO.: OF 14325 NE Airport Way,Suite 101 CALCULATED BY: GW DATE 6/27/16 INTERNATIONAL SEISMIC Portland,OR 97230 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5030 EQUIPMENT INFORMATION: Equipment weight,W= 1284 lbs Length,L= 69 in Width,w= 54 in Height,h= 40 in Height to C.G.,Hc.g.= 20 in WIND FORCE: WL= 572.0 lbs Wv= 610.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 11440.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 20800.8 in-lbs Tension per side,Ts=(Mo-Mr)/w= 131.7 lbs (if negative T=0) Shear per side,Vs=W/2= 286.0 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 65.8 lbs Shear per connection,V=Vs/n= 143.0 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 105 lbs V= 229 lbs TAG:750SF5090 Project:Durham Facility Solids 19 ACME Location:16060 SW 85th Ave Tigard,OR 97224 Architect:MWA Architects Acme Engineering and Manufacturing Corporation Engineer:Kennedy/Jenks Consultants P.O.Box 978,Muskogee,OK 74402 Print Date:5/11/2016 4--F Ix, p —_il i- C ---.'"---"T T j - l H PM II — T B 126 C 111 ..1.____..1.____ • . a • i i! E ' • 4 Q 126 O 1.97 50mm A Bottom View Elevation View F G H P Q A B C E 13.75 15.87 8.00 16.19 8.00 31.86 35.15 44.00 16.43 '"7-2 C"'"" • • • • C 126 • • Ceiling View C 4 44.00 Manufacturer reserves the right to change specifications without notice.These are typical drawings for dimensional purpose only and are correct 5/11/2016 1:38:35 PM within limits for normal installation requirements.They do not necessarily show actual construction 20 JOB: DURHAM t' �i .. �__, ;._._. SHEET NO.: OF 114133215i EAr rt Way,Suite 11111 INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: GW DATE 6/27/16 APPLICATION TECHNOLOGY' CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5090 EQUIPMENT INFORMATION: Equipment weight,W= 429 lbs Length,L= 31 in Width,w= 31 in Height,h= 36 in Height to C.G.,Hc.g.= 18 in Eccentricity ey,(5%)= 1.55 in SEISMIC FORCE: Fp= 0.24 x Wp = 103.0 lbs Fv= 0.1 x Wp = 42.9 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 1853.3 in-lbs M(resisting)_(0.6xWp-Fv)x(w/2-ey)= 2992.3 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 51.5 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 25.7 lbs Multiply by 1.4 for ASD to LRFD conversion and multiplied by(2.5/1.2) 2.5 over strength factor per table 13.6.1 ASCE 7-10 T= 0 lbs 1.2 allowable stress increase sect. 12.4.3 of ASCE 7-10 V= 75 lbs 21 ISAT SEISMIC BRACING Job: DURHAM 14325 NE Airport Way,Suite 101 Date: 6/27/2016 AOMANIofromatoColvtractorSpecialties Portland,OR 97230 Designed By: GW 750SF5090 ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape= Square Component Height h = 3 ft Component Width W= 2.67 ft Component Depth D= 2.67 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ KZt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 1.5 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor KZt= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qZ= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 1.12 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area = 3 x 2.67 = 8.01 ft2 Horizontal Load = 1.9 x 18.07 x 8.01 = 275 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area = 2.67 x 2.67 = 7.129 ft2 Horizontal Load = 1.5 x 18.07 x 7.129 = 193.2 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h s 60' 22 JOB: DURHAM SHEET NO.: OF X11 1t ' t 14325 NE Airport Way,Suite 101 INTERNATIONAL SEISIC Portland,OR 97230 CALCULATED BY: GW DATE 6/27/16 M APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5090 EQUIPMENT INFORMATION: Equipment weight,W= 429 lbs Length,L= 31 in Width,w= 31 in Height,h= 36 in Height to C.G.,Hc.g.= 18 in WIND FORCE: WL= 275.0 lbs Wv= 193.0 lbs ANALYSIS: M(overtuming)=W x Hc.g.= 4950.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 3989.7 in-lbs Tension per side,Ts=(Mo-Mr)/w= 127.5 lbs (if negative T=0) Shear per side,Vs=W/2= 137.5 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 63.7 lbs Shear per connection,V=Vs/n= 68.8 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 102 lbs V= 110 lbs TAG: 750EF5060 Project:Durham Facility Solids 23 ID Location:16060 SW 85th Ave Tigard,OR 97224 Acme Engineering and Manufacturing Corporation Customer:HVAC Inc. P.O.Box 978,Muskogee,OK 74402 Architect:MWA Architects Engineer:Kennedy/Jenks Consultants 360 Sheet Metal LLC Print Date:5/11/2016 1:38:35 PM Contractor: Submitted by:Mike Wilkinson c PNU RF Belt Drive Centrifugal Upblast Roof Exhauster Standard Construction Features I l 2 Year Fan/Motor Warranty D 5 Year Warranty-Maintenance Free Bearings-Patented-Steel Shaft-Rated at L-50 life of 200,000 hours Aluminum curb cap B Backward inclined non-overloading aluminum wheel TYPICAL DIM. 1 Conduit Post Through Bases Curb Cap MAY VARY Galvanized Bird Screen WITH MOTOR Heavyaluminum housin SELECTIONgauge9 Integral drain hole / •—• I Nema 1 Disconnect Switch Mounted and Wired I 2.00 Quick release hood latches 51mm Variable pitch drives designed for 1.5 Service Factor Vibration isolation Options&Accessories IIF --T Coating-Heresite 346212-AR Motorizing Kit 460/1/60 A ARH 54 x 54 Damper Damper--Coating Heresite C 58.5 x 58.5 Galvanized Curb Self Flashing--Curb Height Elevation View 16"Heresite Coating(Inside and Out) A B C D CS58.5 x 58.5 x 16"High Aluminum Curb Self Flashing 60.00 58.00 79.75 52.10 DB54PE0003-DB54PE Damper Box DIMENSIONS(inches) Rough Opening: 55.50 X 55.50 PNU490RF 10 Hp 460/Three Phase/60 Hz/TEFC 1 Speed NEMA Premium Efficiency-Table 12-12 Motor RPM: 1750 W/4"Extension Special Product Request (SPR). Ship date to be confirmed by acknowledgement.--Coating Heresite PERFORMANCE(Altitude=0 ft,Temperature=68 Degrees F,Density=0.075 lb/ft3) Volume SP Power Speed TS OV Weight Motor Info. Qty Model Size (cfm) (in wg) (bhp) (rpm) (fpm) (fpm) (lbs) HP Volts Phase Hz Encl RPM Sp/Wdg 1 PNU490RF 20800 1.500 8.342 503 6453 1287 624.00 10 460 3 60 TEFC 1SPD SOUND("In free space @ 5 feet/1.5 Meters) The sound ratings shown are loudness values in hemispherical sones at 1.5 m(5ft)in a hemispherical free field calculated per Static Total AMCA Standard 301. Values are shown for Installation Type A: free Octave 1 2 3 4 5 6 7 8 LwA dBA" Sones* CR Eff inlet hemispherical sone levels. The AMCA certified ratings seal applies to sone ratings only. Sound 101.4 93.7 86.0 77.6 77.4 74.9 69.6 65.7 84.7 73.2 29 59.00 0.00 Power Manufacturer reserves the right to change specifications without notice.These are typical drawings for dimensional purpose only and are correct 5/11/2016 1:38:35 PM within limits for normal installation requirements.They do not necessarily show actual construction 5 4 TAG: 750EF5070 Project:Durham Facility Solids 24 Location:16060 SW 85th Ave Tigard,OR 97224 Acme Engineering and Manufacturing Corporation Customer:HVAC Inc. P.O.Box 978,Muskogee,OK 74402 Architect:MWA Architects Engineer:Kennedy/Jenks Consultants 360 Sheet Metal LLC Print Date:5/11/2016 1:38:35 PM Contractor: Submitted bv:Mike Wilkinson c PNURF Belt Drive Centrifugal Upblast Roof Exhauster 1 i Standard Construction Features t 2 Year Fan/Motor Warranty D r 5 Year Warranty-Maintenance Free Bearings-Patented-Steel Il Shaft-Rated at L-50 life of 200,000 hours Aluminum curb cap B Backward inclined non-overloading aluminum wheel TYPMAiYVAR M Conduit Post Through Bases Curb Cap WITH M MAYVTOR Galvanized Bird Screen SELECTION Heavy gauge aluminum housing Integral drain hole Nema 1 Disconnect Switch Mounted and Wired 2.00 Quick release hood latches 51mm Variable pitch drives designed for 1.5 Service Factor Vibration isolation Options&Accessories iI-1. Coating-Heresite 346212-AR Motorizing Kit 460/1/60 A ARH 54 x 54 Damper Damper--Coating Heresite C 58.5 x 58.5 Galvanized Curb Self Flashing--Curb Height Elevation View 16"Heresite Coating(Inside and Out) A B C D CS58.5 x 58.5 x 16"High Aluminum Curb Self Flashing 60.00 58.00 79.75 52.10 D654PE0003-DB54PE Damper Box DIMENSIONS(inches) Rough Opening: 55.50 X 55.50 PNU490RF 10 Hp 460/Three Phase/60 Hz/TEFC 1 Speed NEMA Premium Efficiency-Table 12-12 Motor RPM: 1750 W/4"Extension Special Product Request (SPR). Ship date to be confirmed by acknowledgement.--Coating Heresite Nema 4X mounted and wired PERFORMANCE(Altitude=0 ft,Temperature=68 Degrees F,Density=0.075 lb/ft3) Volume SP Power Speed TS OV Weight Motor Info. Qty Model Size (cfm) (in wg) (bhp) (rpm) (fpm) (fpm) (lbs) HP Volts Phase Hz End RPM Sp/Wdg 1 PNU490RF 19000 1.500 7.532 486 6234 1176 624.00 10 460 3 60 TEFC 1SPD SOUND(*In free space @ 5 feet/1.5 Meters) The sound ratings shown are loudness values in hemispherical sones at 1.5 m(58)in a hemispherical free field calculated per Static Total AMCA Standard 301. Values are shown for installation Type A: free Octave 1 2 3 4 5 6 7 8 LwA dBA* Sones* inlet hemispherical sone levels. The AMCA certified ratings seal Eff Eff applies to sone ratings only. Sound 100.6 92.7 84.9 77.2 76.9 74.0 68.8 64.6 83.9 72.4 27 59.70 0.00 Power Manufacturer reserves the right to change specifications without notice.These are typical drawings for dimensional purpose only and are correct within limits for normal installation requirements.They do not necessarily show actual construction 5/11/2016 1:38:36 PM 6 25 JOB: DURHAM try I SHEET NO.: OF rgmrt Way,Suite TmI1 CALCULATED BY: GW DATE 6/27/16 INTERNATIONAL SEISMIC Portland,OR 99230 APPLICATION TECHNOLOGY x CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5060&5070 EQUIPMENT INFORMATION: Equipment weight,W= 624 lbs Length,L= 60 in Width,w= 60 in Height,h= 58 in Height to C.G.,Hc.g.= 29 in Eccentricity ey,(5%)= 3 in SEISMIC FORCE: Fp= 0.24 x Wp = 149.8 lbs Fv= 0.1 x Wp = 62.4 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 4343.0 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 8424.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 74.9 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 37.4 lbs Multiply by 1.4 for ASD to LRFD conversion and multiplied by(2.5/1.2) 2.5 over strength factor per table 13.6.1 ASCE 7-10 T= 0 lbs 1.2 allowable stress increase sect. 12.4.3 of ASCE 7-10 V= 109 lbs 26 ISAT SEISMIC BRACING Job: DURHAM 14325 NE Airport Way,Suite 101 Date: 6/27/2016 AMirifm;ofroom*Contras-to-Spode/ties Portland,OR 97230 Designed By: GW ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape = Square Component Height h = 4.83 ft Component Width W= 5 ft Component Depth D= 5 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ KZt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 2.415 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor KZt= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qZ= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 0.97 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area= 4.83 x 5 = 24.15 ft2 Horizontal Load = 1.9 x 18.07 x 24.15 = 829.2 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h <_ 60' Structure Area= 5 x 5 = 25 ft2 Horizontal Load = 1.5 x 18.07 x 25 = 677.7 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h <_ 60' 27 JOB: DURHAM yltit4tr # SHEET NO.: OF 14325 NE Airport Way,Suite 101 INTERNATIONAL SEISMIC Portland,OR 97230 CALCULATED BY: GW DATE 6/27/16 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5060&5070 EQUIPMENT INFORMATION: Equipment weight,W= 624 lbs Length,L= 60 in Width,w= 60 in Height,h= 58 in Height to C.G.,Hc.g.= 29 in WIND FORCE: WL= 829.0 lbs Wv= 678.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 24041.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 11232.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 552.5 lbs (if negative T=0) Shear per side,Vs=W/2= 414.5 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 276.2 lbs Shear per connection,V=Vs/n= 207.3 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 442 lbs V= 332 lbs TAG: 750EF5080 Project:Durham Facility Solids 28 Location:16060 SW 85th Ave Tigard,OR 97224 (11.11::) Acme Engineering and Manufacturing Corporation Customer HVAC Inc. P.O.Box 978,Muskogee,OK 74402 Architect:MWA Architects Engineer:Kennedy/Jenks Consultants 360 Sheet Metal LLC Print Date:5/11/2016 1:38:36 PM Contractor: Submitted bv:Mike Wilkinson c PNURF I Belt Drive Centrifugal Upblast Roof Exhauster Standard Construction Features 2 Year Fan/Motor Warranty D [ 5 Year Warranty-Maintenance Free Bearings-Patented-Steel l Shaft-Rated at L-50 life of 200,000 hours Aluminum curb cap B Backward inclined non-overloading aluminum wheel TYPICAL Conduit Post Through Bases Curb Cap DIM. MAY Galvanized Bird Screen VARY WITH MOTOR Heavy gauge aluminum housing SELECTION Integral drain hole — Quick release hood latches Variable pitch drives designed for 1.5 Service Factor `' I --1 2.00 Vibration isolation 1- - 51mm Options&Accessories A Disconnect Switch NEMA 3R Mounted 7.5HP Maximum Coating-Heresite 346212-AR Motorizing Kit 460/1/60 ARH 34 x 34 Damper Damper--Coating Heresite C 38.5 x 38.5 Galvanized Curb Self Flashing--Curb Height Elevation View 16"Heresite Coating(Inside and Out) A B C D CS38.5 x 38.5 x 16"High Aluminum Curb Self Flashing 40.00 40.41 55.29 34.15 DB34PE0003-DB34PE Damper Box DIMENSIONS(inches) Rough Opening: 35.50 X 35.50 PNU295RF 3 Hp 460/Three Phase/60 Hz/TEFC 1 Speed NEMA Premium Efficiency-Table 12-12 Motor RPM: 1750 Special Product Request(SPR). Ship date to be confirmed by acknowledgement.--Coating Heresite Disconnect Switch NEMA 4x Mounted PERFORMANCE(Altitude=0 ft,Temperature=68 Degrees F, Density=0.075 lb/ft3) Motor Info. Fan Rating: UL705 CUL705 CSA Volume SP Power Speed TS OV Weight Qty Model Size (cfm) (in wg) (bhp) (rpm) (fpm) (fpm) (lbs) HP Volts Phase Hz Encl RPM SpNVdg 1 PNU295RF 5800 1.500 2.308 910 7147 1933 466.00 3 460 3 60 TEFC 1750 1SPD SOUND(*In free space @ 5 feet/1.5 Meters) The sound ratings shown are loudness values in hemispherical sones at 1.5 m(55)in a hemispherical free field calculated per Static Total AMCA Standard 301. Values are shown for Installation Type A: free Octave 1 2 3 4 5 6 7 8 LwA dBA* Sones* Eff Eff inlet hemispherical sone levels. The AMCA certified ratings seal applies to sone ratings only. Sound 81.9 87.1 76.3 71.6 72.8 71.9 68.4 60.5 78.8 67.3 17.3 59.40 0.00 Power Manufacturer reserves the right to change specifications without notice.These are typical drawings for dimensional purpose only and are correct 5/11/2016 1:38:36 PM within limits for normal installation requirements.They do not necessarily show actual construction 7 29 JOB: DURHAM SHEET NO.: OF I111332541£ARigJmrt Way,Suite ITffi INTERNATIONAL SEISMIC Portland,OR 99230 CALCULATED BY: GW DATE 6/27/16 APPUCATION TECHNOLOGY: CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5080 EQUIPMENT INFORMATION: Equipment weight,W= 466 lbs Length,L= 40 in Width,w= 40 in Height,h= 40 in Height to C.G.,Hc.g.= 20 in Eccentricity ey,(5%)= 2 in SEISMIC FORCE: Fp= 0.24 x Wp = 111.8 lbs Fv= 0.1 x Wp = 46.6 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 2236.8 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 4194.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 55.9 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 28.0 lbs Multiply by 1.4 for ASD to LRFD conversion and multiplied by(2.5/1.2) 2.5 over strength factor per table 13.6.1 ASCE 7-10 T= 0 lbs 1.2 allowable stress increase sect. 12.4.3 of ASCE 7-10 V= 82 lbs 30 ISAT SEISMIC BRACING Job: DURHAM A 14325 NE Airport Way,Suite 101 Date: 6/27/2016 aoi+slo:,of/imams Contrctorspeuataes Portland,OR 97230 Designed By: GW ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape= Square Component Height h = 3.33 ft Component Width W= 3.33 ft Component Depth D= 3.33 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ KZt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 1.665 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor KZf= 1.00 28.6.2 Directionality factor Kd = 0.9 Table 26.6-1 Occupancy Category = 3 qZ= 16.35 psf Gust Effect factor G = 0.85 26.9.1 h/D = 1.00 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 18.07 psf Structure Area = 3.33 x 3.33 = 11.09 ft2 Horizontal Load = 1.9 x 18.07 x 11.09 = 380.7 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area= 3.33 x 3.33 = 11.09 ft2 Horizontal Load = 1.5 x 18.07 x 11.09 = 300.6 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h s 60' 31 JOB: DURHAM , 'I SHEET NO.: OF r 14325 NE Airport Way,Suite 101 INTERNATIONAL SEISMIC Portland,OR 97230 CALCULATED BY: GW DATE 6/27/16 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750MAU5080 EQUIPMENT INFORMATION: Equipment weight,W= 466 lbs Length,L= 40 in Width,w= 40 in Height,h= 40 in Height to C.G.,Hc.g.= 20 in WIND FORCE: WL= 381.0 lbs Wv= 301.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 7620.0 in-lbs M(resisting)=(0.6xWp)x(w/2)= 5592.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 201.2 lbs (if negative T=0) Shear per side,Vs=W/2= 190.5 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 100.6 lbs Shear per connection,V=Vs/n= 95.3 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 161 lbs V= 152 lbs p -i • www.hilti.us Profis Anchor 2.6.5 Company: ISAT Page: 1 Specifier: GW Project: DURHAM Address: 14325 NE AIRPORT WAY#101 Sub-Project I Pos.No.: Phone I Fax: (503)252-44231(503)252-4427 Date: 6/27/2016 E-Mail: GWILSON@ISATSB.COM Specifier's comments:A.B.'S 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) -::. Effective embedment depth: hef=2.000 in., hnom=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 2/22/2016 I 5/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4000 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) no Geometry[in.]&Loading[Ib,in.lb] 4 , ti • LiiI .rI www.hilti.us Profis Anchor 2.6.5 Company: ISAT Page: 2 Specifier: GW Project: DURHAM Address: 14325 NE AIRPORT WAY#101 Sub-Project I Pos. No.: Phone I Fax: (503)252-4423 1(503)252-4427 Date: 6/27/2016 E-Mail: GWILSON@ISATSB.COM 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON/I3v[%] Status Tension Pullout Strength 1007 1866 54/- OK Shear Concrete edge failure in direction x+ 831 1299 -/64 OK Loading ON Fv C Utilization 0"[%] Status Combined tension and shear loads 0.540 0.640 5/3 84 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 regulations in accordance with Hilti'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 Hilti 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 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 Hilti 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 Hilti Website. Hilti 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. Submittal Durham AWWTP Odor Control Ph 2 Improvements Contractor: HVAC Incorporated Engineer: Kennedy/Jenks Consultants Submitted by: Coast Products, Inc. Fan Tag: 750EF5060 & 750EF5070 Qty-2 Hartzell model A69S--446-W-ALFCN3 Series 69S—Belt Drive Vertical Upblast Roof Exhaust with Swing-out construction Performance Volume Flow Rate: 20,000 cfm SP: 1.5 in. w.g. /TP: 1.71 in. w.g. RPM: 1080 Density: 0.075 lbs/ft^3 Operating Temp: 70 °F OPwr: 9.772 hp/SPwr: 9.772 hp Motor HP: 10 HP RPMNoIt/Hz/Phase: 1 - 1750, 230/460, 60, 3 phase Operating Voltage: 460 Enclosure: FC -TEFC, 1.15 S.F. Frame Size: 215T Drive Option: Multiple Groove Fixed Pitch Mounting Orientation: Roof, Vertical upblast Material: Aluminum Construction Standard Accessories (Included) Swing-out construction Fixed speed drives with 1.5SF Curb cap-Aluminum Stack cap with butterfly dampers—Aluminum High temp bronze bushings for stack cap Additional Accessories Teflon Shaft Seal with cover plate Water Slinger 316SS Shaft 316SS Hardware-Complete Fan 316SS Extended Lube Lines to Fan Bearings Aluminum motor/drive weather cover NEMA 4X fused disconnect—mounted an wired 12" high aluminum roof curb for flat roof Fan weight: 1,141 lbs. —add 45 lbs. for curb. July 1,2016 • INTELLECTUAL PROPERTY DRAWING NOTE SERIES 04 ITEMS SHOWN ON THIS DRAWING ARE THE FAN INTELLECTUAL PROPERTY OF HARTZELL FAN, INCORPORATED SIZE 12 15 18 22 24 27 30 33 36 40 44 49 AND ARE PROVIDED FOR INTERFACE DIMENSIONS ONLY. A DRAWINGS AND PERFORMANCE DATA SHALL NOT BE A 25 1/4 31 1/4 35 1/4 41 1/4 43 1/4,47 1/4,50 1/4 54 1/4 59 1/4 64 1/4 70 1/4 76 1/4 COPIED OR RELEASED WETHOUT THE WRITTEN CONSENT BOF HARTZELL FAN, INCORPORATED AND SHALL 33 1/4 39 1/4 43 1/4 49 1/4 51 1/4 55 1/4 58 1/4 62 1/4 67 1/4 72 1/4 78 1/4 84 1/4 BE RETURNED ON REQUEST. SERIES 71J, 73J, 75J SERIES 15E, 15F, 151, 16E, 161, 161, 17, 17B, 19E, 19F, & 19I FAN 28 32 36 44 48 54 60 FAN 30 36 42 48 54 60 72 84 SIZE SIZE 18 24 A 41 43 3/4 50 59 1/2 64 1/4 72 1/2 78 1/2 A 29 1/2 35 1/2 42 1/2 49 1/2. 55 1/2 61 1/2 67 1/2 73 1/2 92 1/2 105 1/2 B 49 51 3/4 58 67 1/2 72 1/4 80 1/286 1/2 B 37 1/2 43 1/2 50 1/2 57 1/2 63 1/2 69 1/2 75 1/2 81 1/2 100 1/2113 1/2 SERIES 26 SERIES 27 FAN 24 30 ' 36 42 48 54 60 FAN SIZE _ SIZE 24 28 30 36 42 44 48 54 60 A 35 1/4 42 1/4 47 1/4 53 1/4 63 1/2 69 1/21 79 A 35 1/2 40 1/2 42 1/2 49 1/2 55 1/2.57 1/2 61 1/2 67 1/2 73 1/2 B 43 1/4 50 1/4 55 1/4 61 1/4 71 1/2,77 1/2 87 13 43 1/2 48 1/2 50 1/2 57 1/2 63 1/2 65 1/2 69 1/2 75 1/2 81 1/2 SER ES 31, 38, 46, 46V, 48, 48V CD & 69H FAN SIZE 12 14 16 18 20 24 28 30 32 36 40 42 44 48 54 60 66 72 84 96 A 21 1/4 23 1/4 25 1/4 27 1/4 29 1/4 35 1/4 41 1/4 41 1/4 41 1/4 47 1/4 49 1/4 53 1/4 53 1/4 59 1/4 63 1/2 69 1/2 79 81. 1/4 97 1/2 109 5/8 B 29 1/4 31 1/4 33 1/4 35 1/4 37 1/4,43 1/ 49 1/4 9 1/4 49 1/4 55 1/4 57 1/4 61 1/461 1/4 67 1/4 71 1/2 77 1/2 87 B9 1/4105 1/2 117 5/8 SERIES 37, 57, & 58E FAN SIZE 12 16 18 20 24 28 32 36 40 44 48 54 60 A 21 1/4 25 1/4 27 1/4 29 1/4 35 1/4 41 1/4 41 1/4 47 1/4 49 1/4 531/4 59 1/4 63 1/2 69 1/2 B 29 1/4 33 1/4 35 1/4 37 1/4 43 1/4 49 1/4 49 1/4 55 1/4 57 1/4 61 1/4 67 1/4 71 1/2 77 1/2 SERIES 53 & 54 FAN SIZE 12 14 18 21 26 29 33 36 42 48 54 60 A 21 1/4 23 1/4 27 1/4 31 1/4 35 1/4 41 1/4 41 1/4 47 1/4 53 1/4 59 1/4 63 1/2 69 1/2 13 29 1/4 31 1/4 35 1/4 39 1/4,43 1/4 49 1/4 49 1/4,55 1/4 61 1/4 67 1/4 71 1/2 77 1/2 SERIES 61 & 63 FAN SIZE 12 14 16 18 20 24 28 32 36 40 44 48 54 60 66 72 A 21 1/4 23 1/4 25 1/4 27 1/4 29 1/4 35 1/4 41 1/4 41 1/4 47 1/4 49 1/4 53 1/4 59 1/4 63 1/2 69 1/2 79 85 B 29 1/4 31 1/4 33 1/4 35 1/4 37 1/4 43 1/4 49 1/4 49 1/4 55 1/4,57 1/4 61 1/4 67 1/4 71 1/2 77 1/2 87 93 08 Ci0-129 3/8/10 TITLE• DRAWN TE 07 C06-478 11/28/06 PREFABRICATED CURES GE HA8/1/97 DRAWING No, 06 C06-333 5/15/06 CHECKED )ATE i 25000 05 C01-346 3-30/01 - APPA, WORTJ Nc 04 C99-725 9-16-99 ��- //��n�II PIQUA '_ OHO SHEET 2 EY 2 IREV 08 -- 03 C99-623 7-16-99 ORDER ND.. ! _____ 03 ECN DATE MODEL NO,. _ TAG NEI. .�. DATE; JOB: DURHAM AWWTP ODOR CONTROL 3_I SHEET NO.: OF �p4t 1 IO. 1 14325 NE Airpoirt Way.Suite 101 CALCULATED BY: CE DATE 8/5/16 Portland,OR 99230 A Lthaision of Catatocwspothoico CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750EF5060,750EF5070: EQUIPMENT INFORMATION: Equipment weight,W= 1186 lbs Length Between Anchors,L= 41.5 in Width between Anchors,w= 41.5 in Height,h= 76 in Height to C.G.,Hc.g.= 38 in Eccentricity ey,(5%)= 2.075 in SEISMIC FORCE: Fp= 0.24 x Wp = 284.6 lbs Fv= 0.10 x Wp = 118.6 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 10816.3 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 11074.3 in-lbs Tension per side,Ts=(Mo-Mr)/w= 0.0 lbs (if negative T=0) Shear per side,Vs=Fp/2= 142.3 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 0.0 lbs Shear per connection,V=Vs/n= 142.3 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 0.0/ 99 0.00 SMS 0.00 V= 142.3 / 200 0.71 SMS 58.32 ISAT SEISMIC BRACING Job: DURHAM fl 14325 NE Airport Way,Suite 101 Date: 8/5/2016 A of Toomiffo tooPortland,OR 97230 Designed By: CE ASCE 7-10(IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape= Round Component Height h = 6.3 ft Component Width W= 3.5 ft Component Depth D= 3.5 ft 29.5, Design Wind Load on Other Components F = qz G CfAf (Eq 29.5-1) qZ .00256 KZ KZt Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 3.167 ft Exposure coefficient Kz= 0.7 29.3.2, Table-29.3-1 Topography factor Kzf= 1.00 28.6.2 Directionality factor Kd = 0.95 Table 26.6-1 Occupancy Category= 3 qz= 17.26 psf Gust Effect factor G = 0.85 26.9.1 h/D= 1.83 Force coeff Cf= 0.714 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 10.47 psf Structure Area= 6.333 x 3.458 = 21.9 ft2 Horizontal Load = 1.9 x 10.47 x 21.9 = 435.9 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area= 3.458 x 3.458 = 11.96 ft2 Horizontal Load = 1.5 x 10.47 x 11.96 = 187.9 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' JOB: DURHAM AWWTP ODOR CONTROL 101,4 w SHEET NO.: OF 14325 NE Airport Way,Suite 101 CALCULATED BY: CE DATE 8/5/16 Portland,OR 97230 a>1410,n°rr°merrat CHECKED BY: DATE PROJECT NO.: 16-P-0 143 DESIGN OF CONNECTIONS FOR 750EF5060,750EF5070: EQUIPMENT INFORMATION: Equipment weight,W= 1186 lbs Length Between Anchors,L= 41.5 in Width between Anchors,w= 41.5 in Height,11= 76 in Height to C.G.,Hc.g.= 38 in WIND FORCE: WL= 435.9 lbs Wv= 187.9 lbs ANALYSIS: M(overturning)=W x Hc.g.= 16564.2 in-lbs M(resisting)=(0.6xWp)x(w/2)= 14765.7 in-lbs Tension per side,Ts=(Mo-Mr)/w= 137.3 lbs (if negative T=0) Shear per side,Vs=W/2= 218.0 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 137.3 lbs Shear per connection,V=Vs/n= 218.0 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 137.3 / 99 1.39 SMS USE-#12,@ 20" V= 218.0/ 200 1.09 SMS .USE#12 ga 201'SP ^ Submittal Durham AWWTP Odor Control Ph 2 Improvements Contractor: HVAC Incorporated Engineer: Kennedy/Jenks Consultants Submitted by: Coast Products, Inc. Fan Tag: 750EF5080 Qty-1 Hartzell model A69S-289AM200-ALFCK3 Series 69S–Belt Drive Vertical Upblast Roof Exhaust with Swing-out construction Performance Volume Flow Rate: 4,000 cfm SP: 1.5 in. w.g./TP: 1.75 in. w.g. RPM: 1703 Density: 0.075 Ibs/ft^3 Operating Temp: 70 °F OPwr: 2.24 hp/SPwr. 2.24 hp Motor HP: 3 HP RPMNolt/Hz/Phase: 1 - 1750, 230/460, 60, 3 phase Operating Voltage: 460 Enclosure: FC-TEFC, 1.15 S.F. Frame Size: 215T Drive Option: Multiple Groove Fixed Pitch Mounting Orientation: Roof, Vertical upblast Material: Aluminum Construction Standard Accessories(Included) Swing-out construction Fixed speed drives with 1.5SF Curb cap-Aluminum Stack cap with butterfly dampers–Aluminum High temp bronze bushings for stack cap Additional Accessories Teflon Shaft Seal with cover plate Water Slinger 316SS Shaft 316SS Hardware Complete Fan 316SS Extended Lube Lines to Fan Bearings Aluminum motor/drive weather cover NEMA 4X fused disconnect–mounted an wired 12" high aluminum roof curb for flat roof Fan weight: 663 lbs. –add 33 lbs. for roof curb July 1,2016 INTI-1 i f CTUAL PROPERTY. DRAWING NOTE nue; CHOWN ON THIS DRAWING ARL 1 I II INT LI L E.CTUA, PROPERTY Of I FART Zit I I AN, INCORPORA1 ID r I i 1/p' AND ART. PROVIDE 0 FOR NEE RI ACE DIMENSIONS ONLY DRAWINGS AND PERF)RMANCE DATA SHALL NO I EFL COPIED OR RELEASE II WTHOUT r HE WRIT 1FN CONSENT NI OPRI NE IN HARI-1E LT FAN, NCORPORATT 0 ANO SHALL LIF3 FR RETURNED ON REQUEST 10 SI Al FR 8' OR 12' x AVAIL ABLI 1 * , or 12" high - Aluminum construction I , DAMPER SI IL t r X <OP I IONA1 )f LA1 I YPE _ _ _ \WOOD NAIL LR METAL AIR STRLAM I.!MR I-I/2` THICK - ,S, TA * (69A ONLY' DENSIT Y RIGID FIDE RGt ASS ...-- 'Ns, HSU rA I ION. .,...L,,,„, (r. . 1 is ROOFING FELTS* 1--- - - -- -; ----NEOPRENE - . (BY INSTAL LER) SEALER__ 8T OR 12' ,•,:i I 1 1 AVA1L AN L .. • ,-, , - ---,,, -PCP ,•,„ .-2-„ -:;) ' „••• , ''''' ,,r,„..- • s "-- (71 --,,, \ t ..7.---- 12 -----1 — - T--- DAMPF P SHEL 2 (OP 1 ITINAI ) B - -.*4' ''4---- ''-'i c''''' s[ opt I YPE 47 .°-••„„,,..,,,,--- -90041.,... ,„, - -- 1NSULATILIN 'BY INSTALLER) 1 Ler% 1..._ _ ...i CI ACRE TE - 1 1 C ORRUGA I ED 1:11: - ----------:Ill 1-,..1'rt.L,..:CONTINUOUS VELDL S I III DECK CORNER SEAM * r L Ls- NEOPRENE SEALER 8' OR 12' 4:7, AVAILABLE 1 NUT E-' i... .. ,. '41.. . CAU TION SHOUT D BE 1 AKEN BY J-J. THE INS-I ALLEP 10 NO1 ALLOW —I-I ---- , - DAMPI 2 B111 ' I THE TITICKNE-Sc Dr. THE ROOF- J *OPTIONAL) -1NL, Fri 10 i (CJ 3/8' .,„ 13 ON 1 AC11 ‘11I11 111 THE CtiRB PE-Ak 1 YEN , 1 fiA7c 777 ,76,,,,,A,' -1 *TAAwINBNo - - .os 'TI 12* 1 1AB.,,No 220 i r,c0.04 /1/91 , ‘-`1,, n- c'oe 475 'III c76/CIRI 6"Ni FABRICAP 2, CURB i , e 1 trft.CM D I--6,,Te i Y iy..",..,..4, 2 5()k)0 06 , L NC-77N 511.5/On i i * 1 L.Lr T-Ls i 3,LE 1,7-3 LO/01 1 l'AMM? I A 4 t frL')1-7LLIT f_9 10LLS 1 A )1Q ,J UPC) I 661 . ___ _ _____ 17i C99-6 23 7-16-99' RC' i t C"4 1 nAT F -1 OR n F k MI, ., MOOT L Of) _ .. INTELLECTUAL PROPERTY DRAWING NOTE SERIES 04 OEMs SHOWN ON THIS DRAWING ARE THE , FAN INTEL I FCTUAL PROPERTY OF HARTZELL FAN, INCORPORATED SIZE 12 15 18 22 24 27 30 33 36 40 44 49 AND ARE PROVIDED FOR INTERFACE DIMENSIONS ONLY, ____, DRAWINGS AND PERFORMANCE DATA SHALL NOT BE A 25 1/4 31 1/4 35 1/4 41 1/4 43 1/4 47 1/4 50 1/4 54 1/4 59 1/4 64 1/4 70 1/4 76 1/4 COPIED OR RELEASED WITHOUT THE WRITTEN CONSENT' OF HARTZELL FAN, INCORPORATED AND SHALL B 33 1/439 1/4 43 1/4 49 1/4 51 1/4 55 1/4 58 1/4 62 1/4 67 1/4 72 1/4 78 1/4 84 1/4 BE RETURNED ON REQUEST, SERIES 71J, 73J, 75J SERIES 15E, 15F, 151, 16E, 16F, 161, 17, 178, 19E, 19F, E 191 FAN FAN SIZE 28 32 36 44 48 54 60 SIZE 18 24 30 36 42 48 54 60 72 84 A 41 43 3/4 50 59 1/2 64 1/4 72 1/2 78 1/2 - A 29 1/2 35 1/242 1/2 49 1/2 55 1/2 61 11267 i/2 73 1/2 92 1/2 105 1/2 B 49 51 3/4 58 67 1/2 72 1/4 80 1/2 86 1/2 13 37 1/2 43 1/2 50 1/2 57 1/2 63 1/2 69 1/2 75 1/2, 81 1/2 100 1/2 113 1/2 SERIES 26 SERIES 27 _VAN , rAN SIZE 24 30 36 42 48 54 60 SIZE 24 28 30 36 42 44 48 54 60 A 35 1/4 42 1/4,47 1/4 53 1/4 63 1/2 69 1/2 79 A 35 1/2 40 1/2 42 1/2 49 1/2 55 1/2 57 1/2 61 1/2 6 73 1/2 g 43 1/4 50 1/4 55 1/4 61 1/4 71 1/2 77 1/2 87 173 CM 48 1/2 50 1/2 ETZEIMEMEIE 69 1/2 eigm En 1/2 SERIES 31, 38, 46, 46V, 48, 4BV, 0 & 698 0 14 16 18 28 30 FAN EI 36 40 Ei ZE Ell 42 Kg 48 Ei 60 66 WI= 96 A mu 23 1/4 25 1/4 27 1/4 EMEEMMUNM 41 1/4 agerincim 52 1/4 Esze 59 1/4 mug 69 1/2 mum=97 1/2 109 5/8 , B memaimungEgla 37 1/4 ZEIMEM349 1/4 cm 55 1/4 silo 61 1/4 MI 67 1/4 71 1/2 77 1/2 87 CIE105 1/2 117 5/8 SERIES 37, 57, R. 58E FAN E 12 16 18 20 24 28 32 36 40 44 48 54 60 MI 21 1/4 25 1/4 27 1/4 29 1/4 35 1/4 41 1/4 41 1/4 47 1/449 1/4 531/4 59 1/4 63 1/269 1/2 131E333 1/4 35 1/4 37 1/4 43 1/4 49 1/4 49 1/4 55 1/4.57 1/4 61 1/4 67 1/4 71 1/2 77 1/2 11 SERIES 53 I. 54 _ , FAN SIZE 12 14 ' 18 21 26 29 33 36 42 48 54 60 A 21 1/4 23 1/4 27 1/4 31 1/4 35 1/4 41 1/4 41 1/4,47 1/4 53 1/4 59 1/4 63 1/2,69 1/2 J3 29 1/4 31 1/4 35 1/4 39 1/4 43 1/4 49 1/4 49 1/4 551/4 61 1/4 67 1/4 71 1/2 77 1/2 SERIES 61 & 63 FAN SIZE 12 14 16 18 20 24 28 32 36 40 44 48 54 60 66 72 A 21 1/4 23 1/4 25 1/4 27 1/4 29 1/4 35 1/4'41 1/4 41 1/4,47 1R49 1/4 53 1/4 59 1/4 63 1/2 69 1/2 79 85 g 29 1/4 31 1/4 33 1/435 1/4 37 1/4 43 1/4 49 1/4 49 1/4 55 1/4 57 1/4 61 1/4 67 1/4 71 1/277 1/2 87 93 08 C10-129 3/8/10 TITLE, ittmew GE DAtE 8/1/97 ii ' DRAWING NO, 07 C06-478 11/28/06 PREFABRICATED CURB CHECKED —Wert Pe 1i'' 25000 06 C06-333 5/15/06 _q5 C01-346 3730/01 'APPR. IDATE . A N -I/INc 04 C99-725 9-16-99 PIQUA ':: OHIO SHEET 2 OF 2 REV 08 03 C99-623 7-16-99 REV ECN DATE ORDER NO., MODEL NO., T'6 NFL DATE JOB: DURHAM AWWTP ODOR CONTROL rtG! L �_• SHEET NO.: OF l, - jO. ` , 1 14325 NE Airpoirt Way.Suite 101 Portland,OR 99230 CALCULATED BY: CE DATE 8/5/16 A Dileiape exi Mamma#AittexiewSpochlietek CHECKED BY: DATE PROJECT NO.: 16-P-0143 EQUIPMENT INFORMATION: Equipment weight,W= 696 lbs Length Between Anchors,L= 53.23 in Width between Anchors,w= 53.23 in Height,h= 105.13 in Height to C.G.,Hc.g.= 53 in Eccentricity ey,(5%)= 2.6615 in SEISMIC FORCE: Fp= 0.24 x Wp = 167.0 lbs Fv= 0.10 x Wp = 69.6 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 8853.1 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 8335.8 in-lbs Tension per side,Ts=(Mo-Mr)/w= 9.7 lbs (if negative T=0) Shear per side,Vs=Fp/2= 83.5 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 9.7 lbs Shear per connection,V=Vs/n= 83.5 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 9.7/ 99 0.10 SMS 0.00 V= 83.5 / 200 0.42 SMS 127.47 ISAT SEISMIC BRACING Job: DURHAM 1 W 14325 NE Airport Way,Suite 101 Date: 8/5/2016 APIAAAtionttronrocoritnom spettartioi Portland,OR 97230 Designed By: GW ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 130 MPH (LRFD) Basic wind speed (3 sec gust) = 100.7 MPH (ASD) (IBC Eq 16-33) Exposure B Building Roof Height H = 30 ft Component Shape = Round Component Height h = 8.8 ft Component Width W= 4.5 ft Component Depth D= 4.5 ft 29.5, Design Wind Load on Other Components F = qZ G Cf Af (Eq 29.5-1) qZ= .00256 KZ Kn Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 4.38 ft Exposure coefficient KZ= 0.7 29.3.2, Table-29.3-1 Topography factor Kzt= 1.00 28.6.2 Directionality factor Kd = 0.95 Table 26.6-1 Occupancy Category = 3 q2 = 17.26 psf Gust Effect factor G = 0.85 26.9.1 h/D = 1.95 Force coeff Cf= 0.716 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 10.50 psf Structure Area = 8.761 x 4.5 = 39.42 ft2 Horizontal Load = 1.9 x 10.50 x 39.42 = 786.7 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h < 60' Structure Area = 4.5 x 4.5 = 20.25 ft2 Horizontal Load = 1.5 x 10.50 x 20.25 = 319 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h 60' JOB: DURHAM AWWTP ODOR CONTROL _ • SHEET NO.: OF i �' 14325 NE Airport Way,Suite 101 Portland,OR 97230 CALCULATED BY: CE DATE 8/5/16 CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750EF5080: EQUIPMENT INFORMATION: Equipment weight,W= 696 lbs Length Between Anchors,L= 53.23 in Width between Anchors,w= 53.23 in Height,h= 105.13 in Height to C.G.,Hc.g.= 53 in WIND FORCE: WL= 786.7 lbs Wv= 319.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 41352.9 in-lbs M(resisting)=(0.6xWp)x(w/2)= 11114.4 in-lbs Tension per side,Ts=(Mo-Mr)/w= 727.6 lbs (if negative T=0) Shear per side,Vs=W/2= 393.4 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= 727.6 lbs Shear per connection,V=Vs/n= 393.4 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 727.6 / 99 7.35 SMS USE#12 6"SPA V= 393.4/ 200 1.97 SMS USE,#12 ("$PA JOB: DURHAM AWWTP ODOR CONTROL ilytip` : v_, SHEET NO OF 14325 NE Airport Way,Suite 101 CALCULATED BY CE DATE 8/5/16 INTERNATIONAL SEISMIC Portland,OR 97230 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 16-P-0143 DESIGN OF CONNECTIONS FOR 750EF5080: EQUIPMENT INFORMATION: Equipment weight,W= 696 lbs Length,L= 53.23 in Width,w= 53.23 in Height,h= 105.13 in Height to C.G.,Hc.g.= 53 in WIND FORCE: WL= 786.7 lbs Wv= 319.0 lbs ANALYSIS: M(overturning)=W x Hc.g.= 41352.9 in-lbs M(resisting)=(0.6xWp)x(w/2)= 11114.4 in-lbs Tension per side,Ts=(Mo-Mr)/w= 727.6 lbs (if negative T=0) Shear per side,Vs=W/2= 393.4 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 363.8 lbs Shear per connection,V=Vs/n= 196.7 lbs Multiply by 1.6 for ASD to LRFD conversion: T= 582 lbs V= 315 lbs SCREW CHECK: 363.8/(153*4)+196.7/(331*4)=0.74 <1 ,therefore OK www.hilti.us Profis Anchor 2.6.6 Company: Page: 1 Specifier: Project: Address: Sub-Project!Pos. No.: Phone I Fax: I Date: 8/5/2016 E-Mail: Specifiers comments: EF5080 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: het=2.000 in.,hnom=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 15/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: -(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 ry , Il 6 ' r o JY 4 X www.hilti.us Profis Anchor 2.6.6 Company: Specifier: Page: 2 Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 8/5/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON/Ov[%] Status Tension Pullout Strength 582 1079 54/- OK Shear Concrete edge failure in direction y+ 315 1002 -/32 OK Loading RN N c Utilization iiN,v[%] Status Combined tension and shear loads 0.539 0.315 5/3 51 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 regulations in accordance with Hilti'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 Hilti 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 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 Hilti 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 Hilti Website. Hilti 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. maw A Division of Tomarco Contractor Specialties Appendix ESICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1917* Reissued May 2015 This report is subject to renewal May 2017. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter Section: 03 16 00—Concrete Anchors (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and DIVISION: 05 00 00—METALS uncracked normal-weight or sand-lightweight concrete over Section: 05 05 19—Post-Installed Concrete Anchors metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) [minimum of 24 MPa REPORT HOLDER: is required under ADIBC Appendix L, Section 5.1.1]. HILTI, INC. The anchoring system complies with anchors as 5400 SOUTH 122ND EAST AVENUE described in Section 1909 of the 2012 IBC and Section TULSA, OKLAHOMA 74146 1912 of the 2009 and 2006 IBC. The anchoring system is (800)879-8000 an alternative to cast-in-place anchors described in www.us.hilti.com Section1908 of the 2012 IBC and Section 1911 of the 2009 HiltiTechEng(a)us.hilti.com and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section EVALUATION SUBJECT: R301.1.3 of the IRC. 3.0 DESCRIPTION HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL 3.1 KB-TZ: ANCHORS IN CRACKED AND UNCRACKED CONCRETE KB-TZ anchors are torque-controlled, mechanical 1.0 EVALUATION SCOPE expansion anchors. KB-TZ anchors consist of a stud Compliance with the following codes: (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in ■ 2012,2009 and 2006 International Building Code®(IBC) Figure 1. The stud is manufactured from carbon steel or • 2012, 2009 and 2006 International Residential Code® AISI Type 304 or Type 316 stainless steel materials. (IRC) Carbon steel KB-TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the • 2013 Abu Dhabi International Building Code(ADIBC)t carbon and stainless steel KB-TZ anchors are fabricated tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced from Type 316 stainless steel. The hex nut for carbon steel in this report are the same sections in the ADIBC. conforms to ASTM A563-04, Grade A, and the hex nut for Property evaluated: stainless steel conforms to ASTM F594. Structural The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other 2.0 USES end. The tapered mandrel is enclosed by a three-section The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist expansion element which freely moves around the static, wind, and seismic tension and shear loads in mandrel. The expansion element movement is restrained cracked and uncracked normal-weight concrete and sand- by the mandrel taper and by a collar, The anchor is lightweight concrete having a specified compressive installed in a predrilled hole with a hammer. When torque strength, fs, of 2,500 psi to 8,500 psi (17.2 MPa to is applied to the nut of the installed anchor, the mandrel is 58.6 MPa) [minimum of 24 MPa is required under ADIBC drawn into the expansion element, which is in turn Appendix L, Section 5.1.1]. expanded against the wall of the drilled hole. The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 3.2 Concrete: 12.7 mm) carbon steel KB-TZ anchors may be installed in Normal-weight and sand-lightweight concrete must the topside of cracked and uncracked normal-weight or conform to Sections 1903 and 1905 of the IBC. sand-lightweight concrete-filled steel deck having a 3.3 Steel Deck Panels: minimum member thickness, hmin,deck, as noted in Table 6 of this report and a specified compressive strength, fs, of Steel deck panels must be in accordance with the 3,000 psi to 8,500 psi(20.7 MPa to 58.6 MPa) [minimum of configuration in Figures 5A, 5B, 5C and 5D and have a 24 MPa is required under ADIBC Appendix L, Section minimum base steel thickness of 0.035 inch (0.899 mm). 5.1.1]. Steel must comply with ASTM A653/A653M SS Grade 33 *Corrected May 2015 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed �� as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as Erta ANS! to any finding or other matter in this report,or as to any product covered by the report. aiecounciL Copyright©2015 Page 1 of 13 ESR-1917 I Most Widely Accepted and Trusted Page 2 of 13 and have a minimum yield strength of 33,000 psi f. (228 MPa). NM f� =Np,cr (N, MPa) 17.2 4.0 DESIGN AND INSTALLATION In regions where analysis indicates no cracking in 4.1 Strength Design: accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension may be calculated in accordance with 4.1.1 General: Design strength of anchors complying with the following equation: the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Np f =Np,uncr.,J- (Pb, psi) (Eq-2) Appendix D and this report. 2,5 0 0 Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined f� MPa) in accordance with ACI 318-08 Appendix D and this report. Np.fc =Np.uncr,Ni -7.2 (N, Design strength of anchors complying with the 2006 Where values for Np,cr or Np,uncr are not provided in Table IBC and Section R301.1.3 of the 2006 IRC must be in 3 or Table 4, the pullout strength in tension need not be accordance with ACI 318-05 Appendix D and this report. evaluated. The nominal pullout strength in cracked concrete of the Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2012 IBC (ACI 318-11) unless carbon steel KB TZ installed in the soffit of sand lightweight or normal weight concrete on steel deck floor noted otherwise in Sections 4.1.1 through 4.1.12.The strength design of anchors must comply with ACI 318 and roof assemblies, as shown in Figures 5A and 5B, is given in Table 5. In accordance with ACI 318 D.5.3.2, the D.4.1, except as required in ACI 318 D.3.3. nominal pullout strength in cracked concrete must be Strength reduction factors, 0, as given in ACI 318-11 calculated in accordance with Eq-1, whereby the value of D.4.3 and noted in Tables 3 and 4 of this report, must be Np,deck,cr must be substituted for Np,cr and the value of used for load combinations calculated in accordance with 3,000 psi (20.7 MPa) must be substituted for the value of Section 1605.2 of the IBC and Section 9.2 of ACI 318. 2,500 psi (17.2 MPa) in the denominator. In regions where Strength reduction factors, 0, as given in ACI 318-11 D.4.4 analysis indicates no cracking in accordance with ACI 318 must be used for load combinations calculated in 5.3.6, the nominal strength in uncracked concrete must be accordance with ACI 318 Appendix C. An example calculated according to Eq-2, whereby the value of calculation in accordance with the 2012 IBC is provided in Np,deck,uncr must be substituted for Np,uncr and the value of Figure 7. The value of fc used in the calculations must be 3,000 psi (20.7 MPa) must be substituted for the value of limited to a maximum of 8,000 psi (55.2 MPa), in 2,500 psi (17.2 MPa) in the denominator. The use of accordance with ACI 318-11 D.3.7. stainless steel KB-TZ anchors installed in the soffit of 4.1.2 Requirements for Static Steel Strength in concrete on steel deck assemblies is beyond the scope of Tension: The nominal static steel strength, N„, of a single this report. anchor in tension must be calculated in accordance with 4.1.5 Requirements for Static Steel Strength in Shear: ACI 318 D.5.1.2. The resulting Nsa values are provided in The nominal steel strength in shear, Vsa, of a single anchor Tables 3 and 4 of this report. Strength reduction factors in accordance with ACI 318 D.6.1.2 is given in Table 3 and Table 4 of this report and must be used in lieu of the corresponding to ductile steel elements may be used. values derived by calculation from ACI 318-11, Eq. D-29. 4.1.3 Requirements for Static Concrete Breakout The shear strength Vsa,deck of the carbon-steel KB-TZ as Strength in Tension: The nominal concrete breakout governed by steel failure of the KB-TZ installed in the soffit strength of a single anchor or group of anchors in tension, of sand-lightweight or normal-weight concrete on steel kb or Ncbg, respectively, must be calculated in accordance deck floor and roof assemblies, as shown in Figures 5A, with ACI 318 D.5.2, with modifications as described in this 5B and 5C, is given in Table 5. section. The basic concrete breakout strength in tension, 4.1.6 Requirements for Static Concrete Breakout Nb, must be calculated in accordance with ACI 318 Strength in Shear: The nominal concrete breakout D.5.2.2, using the values of hef and kcr as given in Tables strength of a single anchor or group of anchors in shear, 3, 4 and 6. The nominal concrete breakout strength in Vcb or Vcbg, respectively, must be calculated in accordance tension in regions where analysis indicates no cracking in with ACI 318 D.6.2, with modifications as described in this accordance with ACI 318 D.5.2.6 must be calculated with section. The basic concrete breakout strength, Vb,must be kuncr as given in Tables 3 and 4 and with 4icN= 1.0. calculated in accordance with ACI 318 D.6.2.2 based on For carbon steel KB-TZ anchors installed in the soffit of the values provided in Tables 3 and 4. The value of£c used sand-lightweight or normal-weight concrete on steel deck in ACI 318 Eq. D-24 must be taken as no greater than the floor and roof assemblies, as shown in Figures 5A, 5B and lesser of hef or 8da. 5C, calculation of the concrete breakout strength is not For carbon steel KB-TZ anchors installed in the soffit of required. sand-lightweight or normal-weight concrete on steel deck 4.1.4 Requirements for Static Pullout Strength in floor and roof assemblies, as shown in Figures 5A, 5B and Tension: The nominal pullout strength of a single anchor 5C, calculation of the concrete breakout strength in shear in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked is not required. and uncracked concrete, Np,cr and Np,uncr, respectively, is 4.1.7 Requirements for Static Concrete Pryout given in Tables 3 and 4. For all design cases tc,p= 1.0. In Strength in Shear: The nominal concrete pryout strength accordance with ACI 318 D.5.3, the nominal pullout of a single anchor or group of anchors, Vcp or Vag, strength in cracked concrete may be calculated in respectively, must be calculated in accordance with ACI accordance with the following equation: 318 D.6.3, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of kb or Ncbg as N , =Nf (Ib, psi) ) p,f, p,cr 2,500 (Eq-1) calculated in Section 4.1.3 of this report. ESR-1917 I Most Widely Accepted and Trusted Page 3 of 13 For carbon steel KB-TZ anchors installed in the soffit of For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures steel deck floor and roof assemblies, the anchors must be 5A, 5B, and 5C, calculation of the concrete pry-out installed in accordance with Figure 5A, 5B and 5C and strength in accordance with ACI 318 D.6.3 is not required. shall have an axial spacing along the flute equal to the greater of 3hefor 1.5 times the flute width. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, 4.1.11 Requirements for Critical Edge Distance: In the design must be performed in accordance with ACI 318 applications where c< cac and supplemental reinforcement D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. to control splitting of the concrete is not present, the Modifications to ACI 318 D.3.3 shall be applied under concrete breakout strength in tension for uncracked Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of concrete, calculated in accordance with ACI 318 D.5.2, the 2006 IBC. The nominal steel strength and the nominal must be further multiplied by the factor tPcp,N as given by concrete breakout strength for anchors in tension, and the Eq-1: nominal concrete breakout strength and pryout strength for __ c anchors in shear, must be calculated in accordance with `pcpN .-ac (Eq 3) ACI 318 D.5 and D.6, respectively, taking into account the whereby the factor qicp N need not be taken as less corresponding values given in Tables 3, 4 and 5 of this 1.5he, report. The anchors may be installed in Seismic Design than cac For all other cases, �'cp,N = 1.0. In lieu of Categories A through F of the IBC. The anchors comply using ACI 318 D.8.6, values of cac must comply with with ACI 318 D.1 as ductile steel elements and must be Table 3 or Table 4 and values of cac,deck must comply with designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5, Table 6. D.3.3.6 or D.3.3.7, ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6, or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and 4.1.8.2 Seismic Tension: The nominal steel strength 318-08, when anchors are used in sand lightweight and nominal concrete breakout strength for anchors in concrete, the modification factor Aa or A, respectively, for tension must be calculated in accordance with ACI 318 concrete breakout strength must be taken as 0.6 in lieu of D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 and 4.1.3 of this report. In accordance with ACI 318 IBC). In addition the pullout strength NP,,,-, Np ncr and NpeQ D.5.3.2, the appropriate pullout strength in tension for must be multiplied by 0.6, as applicable. seismic loads, Np,eq, described in Table 4 or Np,deck,cr For ACI 318-05, the values Nb, Np,cr, Np,uncr, keg and Vb described in Table 5 must be used in lieu of Np, as determined in accordance with this report must be applicable. The value of Np,eq or Np,deck,cr may be adjusted multiplied by 0.6, in lieu of ACI 318 D.3.4. by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value of Np,deck,cr must For carbon steel KB TZ anchors installed in the soffit of be substituted for Np cr and the value of 3,000 psi sand-lightweight concrete-filled steel deck and floor and (20.7 MPa) must be substituted for the value of 2,500 psi roof assemblies, this reduction is not required. Values are (17.2 MPa) in the denominator. If no values for Np,eq are presented in Table 5 and installation details are show in given in Table 3 or Table 4, the static design strength Figures 5A, 5B and 5C. values govern. 4.2 Allowable Stress Design (ASD): 4.1.8.3 Seismic Shear: The nominal concrete breakout 4.2.1 General: Design values for use with allowable strength and pryout strength in shear must be calculated in stress design (working stress design) load combinations accordance with ACI 318 D.6.2 and D.6.3, as described in calculated in accordance with Section 1605.3 of the IBC, Sections 4.1.6 and 4.1.7 of this report. In accordance with must be established as follows: ACI 318 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vsa,eq described in Table 3 and Tallowab/e,ASD = ON Table 4 or Vsa,deCk described in Table 5 must be used in lieu a of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Va//owab/e,ASD = 014 Shear Forces: For anchors or groups of anchors that are a subject to the effects of combined tension and shear where: forces, the design must be performed in accordance with ACI 318 D.7. Ta//owab/e,ASD = Allowable tension load (lbf or kN). 4.1.10 Requirements for Minimum Member Thickness, Va//owab/e,ASD = Allowable shear load (lbf or kN). Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3,values of sm,n qNn = Lowest design strength of an anchor and cm/n as given in Tables 3 and 4 of this report must be or anchor group in tension as used. In lieu of ACI 318 D.8.5, minimum member determined in accordance with ACI thicknesses hmin as given in Tables 3 and 4 of this report 318 D.4.1, and 2009 IBC Section must be used. Additional combinations for minimum edge 1908.1.9 or 2006 IBC Section distance, cm/n, and spacing, sm/n, may be derived by linear 1908.1.16, as applicable(lbf or N). interpolation between the given boundary values as OVn = Lowest design strength of an anchor described in Figure 4. or anchor group in shear as For carbon steel KB-TZ anchors installed on the top of determined in accordance with ACI normal-weight or sand-lightweight concrete over profile 318 D.4.1, and 2009 IBC Section steel deck floor and roof assemblies, the anchor must be 1908.1.9 or 2006 IBC Section installed in accordance with Table 6 and Figure 5D. 1908.1.16, as applicable (lbf or N). ESR-1917 I Most Widely Accepted and Trusted Page 4 of 13 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. The requirements for member thickness, edge distance 5.3 Anchors must be limited to use in cracked and sand- and spacing, described in this report, must apply. An lightwuncracked normal-weight concrete and example of allowable stress design values for illustrative strength, , of 2,500rete havingpt a 8,500specified(17.2 MPa strength, f�, of psi to psi MPa to purposes in shown in Table 7. 58.6 MPa) [minimum of 24 MPa is required under 4.2.2 Interaction of Tensile and Shear Forces: The ADIBC Appendix L, Section 5.1.1], and cracked and interaction must be calculated and consistent with ACI 318 uncracked normal-weight or sand-lightweight concrete D.7 as follows: over metal deck having a minimum specified For shear loads Vapplled < 0.2 Vallowab/e,ASD, the full allowable compressive strength, fNc, of 3,000 psi (20.7 MPa) load in tension must be permitted. [minimum of 24 MPa is required under ADIBC For tension loads T < Appendix L, Section 5.1.1]. applied 5 0.2Tallowab/e,ASD, the full allowable load in shear must be permitted. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). For all other cases: 5.5 Strength design values must be established in Tapplied + Vapplied < 1.2 accordance with Section 4.1 of this report. Tallowable,ASD Valiowable,ASD (Eq-4) p 4.3 Installation: 5.6 Allowable design values are established in accordance with Section 4.2. Installation parameters are provided in Tables 1 and 6 and 5.7 Anchor spacing and edge distance as well as Figures 2, 5A, 5B, 5C and 5D. Anchor locations must minimum member thickness must comply with Tables comply with this report and plans and specifications 3,4, and 6, and Figures 4, 5A, 5B, 5C and 5D. approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published 5.8 Prior to installation, calculations and details instructions and this report. In case of conflict, this report demonstrating compliance with this report must be governs. Anchors must be installed in holes drilled into the submitted to the code official. The calculations and concrete using carbide-tipped masonry drill bits complying details must be prepared by a registered design with ANSI B212.15-1994. The minimum drilled hole depth professional where required by the statutes of the is given in Table 1. Prior to installation, dust and debris jurisdiction in which the project is to be constructed. must be removed from the drilled hole to enable installation 5.9 Since an ICC-ES acceptance criteria for evaluating to the stated embedment depth. The anchor must be data to determine the performance of expansion hammered into the predrilled hole until hnom is achieved. anchors subjected to fatigue or shock loading is The nut must be tightened against the washer until the unavailable at this time, the use of these anchors torque values specified in Table 1 are achieved. For under such conditions is beyond the scope of this installation in the soffit of concrete on steel deck report. assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more 5.10 Anchors may be installed in regions of concrete than 1/8 inch (3.2 mm). For member thickness and edge where cracking has occurred or where analysis distance restrictions for installations into the soffit of indicates cracking may occur (ft > fr), subject to the concrete on steel deck assemblies, see Figures 5A, 5B conditions of this report. and 5C. 5.11 Anchors may be used to resist short-term loading due 4.4 Special Inspection: to wind or seismic forces in locations designated as Periodic special inspection is required in accordance with Seismic Design Categories A through F of the IBC, subject to the conditions of this report. Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 of the 2009 IBC and Table 1704.4 or 5.12 Where not otherwise prohibited in the code, KB-TZ Section 1704.13 of the 2006 IBC, as applicable. The anchors are permitted for use with fire-resistance- special inspector must make periodic inspections during rated construction provided that at least one of the anchor installation to verify anchor type, anchor following conditions is fulfilled: dimensions, concrete type, concrete compressive strength, • Anchors are used to resist wind or seismic forces anchor spacing, edge distances, concrete member only. thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed • Anchors that support a fire-resistance-rated installation instructions. The special inspector must be envelope or a fire- resistance-rated membrane are present as often as required in accordance with the protected by approved fire-resistance- rated "statement of special inspection." Under the IBC, additional materials, or have been evaluated for resistance to requirements as set forth in Sections 1705, 1706 and 1707 fire exposure in accordance with recognized must be observed, where applicable. standards. 5.0 CONDITIONS OF USE • Anchors are used to support nonstructural The Hilti KB-TZ anchors described in this report comply elements. with the codes listed in Section 1.0 of this report, subject to 5.13 Use of zinc-coated carbon steel anchors is limited to the following conditions: dry, interior locations. ESR-1917 I Most Widely Accepted and Trusted Page 5 of 13 5.14 Use of anchors made of stainless steel as specified in 6.2 Quality-control documentation. this report are permitted for exterior exposure and 7.0 IDENTIFICATION damp environments. in The anchors are identified by packaging labeled with the 5.15 Use of anchors made of stainless steel as specified this report are permitted for contact with preservative- manufacturer's name (Hilti, Inc.) and contact information, treated and fire-retardant-treated wood. anchor name, anchor size, and evaluation report number (ESR-1917). The anchors have the letters KB-TZ 5.16 Anchors are manufactured by Hilti AG under an embossed on the anchor stud and four notches approved quality-control program with inspections by embossed into the anchor head, and these are visible after ICC-ES. installation for verification. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012(ACI 355.2-07). TABLE 1—SETTING INFORMATION(CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units 3/8 1/2 5/8 3/4 Anchor O.D. da In. 0.375 0.5 0.625 0.75 (d02 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter db4 In. 3/8 1/2 5/8 3/4 Effective min. In. 2 2 31/4 31/8 4 33/4 43/4 embedment het (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25/16 23/8 35/8 39/16 47/16 45/16 59/16 embedment hnom (mm) (59) (60) (91) (91) (113) (110) (142) Min. hole depth he In. 25/8 25/8 4 33/4 43/4 41/2 53/4 (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. 1/4 3/4 /a 3/8 3/4 1/8 16/6 fastened part1 tm,n (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque Tinsr (Nm) (34) (54) (81) (149) Min.dia.of hole dh In. /16 9/16 11 13/16 /16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor p In. 3 33/4 5 33/4 41/2 51/2 7 43/4 6 81/2 10 51/2 8 10 lengths fanch (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length In. 7/8 15/8 27/8 15/8 23/8 33/8 47/8 11/2 23/4 51/4 63/4 11/2 4 6 (incl.dog point) Cthread (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) Unthreaded euntnr In. 21/s 21/8 31/4 4 length (mm) (54) (54) (83) (102) 1The 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. 2The notation in parenthesis is for the 2006 IBC. ESR-1917 I Most Widely Accepted and Trusted Page 6 of 13 UNC thread mandrel °} � 'I � � �E, dog point expansion collar element washer hex nut bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) • tthread dhA • t tanch tunthr da hef hnom h0 V • • FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A BCD E F GH I JK L MNOPQRS T U VW on bolt head Length of From 1 % 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 tanch not 2 2% 3 3'% 4 4% 5 5% 6 6'% 7 7% 8 8'/z 9 9'% 10 11 12 13 14 15 16 (inches) including tr 0,44;;;A FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 7 of 13 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ DESIGN INFORMATION Symbol Units 3 Nominal anchor diameter /8 '/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 Anchor O.D. da(do) (mm) (9.5) (12.7) (15.9) (19.1) in. 2 2 31/4 31/8 4 33/4 43/4 Effective min.embedment' ha, (mm) (51) (51) (83) (79) (102) (95) (121) Min.member thickness2 hmm 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. 43/8 4 51/2 41/2 71/2 6 61/2 83/4 63/4 10 8 9 Critical edge distance coo (mm) (111) (102) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229) In. 21/2 23/4 23/8 35/8 31/4 43/4 41/8 Cm,n Min.edge distance (mm) (64) (70) (60) (92) (83) (121) (105) in. 5 53/4 53/4 61/8 57/8 101/2 87/8 for (mm) (127) (146) (146) (156) (149) (267) (225) in. 21/2 23/4 23/8 31/2 3 5 4 Sm,n Min.anchor spacing (mm) (64) (70) (60) (89) (76) (127) (102) In. 35/8 41/e 31/2 43/4 41/4 9'/2 73/4 for c (mm) (92) (105) (89) (121) (108) (241) (197) in. 25/8 25/8 4 33/4 43/4 4'/2 53/4 Min.hole depth in concrete ho (mm) (67) (67) (102) (98) (121) (117) (146) Ib/in2 100,000 84,800 84,800 84,800 Min.specified yield strength fy 2 (N/mm) (690) (585) (585) (585) lb/in2 125,000 106,000 106,000 106,000 Min.specified ult.strength feta 2 (N/mm) (862) (731) (731) (731) In2 0.052 0.101 0.162 0.237 Effective tensile stress area Ase,N (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension Nsa lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear Vsa lb 3,595 5,495 8,090 13,675 (kN) (16.0) (24.4) (36.0) (60.8) lb 2,255 5,495 7,600 11,745 Steel strength in shear,seismic3 Vsa,eq (kN) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,515 5,515 9,145 8,280 10,680 concrete4 Np,una NA NA (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked concrete4 Al,„ lb 2,270 NA 4,915 NA NA NA NA (kN) (10.1) (21.9) Anchor category' 1 Effectiveness factor k„„„,uncracked concrete 24 Effectiveness factor kr cracked concretes 17 Wed'kunst/kr' 1.0 Coefficient for pryout strength,k„ 1.0 2.0 Strength reduction factor 0 for tension,steel failure 0.75 modes' Strength reduction factor 0 for shear,steel failure modes' 0.65 Strength reduction 0 factor for tension,concrete failure modes or pullout,Condition B9 0.65 Strength reduction 0 factor for shear,concrete failure 0.70 modes,Condition B° Axial stiffness in service load AMC! lb/in. 700,000 range1° A, lb/in. 500,000 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. 2For sand-lightweight or normal-weight concrete over metal deck,see Figures 5A,5B,5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases(Pe =1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 5See ACI 318-11 D.4.3. 'See ACI 318 D.5.2.2. 7For all design cases WO,N=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 associated with Condition A may be used. ''Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 8 of 13 TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 6/8 3/4 Anchor 0.D. de(dn) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min.embedment' hain. 2 2 31/4 31/8 4 33/4 43/4 (mm) (51) (51) (83) (79) (102) (95) (121) Min.member thickness hmin 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) Critical edge distance ce in. 43/8 37/8 51/2 41/2 71/2 6 7 87/6 6 10 7 g (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 21/2 27/8 21/8 31/4 2-3/8 41/4 4 c„,;„Min.edge distance (mm) (64) (73) (54) (83) (60) (108) (102) for s>_ in. 5 53/4 51/4 51/2 51/2 10 81/2 (mm) (127) (146) (133) (140) (140) (254) (216) in. 21/4 27/8 2 23/4 23/8 5 4 Smin Min.anchor spacing (mm) (57) (73) (51) (70) (60) (127) (102) for in. 31/2 41/2 31/4 41/8 41/4 91/2 7 (mm) (89) (114) (83) (105) (108) (241) (178) 5 Min.hole depth in concrete ho m. 25/8 2/8 4 33/4 43/4 4'/2 53/4 (mm) (67) (67) (102) (98) (121) (117) (146) Min.specified yield strength fy lb/in2 92,000 92,000 92,000 76,125 (N/mm2) (634) (634) (634) (525) Min.specified ult.Strength �e Ib/int 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile stress area AS0N in2 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension Nsa lb 5,968 11,554 17,880 24,055 (kN) (26.6) (51.7) (82.9) (107.0) Steel strength in shear V a 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 seismic2 No,eq (kN) NA (12.2) NA NA NA Steel strength in shear,seismic2 Vs,, lb 2,825 6,880 9,350 12,890 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked lb 2,630 5,760 12,040 concrete3 Nana (kN) (11.7) NA NA NA (25.6) (53.6) Pullout strength cracked lb 2,340 3,180 5,840 8,110 concrete3 Na,`, (kN) (10.4 NA NA (14.1) (26.0) (36.1) NA Anchor category4 1 2 1 Effectiveness factor k„no,uncracked concrete 24 Effectiveness factor k5,cracked concretes 17 24 17 17 17 24 17 4jC,,N=knn�ka6 1.0 Strength reduction factor Ofor tension,steel failure modes' 0.75 Strength reduction factor 0 for shear,steel failure modes' 0.65 Strength reduction 0 factor for tension,concrete failure modes,Condition B8 0.65 0.55 0.65 Coefficient for pryout strength,k57 1.0 2.0 Strength reduction 0 factor for shear,concrete failure modes,Condition B8 0.70 Axial stiffness in service load /jnc, lb/in. 120,000 ranges Ar lb/in. 90,000 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. 2See Section 4.1.8 of this report.NA(not applicable)denotes that this value does not control for design. 33For all design cases�n,p=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. 5See ACI 318 D.5.2.2. 'For all design cases 4Pe,N=1.0.The appropriate effectiveness factor for cracked concrete(k0,)or uncracked concrete(k„n0,)must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 8For 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. ESR-1917 I Most Widely Accepted and Trusted Page 9 of 13 • ► 411---1. to stlesign Cdesign co 'U - hmin Q Cmin at s>_ z. _ rn III 1111 - Sdesign - Smin at C>_ 1 al h?hmin I I I I I I 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 SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'6'7'8 DESIGN INFORMATION Symbol Units 3 Anchor Diameter /a t/2 5/8 3/4 Effective Embedment Depth het in. 2 2 31/4 31/8 4 33/4 Minimum Hole Depth he in. 25/8 25/8 4 33/4 43/4 41/2 Loads According to Figure 5A Pullout Resistance, uncracked Np,deck,uncr lb 2,060 2,060 3,695 2,825 6,555 4,255 concrete Pullout Resistance, cracked concretes Np,deck,cr lb 1,460 1,460 2,620 2,000 4,645 3,170 Steel Strength in Shear' Vsa,deck lb 2,130 3,000 4,945 4,600 6,040 6,190 Steel Strength in Shear,Seismic8 Vsa,deck,eq lb 1,340 3,000 4,945 4,320 5,675 5,315 Loads According to Figure 5B Pullout Resistance,uncracked N p tleck,uncr lb 2,010 2,010 3,695 2,825 5,210 4,255 concrete Pullout Resistance, cracked concrete 6 Np,deck,cr lb 1,425 1,425 2,620 2,000 3,875 3170 Steel Strength in Shear' Vsa,deck lb 2,060 2,060 4,065 4,600 5,615 6,190 Steel Strength in Shear,Seismic8 Vsa,deck,eq lb 1,340 1,460 4,065 4,320 5,275 5,315 Loads According to Figure 5C Pullout Resistance,uncracked N lb 1,845 1,865 3,375 4,065 concrete p deck,uncrz Pullout Resistance,cracked concrete 6 Np,deck,cr lb 1,660 1,325 3,005 2,885 Steel Strength in Shear' Vsa.deck lb 2,845 2,585 3,945 4,705 ' Steel Strength in Shear,Seismic8 Vsa,deck,eq lb 1,790 2,585 3,945 4,420 1 Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A,5B and 5C of this report. 2 The values for%in tension and 4:158 in shear can be found in Table 3 of this report. 3 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by(f'c/3000)1/2 for psi or(f'c/20.7)12 for MPa[minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4 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. 5The values listed must be used in accordance with Section 4.1.4 of this report. 6The values listed must be used in accordance with Sections 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. 8 The values listed must be used in accordance with Section 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations. ESR-1917 I Most Widely Accepted and Trusted Page 10 of 13 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 5D''2'3�4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/a 112 Effective Embedment Depth her in. 2 2 Nominal Embedment Depth hnom in. 25/76 23/ a Minimum Hole Depth ho in. 25/6 25/ a Minimum concrete thickness5 hmin,deck in. 31/4 31/4 Critical edge distance Cac,deck,top in. 41/2 6 Minimum edge distance Cmin,deck,top in. 3 41/ z Minimum spacing s migdeck,top in. 4 61/2 Required Installation Torque Tnst ft-lb 25 40 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmin,cmin,and Smin• 'Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. 4Applicable for 3'/4-in<_hmin,deck<4-in.For hmin,deck>_4-inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute.See Figure 5D. kt yr Ya ('COPSI NORMA ORSAATIC'. t :,?0 d, � 4. . 's`` 4 UGHT4YEIOHr ONGRE1C n L`r f v F .r, 1 'Sr s e -,"t.`/-4e. e. s: k,,+. 'il r " !A{ [rs4 x,: `'#t x ``7 � st ` FLUTE " Mt keN,4-H2' I I liN, -4 I 111II MIN.12'TM; r 4 LOWER FLUTE .1 („gm.,i I , OFFSET VP. FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8"Typical 41100.041 Min,2-1/211 fcr 3/8,iJ2 `,77.11 Ware.A.VAT4V-71-11400.- .. _,4z and 5J$z3--1/8 Min-3 000 psl N°mIre-wetght ; ,} w or IglltWtiight GflnClBte Min.3-1/4p for 5J8x4tiojoir ».�., 4orit and 3/4x3-3/4 ® . � 1! Max.3"" 11 Upper i...!`iii, 1 if Flute Minlrram i11-111613 1 (Halley) steGaol) lin ; Steel W Deck Min. Min. 3 718" 3-7/8° Lower Min.12"Typical , Flute Min.1" 1 - (Ridge) FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ' ESR-1917 I Most Widely Accepted and Trusted Page 11 of 13 g zX 2 p f t , x ---,--/- MIN 3.000 PSI NORMAL tR SANDY [ 7 LIGHTWEIGHT CONCTE '`" UPPER 1,... (VALLEY) FLU�T�EEY MIN 1 ' # 4 MIN.20 GUAGE 1-3/4" [ MIN 3-12'' 1 STEEL W CK MIN.2-1/2'I 3/4`MIN -` MIN$*TYP rt LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES–B DECK1'2 '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 /8-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. 2Anchors 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 31/4-inch and the minimum hole clearance of 5/8-inch is satisfied. MIN,3,0001 PSI NORMAL OR SAND- LIGHTWEIGHTCONCRETE * UPPER 'tl t FLUTE ' __.. I (VALLEY) 1 iMIN 2: 1 1 l - MIN.20 GUAGE 1 1-3/4' [ , MIN 3-1/2" STEEL W DECI4 MIN,2-1/2"1 MIN 6'INF �' i-..- -__ _ --LOWER FLUTE (RIDGE) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES1'2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 31/4-in<_hm;n<4-in.For hm;n>_4-inch use setting information in Table 3 of this report. TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension(Ibf) Carbon Steel Stainless Steel Nominal Anchor Embedment depth(in.) fc=2,500 psi diameter(in.) Carbon Steel Stainless Steel 3/e 2 1,105 1,155 2 1,490 1,260 '/2 31/4 2,420 2,530 s 31/8 2,910 2,910 /8 4 4,015 4,215 3 33/4 3,635 3,825 /4 43/4 4,690 5,290 For SI: 1 lbf=4.45 N, 1 psi=0.00689 MPa 1 psi=0.00689 MPa. 1 inch=25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2(no seismic loading). 430%dead load and 70%live load,controlling load combination 1.2D+1.6 L. 5Calculation of the weighted average for a=0.3*1.2+0.7*1.6= 1.48. 6f'c=2,500 psi(normal weight concrete). 'cal=Ca2>Cac 8h km 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided ESR-1917 I Most Widely Accepted and Trusted Page 12 of 13 ..11.* ifikle**, .1111 r 4.4.1„1..... .. p.as...r. 4..,,, .Iwo.%110.._............4.0,4.0 .., .117: fistotoi.1.-... eat lif\i''.11‘14*N-1111A--1114A---11411k\N,-1144 14`*14kWilill 74041,miltAikaSINE0.4-2. *.: 41, 1.Hammer cel a he a to the same nominal Z Clean hole. diameter Kwik Boll TZ. T e holedepth must equal the anchor rent listed uc Tablet The fixture maybe used as a drilling template to mire anchor location, fie-*-11,74 II *1"J"WriplictiliTi iva•Pililill A- di 4140, ob.ill 4*101.,,zilipattop.,16- r riple, 4, „ / /. ! a i En 1411102111111111 girl *� la N..- , ...ii.14 Itre ,vb it.to**61.***itir 3.Drive Kwik Beh TZ i to the h using 4.Tighter nut to the retired a hammer. The must be n irlatalon tie, until the nominal embedment is achieved. FIGURE 6—INSTALLATION INSTRUCTIONS ESR-1917 I Most Widely Accepted and Trusted Page 13 of 13 Given: A T„ A Two 1/2-inch carbon steel KB-TZ anchors under static tension c load as shown. 1.5 h et - .. het=3.25 in. e.,¢. �_': Al-.- Normal weight concrete,f' =3,000 psi No supplementary reinforcement(Condition B per ACI 318-11I ' _: >b D.4.3 c) ‘74 "c =6" Assume cracked concrete since no other information is available. - .` 1.5I Needed:Using Allowable Stress Design(ASD)calculate the allowable tension load for this configuration. 1.5 het AA Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: ON =0nkff =0.75 x 2 x 0.101x 106,000=16,059Ib D.5.1.2 §4.1.2 Check whether fofa is not greater than 1.9fya and 125,000 psi. D.4.3 a Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: ANc Ncbg _ Wee,NVed,Nig c,N�cp,NNb D.5.2.1 §4.1.3 ANco Step 2a.Verify minimum member thickness,spacing and edge distance: hm,n=6 in.<6 in. .'. Ok smin 2.375,5.75 2.375-5.75 D.8 Table 3 slope= =-3.0 Fig.4 3.5-2.375 For cmn=4in' 2.375 controls 3.5,2.375 sm;,, =5.75-[(2.375-4.0)(-3.0)}=0.875<2.375 in<6 in.•.ok 0.875 4 cram Step 2b. For AN check 1.5he, =1.5(3.25)=4.88 in>C 3.0hef =3(3.25)=9.75 in>s D.5.2.1 Table 3 Step 2c.Calculate AN.and Ane for the anchorage: ANco =9hef=9 x(3.25)2 =95.1in.2 D.5.2.1 Table 3 AN,= (1.5hef+c)(3hef+s)= [1.5 x(3.25)+4][3 x(3.25)+6] = 139.8in 2<2ANen ..ok Step 2d. Determine l'ec,N: eN-0.•.Vec,N=1.0 D.5.2.4 - Step 2e.Calculate Nb:Nb =kc.)Q fJ hef = 17 x 1.0 x 3,000 x 3.251.5 =5,456 lb D.5.2.2 Table 3 Step 2f.Calculate modification factor for edge distance: V'ed,N=0.7+0.3 41.5(3.25)=0.95 D.5.2.5 Table 3 Step 2g.Calculate modification factor for cracked concrete: yrc N=1.00(cracked concrete) D.5.2.6 Table 3 Step 2h.Calculate modification factor for splitting: i N=1.00(cracked concrete) §4.1.10 Table 3 Step q 2i. Calculate ,A Nang Nbg- 5 x 0.6 139.8 x 1.00 x 0.95 x 1.00 x 5,456=4,952 lb D.5.2.1 §4.1.3 c 95.1 D.4.3 c) Table 3 Step 3.Check pullout strength:Table 3, 0 nNpn,rc=0.65 x 2 x 5,515 lb x I3,000=7,852 lb>4,952 ...OK D.5.3.2 §4.1.4 V z,soo D.4.3 c) Table 3 Step 4.Controlling strength: 0 kb,=4,952 lb<gnNpn<0Na .•. ONebg controls D.4.1.2 Table 3 Step5.To convert to ASD,assume U=1.2D+1.6L: T = 4,952=3,346 lb. allow- 1.48 §4.2 FIGURE 7-EXAMPLE CALCULATION EZ. ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2196 Issued October 2015 Revised December 2015 This report is subject to renewal October 2017 www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS 3.0 DESCRIPTION Section: 05 05 23—Metal Fastenings 3.1 General: DIVISION: 06 00 00—WOOD, PLASTICS AND The Hilti Self-drilling and Self-piercing Screws are tapping COMPOSITES screws, case-hardened from carbon steel conforming to Section: 06 05 23—Wood, Plastic, and Composite ASTM A510, Grades 1018 to 1022.Table 1 provides screw Fastenings designations, sizes and descriptions of head styles, point styles, drilling/piercing ranges, length of load bearing area DIVISION: 09 00 00—FINISHES and coatings. Screws are supplied in boxes of individual Section: 09 22 16.23—Fasteners screws, or in collated plastic strips. See Figures 1 through 11 for depictions of the screws described in Sections 3.2 REPORT HOLDER: through 3.12, respectively. 3.2 HWH and HHWH Self-drilling Screws: HILTI, INC. The#8, #10, #12 and 1/4-inch HWH and HHWH self-drilling 7250 DALLAS PARKWAY, SUITE 1000 screws comply with ASTM C1513 and SAE J78 and have PLANO, TEXAS 75024 Hex Washer or High Hex Washer head styles. The 114-inch (800)879-8000 HWH screws have a larger diameter than #14 screws www.us.hilti.com complying with ASME B18.6.4, and may be used where HNATechnicalServicesAhilti.com #14 self drilling tapping screws are specified. The screws have an electroplated zinc coating or a proprietary coating, EVALUATION SUBJECT: as indicated in Table 1A. 3.3 HWH Self-piercing Screws: HILTI SELF-DRILLING AND SELF-PIERCING SCREWS The #8 and #10 HWH self piercing screws comply with 1.0 EVALUATION SCOPE ASTM C1513 and have a Hex Washer head style. The screws have an electroplated zinc coating or a proprietary Compliance with the following codes: coating, as indicated in Table 1A. • 2015, 2012, 2009 and 2006 International Building 3.4 PPH Self-drilling Screws: Code®(IBC) The #8 and #10 PPH self-drilling screws comply with • 2015, 2012 and 2009 International Residential Code® ASTM 01513 and SAE J78 and have a Phillips Pan head (IRC) style. The screws have an electroplated zinc coating as indicated in Table 1A. • 2013 Abu Dhabi International Building Code(ADIBC)t 3.5 PPFH SD Framer Self-drilling Screws: tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced in this report are the same sections in the ADIBC. The #7 PPFH SD Framer self drilling screws comply with the material and performance requirements of ASTM Property evaluated: C1513. The dimensions of the screws comply with the Structural manufacturer's quality documentation. The screws have a Phillips Pan Framing head style and have an electroplated 2.0 USES zinc coating or a proprietary phosphated coating, as indicated in Table 1A. The Hilti Self-drilling and Self-piercing Screws are used to connect cold-formed steel members together and to 3.6 PBH SD Self-drilling Drywall Screws: connect gypsum wall board, wood or other building The #6 PBH SD and #8 PBH SD self-drilling screws materials to cold-formed steel. The screws are used comply with ASTM C954. The screws have a Phillips Bugle in engineered connections of cold-formed steel and head style and have an electroplated zinc coating, a connections prescribed by the code for cold-formed steel proprietary duplex coating or a proprietary phosphated framing and for sheathing to steel connections. coating,as indicated in Table 1 B. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as =‘, VMS! to any finding or other matter in this report,or as to any product covered by the report. 214.1 NEM txoEmxxPagewM 1 of0 Copyright®2015 ICC Evaluation Service,LLC. All rights reserved. ESR-2196 I Most Widely Accepted and Trusted Page 2 of 10 3.7 PBH S Self-piercing Drywall Screws: prescribed in Section C2.2.3 of AISI S213, which is The #6 PBH S self piercing screws comply with ASTM referenced in 2015 and 2012 IBC Section 2211.6 (2009 C1002, Type S. The screws have a Phillips Bugle head IBC Section 2210.6; Section 2C2.2.3 10.5) of AISI-Lateral, style and have an electroplated zinc coating or a referenced in 2006 IBC Section 2210.5). proprietary phosphated coating, as indicated in Table 1B. 4.1.2.3 Hilti PBH S Screws (Section 3.7): These screws are recognized for use in fastening gypsum board to cold- 3.8 PWH SD CMT BD Self-drilling Drywall Screws: formed steel framing less than 0.033 inch (0.8 mm) thick, The #8 PWH SD CMT BD self-drilling screws comply with in accordance with IBC Section 2506 and 2015 IRC ASTM C954. The screws have a Phillips Wafer head style Section R702.3.5.1 (2012 and 2009 IRC Section and have a proprietary coating as indicated in Table 1 B. R702.3.6). 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, 3.9 PTH SD Framer Self-drilling Screws: PPFH SD Framer, PTH SD Framer, PPCH SD Framer, The #10 PTH self-drilling screws have a Phillips Truss TPCH SD Framer and PFTH SD Framer self-drilling head style and, except for the number of threads per screws described in Sections 3.2, 3.4, 3.5, 3.9, 3.10, 3.11 inch, comply with ASTM C1513. The screws have an and 3.12, respectively, and the HWH self-piercing screws electroplated zinc coating as indicated in Table 1A. described in Section 3.3, are recognized for use in 3.10 PPCH SD Framer Self-drilling Screws: engineered connections of cold-formed steel light-framed construction. The#10 PPCH SD Framer self-drilling screws comply with For the self drilling screws, design of the connections ASTM C1513. The screws have a Phillips Pancake head must comply with Section E4 of AISI S100 (AISI - NAS style and an electroplated zinc coating as indicated in under the 2006 IBC), using the nominal and allowable Table 1A. fastener tension and shear strengths for the screws, shown 3.11 TPCH SD Framer Self-drilling Screws: in Table 5. Allowable connection strengths for use in The#12 TPCH SD Framer self drilling screws comply with Allowable Strength Design (ASD) for pull-out, pull-over, ASTM C1513. The screws have a Tont Pancake head and shear (bearing) capacity for common sheet steel style and an electroplated zinc coating as indicated in thicknesses are provided in Tables 2, 3 and 4, Table 1A. respectively, based upon calculations in accordance with AISI S100(AISI-NAS under the 2006 IBC). 3.12 PFTH SD Framer Self-drilling Screws: For the self-piercing screws, design of connections must The #10 PFTH SD Framer self-drilling screws comply with comply with Section E4 of AISI S100 (AISI - NAS under ASTM C1513. The screws have a Phillips Flat Truss head the 2006 IBC), using the nominal and allowable fastener style and an electroplated zinc coating as indicated in tension and shear strengths for the screws, shown in Table 1A. Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-over capacity for 3.13 Cold-formed Steel: common sheet steel thicknesses are provided in Table 3, Cold-formed steel material must comply with Section A2 of based upon calculations in accordance with AISI S100 AISI S100. (AISI - NAS under the 2006 IBC). Allowable connection 4.0 DESIGN AND INSTALLATION strengths for use in Allowable Strength Design (ASD) for pull-out and shear (bearing) capacity for common sheet 4.1 Design: steel thicknesses are provided in Tables 2 and 4, respectively, based upon results of testing in accordance 4.1.1 General: Screw thread length and point style must with AISI S905. be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, Instructions on how to calculate connection design based on the length of load bearing area (see Figure 12) strengths for use in Load and Resistance Factor Design and drilling/piercing capacity given in Table 1. (LRFD) are found in the footnotes of Tables 2, 3 and 4. For connections subject to tension, the least of the allowable When tested for corrosion resistance in accordance with pull-out, pullover, and tension fastener strength of screws ASTM B117, screws with coatings described in Table 1 found in Tables 2, 3, and 5, respectively, must be used for met the minimum requirement listed in ASTM F1941, as design. For connections subject to shear, the lesser of the required by ASTM C1513, with no white corrosion after allowable shear (bearing) and fastener strength found in three hours and no red rust after 12 hours. Tables 4 and 5, respectively, must be used for design. 4.1.2 Prescriptive Design: Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, of AISI S100-12. The nominal strengths used in the PPCH SD Framer, TPCH SD Framer and PFTH SD combined loading equations must be the lesser of those Framer Screws (Sections 3.2, 3.3, 3.4, 3.9, 3.10, 3.11 shown in this report and those calculated in accordance and 3.12 respectively): These screws are recognized for with Section E4.5.1 or E4.5.2 of AISI S100-12, as use where ASTM C1513 screws of the same size and type applicable. (self drilling and/or self piercing) are prescribed in the IRC For screws used in framing connections, in order for the and in the AISI Standards referenced in 2015 and 2012 screws to be considered fully effective, the minimum IBC Section 2211 (2009 and 2006 IBC Section 2210). spacing between the fasteners and the minimum edge 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws distance must be three times the nominal diameter of the (Sections 3.6 and 3.8, respectively): These screws are screws, except when the edge is parallel to the direction of recognized for use in fastening gypsum board to cold- the applied force, the minimum edge distance must be formed steel framing 0.033 inch to 0.112 inch (0.8 to 1.5 times the nominal screw diameter. When the spacing 2.8 mm) thick, in accordance with IBC Section 2506 and between screws is 2 times the fastener diameter, the 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section connection shear strength values in Tables 4A and 4B R702.3.6). They are also recognized for use in attaching must be reduced by 20 percent (Refer to Section D1.5 of gypsum board sheathing to cold-formed steel framing as AISI S200). ESR-2196 I Most Widely Accepted and Trusted Page 3 of 10 For screws used in applications other than framing 5.2 The allowable loads specified in Section 4.1 are not to connections, the minimum spacing between the fasteners be increased when the fasteners are used to resist must be three times the nominal screw diameter and the wind or seismic forces. minimum edge and end distance must be 1.5 times the nominal screw diameter. Under the 2009 and 2006 IBC, 5.3 The utilization of the nominal strength values when the distance to the end of the connected part is contained in this evaluation report, for the design parallel to the line of the applied force, the allowable of cold-formed steel diaphragms, is outside the connection shear strength determined in accordance with scope of this report. Diaphragms constructed using the Hilti self drilling or self piercing screws must be Section E4.3.2 of Appendix A of AISI S100-07 or AISI - NAS, as applicable must be considered. recognized in a current ICC-ES evaluation report based upon the ICC-ES Acceptance Criteria for Steel Under the 2015 IBC, connected members must be Deck Roof and Floor Systems(AC43). checked for rupture in accordance with Section E6 of AISI S100-12 (Section E5 of AISI S100-07/S2-10 for the 2012 5.4 Drawings and calculations verifying compliance with IBC; Section E5 of AISI S100-07 for the 2009 IBC). this report and the applicable code must be submitted to the code official for approval. The drawings and 4.2 Installation: calculations are to be prepared by a registered design Installation of the Hilti Self-drilling and Self-piercing Screws professional when required by the statutes of the must be in accordance with the manufacturer's published jurisdiction in which the project is to be constructed. installation instructions and this report. The manufacturer's 5.5 The rust-inhibitive (corrosion-resistant) coating on the published installation instructions must be available at the screws must be suitable for the intended use, as jobsite at all times during installation. determined by the registered design professional. The screws must be installed perpendicular to the work 6.0 EVIDENCE SUBMITTED surface using a variable speed screw driving tool set to Data in accordance with the ICC-ES Acceptance Criteria not exceed 2,500 rpm. The screw must penetrate through for Tapping Screw Fasteners (AC118), dated April 2015 the supporting steel with a minimum of three threads (editorially revised October 2015). protruding past the back side of the supporting steel. y 5.0 CONDITIONS OF USE 7.0 IDENTIFICATION The Hilti Self drilling and Self piercing Screws described in Hilti Self-drilling and Self-piercing Screws are marked with an "H" on the top of the heads, as shown in Figures 1 this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this through 11. Packages of Hilti Self-drilling and Self-piercing report, subject the following conditions: Screws are labeled with the report holder's name (Hilti, Inc.), the fastener type and size, and the evaluation 5.1 Fasteners must be installed in accordance with report number(ESR-2196). the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report,this report governs. TABLE 1A-HILTI SELF-DRILLING AND SELF-PIERCING STEEL-TO-STEEL SCREWS(ASTM C1513) NOMINAL DRILLING/ LENGTH NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREWLENGTH HEAD HEAD POINT CAPACITY BEARING COATING' (Size-TPI) (inch) LENGTH STYLE DIAMETER (Number) (Inch) AREA4 (inch) Min. Max. (Inch) S-MD 10-16X'/8 HWH#3 #10-16 0.190 y/8 HWH 0.399 3 0.110 0.175 0.187 Zinc-2 S-MD 10-16 X 3/4 HWH#3 #10-16 0.190 3/4 HWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH#3 #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 HWH#3 #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Zinc-2 S-MD 10-16 X 11/4 HWH#3 #10-16 0.190 11/4 HWH 0.399 3 0.110 0.175 0.875 Zinc-2 S-MD 10-16 X 11/2 HWH#3 #10-16 0.190 11/2 HWH 0.399 3 0.110 0.175 1.125 Zinc-2 S-MD 12-14 X 3/4 HWH#3 #12-14 0.216 3/4 HWH 0.415 3 0.110 0.210 0.313 Zinc-2 S-MD 12-14 X 1 HWH#3 #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Zinc-2 S-MD 12-14 X 11/2 HWH#3 #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Zinc-2 S-MD 12-14 X 2 HWH#3 #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc-2 S-MD 1/4-14 X 3/4 HHWH#3 1/4-14 0.250 3/4 HHWH 0.500 3 0.110 0.220 0.313 Zinc-2 S-MD1/4-14 X 1 HHWH#3 1/4-14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc-2 S-MD 1/4-14 X 11/2 HHWH#3 1/4-14 0.250 11/2 HHWH 0.500 3 0.110 0.220 1.062 Zinc-2 S-MD 1/4-14 X 2 HHWH#3 1/4-14 0.250 2 HHWH 0.500 3 0.110 0.220 1.562 Zinc-2 S-MD 10-16 X 5/8 PPH#3 #10-16 0.190 8/8 PPH 0.364 3 0.110 0.175 0.313 Zinc-2 S-MD 10-16 X'/4 PPH#3 #10-16 0.190 3/4 PPH 0.364 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 PPH#3 #10-16 0.190 1 PPH 0.364 3 0.110 0.175 0.500 Zinc-2 S-MD 12-24 X'/8 HWH#4 #12-24 0.216 7/8 HWH 0.415 4 0.175 0.250 0.375 Zinc-2 S-MD 12-24 X 11/4 HWH#4 #12-24 0.216 11/4 HWH 0.415 4 0.175 0.250 0.625 Zinc-2 > ESR-2196 I Most Widely Accepted and Trusted Page 4 of 10 DRILLING/ LENGTH NOMINAL PIERCING NOMINAL SCREW HEAD NOMINAL DRILL OF LOAD DESIGNATION DESCRIPTION DIAMETER LENGTH4 STYLE1 HEAD POINT CAPACITY BEARING COATING2 (Size-TPI) (inch) DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) S-MD 12-24 X 11/4 HWH#5 #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.437 Zinc-2 S-MD 10-16 X 5/8 HWH#3 Kwik-Cote #10-16 0.190 5/8 HWH 0.399 3 0.110 0.175 0.187 Kwik-Cote S-MD 10-16 X 3/4 HWH#3 Kwik-Cote #10-16 0.190 3/4 HWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X'/4 HHWH#3 Kwik-Cote #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 1 HWH#3 Kwik-Cote #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Kwik-Cote S-MD 12-14 X 3/4 HWH#3 Kwik-Cote #12-14 0.216 3/4 HWH 0.415 3 0.110 0.210 0.313 Kwik-Cote S-MD 12-14 X 1 HWH#3 Kwik-Cote #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Kwik-Cote S-MD 12-14 X 11/4 HWH#3 Kwik-Cote #12-14 0.216 11/4 HWH 0.415 3 0.110 0.210 0.813 Kwik-Cote S-MD 12-14 X 11/2 HWH#3 Kwik-Cote #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Kwik-Cote S-MD 12-14 X 2 HWH#3 Kwik-Cote #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Kwik-Cote S-MD 12-24 X 11/4 HWH#5 Kwik Cote #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.437 Kwik-Cote S-MD 12-24 X 11/4 HWH#5 Kwik Cote with #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.313 Kwik-Cote Bonded Washer S-MD 12-24 X 2 HWH#5 Kwik Cote #12-24 0.216 2 HWH 0.415 5 0.250 0.500 1.187 Kwik-Cote S-MD 12-24 X 3 HWH#5 Kwik Cote #12-24 0.216 3 HWH 0.415 5 0.250 0.500 2.187 Kwik-Cote S-MD 10-16 X 3/4 M HHWH3 Collated #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH3 KC M Collated #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 12-24 X'/8 M HWH4 Collated #12-24 0.216 7/8 HWH 0.399 4 0.175 0.250 0.375 Zinc-2 S-MD 10-16 X'/8 HHWH Pilot Point #10-16 0.190 7/8 HHWH 0.399 1 0.028 0.120 0.188 Zinc-2 S-MD 12-14 X 1 HHWH Pilot Point #12-14 0.216 1 HHWH 0.415 1 0.028 0.120 0.375 Zinc-2 S-SLC 02 M HWH #12-14 0.216 1 HWH 0.415 1 0.028 0.120 0.375 Zinc-2 S-MD'/4-14 X'/8 HWH Pilot Point Kwik Seal 1/4-14 0.250 7/8 HWH 0.415 1 0.028 0.140 0.313 Kwik-Cote S-MD 8-18 X'/2 HWH#2 #8-18 0.164 1/2 HWH 0.335 2 0.035 0.100 0.125 Zinc-2 S-MD 8-18 X3/4 HWH#2 #8-18 0.164 3/4 HWH 0.335 2 0.035 0.100 0.375 Zinc-2 S-MD 8-18 X'/2 PPH#2 #8-18 0.164 1/2 PPH 0.311 2 0.035 0.100 0.125 Zinc-2 S-MD 8-18 X 3/4 PPH#2 #8-18 0.164 3/4 PPH 0.311 2 0.035 0.100 0.375 Zinc-2 S-MD 10-16 X'/2 HWH#2 #10-16 0.190 1/2 HWH 0.399 2 0.035 0.110 0.188 Zinc-2 S-MD 10-16 X 3/4 HWH#2 #10-16 0.190 3/4 HWH 0.399 2 0.035 0.110 0.313 Zinc-2 S-MD 10-16 X 1 HWH#2 #10-16 0.190 1 HWH 0.399 2 0.035 0.110 0.500 Zinc-2 S-MD 12-14 x 3/4 HWH#3 Kwik Seal #12-14 0.216 3/4 HWH 0.415 3 0.110 0.210 0.125 Kwik-Cote S-MD 12-14 x 1 HWH#3 Kwik Seal #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.375 Kwik-Cote S-MD 12-14 X 11/4 HWH#3 Kwik Seal #12-14 0.216 11/4 HWH 0.415 3 0.110 0.210 0.625 Kwik-Cote S-MD 12-14 X 11/2 HWH#3 Kwik Seal #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 0.875 Kwik-Cote S-MD 12-14 X 2 HWH#3 Kwik Seal #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.375 Kwik-Cote S-MD'/4-14X3/4 HWH#3 Kwik Seal 1/4-14 0.250 3/4 HWH 0.500 3 0.110 0.220 0.125 Kwik-Cote S-MD 1/4-14 x 1 HWH#3 Kwik Seal 1/4-14 0.250 1 HWH 0.500 3 0.110 0.220 0.375 Kwik-Cote S-MD'/4-14 X 11/2 HWH#3 Kwik Seal 1/4-14 0.250 11/2 HWH 0.500 3 0.110 0.220 0.875 Kwik-Cote 7 X'/18 PPFH SD Framer #7-18 0.151 '/16 PPFH 0.303 2 0.035 0.100 0.063 BP 7 X'/18 PPFH SD Framer Zinc #7-18 0.151 7/16 PPFH 0.303 2 0.035 0.100 0.063 Zinc-2 S-DD 10-18 X 3/4 PTH#3 #10-18 0.190 3/4 PTH 0.433 3 0.110 0.175 0.375 Zinc-2 S-DD 10-16 X 5/8 PPCH#3 #10-16 0.190 5/8 PPCH 0.409 3 0.110 0.175 0.313 Zinc-2 S-DD 10-12 X 3/4 PFTH#3 #10-12 0.190 3/4 PFTH 0.364 3 0.110 0.175 0.375 Zinc-2 S-DD 12-14 X 1 TPCH#3 #12-14 0.216 1 TPCH 0.409 3 0.110 0.210 0.500 Zinc-2 S-MS 8-18 X 1/2 HH #8-18S 0.164 1/2 HWH 0.315 piSellf- W0.015 0.072 0.072 Zinc-2 S-MS 10-12 X 3/4 HWH #10-12S 0.190 3/4 HWH 0.399 Self- 0.018 0.096 0.100 Zinc-2 piercing ESR-2196 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 1B-HILTI SELF-DRILLING(ASTM C954)AND SELF-PIERCING(ASTM C1002)DRYWALL SCREWS DRILLING/ LENGTH NOMINAL PIERCING NOMINAL NOMINAL DRILL OF LOAD DESCRIPTION SCREW HEAD CAPACITY DESIGNATION (Size-TPI)' DIAMETER LENGTH STYLE' HEAD POINT BEARING COATING' (inch) (inch) DIAMETER (Number) (inch) AREA4 Min. Max. (inch) 6 X 1 PBH SD #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 DGP 6 X 1 PBH SD #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 DGP 6 X 1 PBH SD Zinc #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 1 PBH SD Zinc #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 11/8 PBH S #6-9S 0.138 11/8 PBH 0.322 Self- 0.023 0.033 0.750 DGP piercing 6 X 11/8 PBH S Collated #6-9S 0.138 11/8 PBH 0.322 Self- 0.023 0.033 0.750 DGP piercing 6 X 11/8 PBH SD #6-19 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 DGP 6 X 11/8 PBH SD #6-20 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 DGP 6 X 11/8 PBH SD Zinc #6-19 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SD Zinc #6-20 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SD Zinc Collated #6-20 0.138 11/8 PBH 0.322 1 0.033 0.088 0.750 Zinc-3 6 X 11/4 PBH S #6-9S 0.138 11/4 PBH 0.322 Self- 0.023 0.033 0.875 DGP piercing 6 X 11/4 PBH S Collated #6-9S 0.138 11/4 PBH 0.322 Self- 0.023 0.033 0.875 DGP piercing 6 X 11/4 PBH SD #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 DGP 6 X 11/4 PBH SD #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 DGP 6 X 11/4 PBH SD Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 DGP 6 X 11/4 PBH SD Zinc #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SD Zinc #6-20 0.138 04 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SD Zinc Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 Zinc-3 6 X 11/4 PBH SD CRC #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 11/4 PBH SD CRC Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 15/8 PBH S #6-9S 0.138 15/8 PBH 0.322 Self- 0.023 0.033 1.250 DGP piercing 6 X 15/8 PBH S Collated #6-9S 0.138 15/8 PBH 0.322 Self- 0.023 0.033 1.250 DGP piercing 6 X 15/8 PBH SD #6-19 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 DGP 6 X 15/8 PBH SD #6-20 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 DGP 6 X 15/8 PBH SD Collated #6-20 0.138 15/8 PBH 0.322 1 0.033 0.088 1.250 DGP 6 X 15/8 PBH SD Zinc #6-19 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SD Zinc #6-20 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SD Zinc Collated #6-20 0.138 15/8 PBH 0.322 1 0.033 0.088 1.250 Zinc-3 6X17/8PBH SD #6-19 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 DGP 6 X 17/8 PBH SD #6-20 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 DGP 6 X17/8 PBH SD Zinc #6-19 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17/8 PBH SD Zinc #6-20 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17/8 PBH SD CRC #6-20 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 CRC 6 X 2 PBH S #6-9S 0.138 2 PBH 0.322 Self- 0.023 0.033 1.625 DGP piercing 6 X 2 PBH S Collated #6-9S 0.138 2 PBH 0.322 Self- 0.023 0.033 1.625 DGP piercing 6 X 2 PBH SD Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 DGP 6 X 2 PBH SD Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 6 X 2 PBH SD Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DRILLING/ LENGTH NOMINAL NOMINAL PIERCING DESCRIPTION SCREW HEAD NOMINAL DRILL CAPACITY OF LOAD DESIGNATION (Size-TPI)' DIAM(inhT)ER LENGTH STYLE' DIAMETER (Numl ber) (inch)HEAD PONTEARING COATING' (inch) Min. Max. (inch) 8 X 23/8 PBH SD #8-18 0.164 23/8 PBH 0.330 1 0.033 0.112 2.000 BP 8 X 23/8 PBH SD Zinc #8-18 0.164 23/8 PBH 0.330 1 0.033 0.112 2.000 Zinc-2 8 X 25/8 PBH SD #8-18 0.164 25/8 PBH 0.330 1 0.033 0.112 2.250 BP 8 X 25/8 PBH SD Zinc #8-18 0.164 25/8 PBH 0.330 1 0.033 0.112 2.250 Zinc-2 8 X 3 PBH SD #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PBH SD Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc-2 8 X 11/4 PWH SD CMT BD #8-18 0.164 11/4 PWH 0.421 1 0.033 0.112 0.875 Tufcoat 8 X 15/8 PWH SD CMT BD #8-18 0.164 15/8 PWH 0.421 1 0.330 0.112 1.250 Tufcoat For SI: 1 inch=25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations,BP=Black phosphated per EN ISO 3892; DGP=Dark Grey phosphate per EN ISO 3892;Zinc-2=EN/ISO 4042 A3F;Zinc-3=electroplated zinc coating, Cr3+passivated; Kwik-Cote=Proprietary organic zinc coating;CRC=Proprietary Duplex Coating; Tufcoat=Tufcoat forest green similar to ISO 10683. 3An'S'in the thread designation indicates a double thread. Listed thread pitch is for one thread only. 4Refer to Figure 12 for nominal screw length (L)and load bearing area(LBA)description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS(PNoTK)),pounds-force''2'3'4 Steel F.=45 ksi Applied Factor of Safety,0=3.0 Nominal Design thickness of member not in contact with the screw head(in.) Screw Diameter Description (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 Self-drilling Screws for Steel-to-Steel Connections' #7-18 0.151 - - - - 69 92 116 144 173 202 260 #8-18 0.164 - - - - 75 100 125 157 188 220 282 #10-12 #10-16 0.190 - - - - 87 116 145 182 218 254 327 #10-18 #12-14 0.216 99 132 165 207 248 289 373 #12-24 1/4-14 0.250 - - - - 115 153 191 239 287 333 430 Self-piercing Screws for Steel-to-Steel Connections' #8-18S 0.164 37 49 68 86 109 - - - - - - #10-12S 0.190 44 53 77 102 117 150 - - - - - For SI: 1 inch=25.4 mm, 1 lbf=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 used for design. 2Unless otherwise noted,load values are based upon calculations in accordance with Section E4 of AISI S100.ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 1 factor of 0.5. 5For Fu z 65 ksi steel,multiply values by 1.44. 6Load values are based on testing in accordance with AISI S905. I 1 ESR-2196 I Most Widely Accepted and Trusted Page 7 of 10 TABLE 3—ALLOWABLE TENSILE PULL-OVER LOADS(PNov/f2),FOR HILTI ASTM C1513 SCREWS,pounds-force''2,3,4,5 Steel F„=45 ksi Applied Factor of Safety,0=3.0 Washer or Design thickness of member in contact with the screw head(in.) Screw Head Description Diameter 0.015 0.018 0.024 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) #8-18S 0.315 106 128 170 #8-18 0.335 113 136 181 225 271 363 453 567 680 790 1020 #10-16 0.399 135 162 215 268 323 430 540 673 807 943 1210 #10-125 #12-14 0.415 140 168 224 279 337 447 560 700 840 980 1260 #12-24 1/4-14 0.500 169 203 270 336 407 540 677 843 1010 1180 1520 Phillips Pan Head(PPH) #8-18 0.311 105 126 168 210 252 336 420 525 630 735 945 #10-16 0.364 123 147 197 246 295 393 491 614 737 860 1106 Phillips Truss Head(PTH) #10-18 0.433 146 175 234 292 351 468 585 731 877 1023 1315 Phillips Pan Framing Head(PPFH) #7-18 0.303 102 123 164 205 245 327 409 511 614 716 920 Phillips Pancake Head(PPCH) #10-16 0.409 138 166 221 276 331 442 552 690 828 966 1242 Torx Pancake Head(TPCH) #12-14 .0409 138 166 221 276 331 442 552 690 828 966 1242 Phillips Flat Truss Head(PFTH) #10-12 0.364 123 147 197 246 295 393 491 614 737 860 1106 For SI: 1 inch=25.4 mm, 1 lbf=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 used for design. 2Load values are based upon calculations in accordance with Section E4 of AISI S100.ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull-over capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4 factor of 0.5. 5For Fu>_65 ksi steel,multiply values by 1.44. f T ESR-2196 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4A-ALLOWABLE SHEAR(BEARING)CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HILT!ASTM C1513 SELF-DRILLING SCREWS,pounds-force''2'3,4,5 Steel Fu=45 ksi Applied Factor of Safety,0=3.0 Design Nominal thickness of Design thickness of member not in contact with the screw head(in.) Screw Diameter member in Description contact with (in.) screw head, 0.036 0.048 0.060 0.075 0.090 0.105 0.135 (in.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 #7-18 0.151 0.075 167 257 360 459 459 459 459 0.090 167 257 360 459 550 550 550 0.105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 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 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 0.090 188 289 403 563 693 693 693 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 0.105 200 308 430 600 787 920 920 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 1/4-14 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 ESR-2196 I Most Widely Accepted and Trusted Page 9 of 10 TABLE 4B—ALLOWABLE SHEAR(BEARING)CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HILTI ASTM C1513 SELF-PIERCING SCREWS, pounds-force1 3,4,6 Steel F,,=45ksi Applied Factor of Safety,0=3.0 Design Nominal thickness of Design thickness of member not in contact with the screw head(in.) Screw Diameter member in Description (in) contact with screw head, 0.015 0.018 0.024 0.030 0.036 0.048 (in.) 0.015 73 87 105 107 107 - 0.018 79 90 113 113 113 - #8-18S 0.164 0.024 81 90 149 158 158 - 0.030 82 117 149 186 186 - 0.036 106 114 184 236 287 - 0.018 - 77 125 152 173 173 0.024 - 77 137 191 220 253 #10-12S 0.190 0.030 - 109 167 228 255 309 0.036 - 121 167 228 298 373 0.048 - 121 191 241 298 444 For SI: 1 inch=25.4 mm, 1 lbf=4.4 N, 1 ksi=6.89 MPa. '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. 2Load values in Table 4A are based upon calculations in accordance with Section E4 of AISI S100.ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables 3The allowable bearing capacity for other member thicknesses can be determined by interpolating within the table. 4To 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�>_65 ksi steel,multiply values by 1.44. 6Load values in Table 4B are based on testing in accordance with AISI S905. TABLE 5—FASTENER STRENGTH OF SCREW NOMINAL FASTENER STRENGTH ALLOWABLE FASTENER STRENGTH" SCREW DIAMETER DETERMINED BY TESTING DESCRIPTION (in.) Tension,Pu Shear,Pss Tension(Pis/))1 Shear(Pss/f))2,3 (Ibf) (Ibf) (lbf) (Ibf) #7-18 PPFH 0.151 1000 890 335 295 #8-18 HWH, PPH 0.164 1000 1170 335 390 #8-18S HWH 0.164 1915 1570 640 525 #10-12 PFTH 0.190 2170 1645 720 550 #10-12S HWH 0.190 1915 1905 640 635 #10-16 HWH,HHWH, PPH, PPCH 0.190 1370 1215 455 405 #10-18 PTH 0.190 1390 1845 465 615 #12-14 HWH,TPCH 0.216 2325 1880 775 625 #12-24 HWH 0.216 3900 2285 1300 760 1/4-14 HWH 0.250 4580 2440 1525 815 For SI: 1 inch=25.4 mm, 1 lbf=4.4 N, 1 ksi=6.89 MPa. 1For 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 Section 4.1.3 for fastener spacing and end distance requirements. 4To calculate LRFD values,multiply the nominal fastener strengths by the LRFD 4 factor of 0.5. E9!R-2196 I Most Widely Accepted and Trusted Page 10 of 10 FIGURE 1—HEX WASHER HEAD(HWH)AND HIGH HEX WASHER FIGURE 2—HEX WASHER HEAD(HWH) HEAD(HHWH)SELF-DRILLING SCREW SELF-PIERCING SCREW GI (+ 1 ilm At ilit FIGURE 3—PHILLIPS PAN HEAD(PPH) FIGURE 4—PHILLIPS PAN FRAMING HEAD(PPFH) SELF-DRILLING SCREW SD FRAMER SELF-DRILLING SCREW t�1�ti1�11',1;1, ► - ' Vi, „VVilivC6kAtOIViOsi I FIGURE 5—PHILLIPS BUGLE HEAD(PBH) FIGURE 6—PHILLIPS BUGLE HEAD(PBH) SD SELF-DRILLING DRYWALL SCREW S SELF-PIERCING DRYWALL SCREW woos $111111.tittattigitt�.. Hs I KAAA 41--1 FIGURE 7—PHILLIPS WAFER HEAD(PWH)SD FIGURE 8—PHILLIPS TRUSS HEAD(PTH) CMT BD SELF-DRILLING DRYWALL SCREW SD FRAMER SELF-DRILLING SCREW ( o ' It11A11�11111..► ( * 111t11�11�1111��1�ISIM FIGURE 9—PHILLIPS PANCAKE HEAD(PPCH) FIGURE 10—TORX PANCAKE HEAD(TPCH) SD FRAMER SELF-DRILLING SCREW SD FRAMER SELF-DRILLING SCREW 14\\:_111 1:001-11 1141440M--- FIGURE 11—PHILLIPS FLAT TRUSS HEAD(PFTH) SD FRAMER SELF-DRILLING SCREW Ili 441/I It 04\411 1 I ll1 .1 fj FIGURE 12—DESCRIPTION OF NOMINAL SCREW LENGTH(L)AND LOAD BEARING AREA(LBA) FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter ( 5 3- 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigar,-or.gov TO: P410 (10�1-.-5 v>/ DATE RE' IVED: DEPT: BUILDING DIVISION 1E1C/ FROM: c2/i-J t 1 k) OT 4 2016COMPANY: CL AJ k14-r-2-- S1Lt/�C._r S j PHONE: S"- 547UI��II'3iG. 'i 101'�� _ '18-5 RE: t‘:3663d� �i .�1 e S�' e R p 2.0l6-0007 3 rte Address) i ( (Permit Number) Cmc bGt ebt(-70 S JI-49S 6z- 00, a_ La APX2-01_-- rig VT (Project name or subdivision name and lot numbe ` II 1l ATTACHED ARE THE FOLLOWING IT ►f. Additional set(s) of plans. o\ Revisions: Cross section(s)and deta 3 f 1' \� Wall bracing and/or lateral analysis. Floor/roof framing. \�Y Basement and retaining walls. Beam calculations. \ V \ . Z_Engineer's calculations. Other(explain): \O\ REMARKS: Routed to Permit Tec •ci. • Date: , /rr 6 �` , 1 Ll� Initial • �° Fees Due: ❑ Yes 0 o Fee Description: Am• .• i se. , $ `ro Special $ Instruction.: Reprint Permit(per PE): ❑ Yes ,�Do Applicant Notified: Date: (07/01/`/& prNo M 'Initial _,,,,t,,..._g_e_e_p kthi4 —, • I:\ uilding\Fonns\TransmittalLetter-Revisions 061316.doc /J B