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HomeMy WebLinkAbout2820 WHIPTAIL LOOP; ; PREV2018-0105; Permitityof Carlsbad Print Date: 04/18/2019 Permit No: PREV2018-0105 Job Address: 2820 Whiptail Loop Permit Typ: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Approved - Ready to 15 Parcel No: 2091202500 Lot U: 23 Applied: 04/19/2018 Valuation: $ 0.00 Reference U: DEV2016-0023 Issued: Occupancy Group: Construction Type VB Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: CBC2017-0434 Final Plan Check U: Inspection: Project Title: PACIFIC VISTA COMMERCE CENTER Description: PACIFIC VISTA: BLDG B DEFFERRED'GLAZING AND STOREFRONT Applicant: Owner: 4 Contractor: WARE MALCOMB ARCHITECTS GATEWAY PACIFIC VIEW LLC RYAN COMPANIES US INC ROBERT PARK 6363 Greenwich Dr, 175 101 California St, 26Th Floor 533 S 3Rd St, Ste 100 San Diego, CA 92122-5947 SAN FRANCISCO, CA 94111 MinneapOlis, MN 55415-1101 858-638-7277 858-812-7960 . 612-492-4791 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 335.00 Total Payments To Date : $ 335.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services crCity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number ____&k3W1-7-0L113q Plan Revision Number P £taoi%- 0105 Project Address ?_20 TfsL L-07 C '2-0%' General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: INFORMATION: Name __-'VPci2_P -ttcD Phone Fax Address L\DS 'J€ 2fQ City_'— ---P Zip 017-0,525-1 Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: LI Plans [I Calculations LI Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown LPc-t rc -o J-__ I Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? LI Yes Does this revision affect any fire related issues? LI Yes Is this a compet? LI Y ["'o 5Signature LI Yes VN9 Date No 1635 Faraday AvenCa?(sbd, CA 9200"P :760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiLtCompany DATE: MAY 01, 2018 U APPLICANT 4'RIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0434 (REV.-5) - PREV 2018-0105 SET: I PROJECT ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B' PROJECT NAME: A TILT-UP BLDG. FOR PACIFIC VISTA COMMERCE CENTER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Natha n Telephone #: 858-638-7277 Date contacted: Email: ndeanwaremaIcomb,com Mail Telephone Fax In Person REMARKS: The curtain wall and storefront package & calc's are under this plan revision. The 11"x17" package was submitted for review & approval. *[Miscellaneous changes are under this plan revision. All disciplines are impacted. Selected sheets have been revised & resubmitted along with updated structural calc's. for review & approval. [See architect's narrative for details]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 4/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 IN CARLSBAD CBC2017-0434 (REV.-5) - PREV 2018-0105 MAY 01, 2018 [DO NOT PAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0434 (REV.-5) - PREV 2018-0105 PREPARED BY: ALI SADRE, S.E. DATE: MAY 01, 2018 BUILDING ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B" BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code J CB By Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: 0 Complete Review El Repetitive Fee El Other , Repeats 121 Hourly EsGil Fee * Based on hourly rate Comments: Please see remarks on the cover sheet. El Structural Only 2 Hrs.@* $120.00 I $300.00 I $240.00 Sheet 1 of 1 I .5 PACIFIC VISTA COMMERCE CENTER Pvcc SUBMITTAL Building B Glazing Stanped Shop Drawings SUBMITTAL # 084113-2-2 Load derivations have been reviewed for genera conformance to structural drawinas RYAN SUNMITTAL NO. 084113-2-2 DATE 03/26/18 A?UOYUO [JA,PIOYOD AS MOTTO DIIYISEIEWIMIT DmD (OWTEACTDD'S APflOYAI IS FOE GESETHAL COMYOLMAEI WITH 1110 DESIGN 11111111 01 THE CONUACT DOCUMENTS ONLY AND IN NO WAY IDLIOVES SUICONTtACTODjVEIIDON OF ITS IDSPONSIOILITT FOB DIMESISIO$S, DETAILS AND THE POIEOIMAIICE 01 ITS WOOl IN ACCOEDANCO WITH THE CONIBACI DOCUMENTS COMMENTS BYAmbar RamoslArn 03/26/18 ITOH COMPANIES 115, IlK. RYAN comments in green WARE MALCOMB project - BLDG B psri5ensooS0G160051700 itetn08411322 El NO EXCEPTIO1ISTAKEN MAKE CORRECTIONS NOTED FOR REVIEW ONLY 0 REVISE AND RESUBMIT REJECTED 0 SUBMIT SPECIFIED ITEM Review lsOnly for general ean(orsnance with the design concept o(Ihe project and general compliance wills the io(0o0a1ia5 givers in Ike corOract donomnnln. As action shown issubject lobe roqsisesssersts of the plans and specifications. Conlsactor in responsible (on dimensions which shall be cooIirsrsed and correlated as the job site; fabrication processes and lentsniqaso(construction; coordination of his work with that of all other tradon and the satisfactory porfossnance of his work. dale 03/30/2018 by D. SCHNIZLER WARE MALCOMB 6363 gsonssseicls dr. waite 575. san dingo. california. 92122 858.638.7277 (.858.638.7506 NO EXCEPTIONS TAKEN C1 RJRNISH AS CORRECTED SUBMIT SPECIRC ITEM 0 REVISE AND RESUBMIT REJECTED 0 NOT REVIEWED Review is only for general onnfonnanne with the design onIlpt of the project and general onmptlanon with the Information included in the Contract Documents. Any action shown is subject to the requirements of the drawings and specifications. Contractor Is responsible for. correlating and confirming dimensions at the job site; choice of fabrication processes and techniques of construction; coordination of their work with that of other trades; and performing the wssh In a safe and satisfactory manner. WISEMAN + ROHY STRUCTURAl. ENGINEERS B5-MS 04/04/2018 PROJECT. DIRECTORY OWNER GATEWAY PACIFIC VIEW LLC C/O RYAN COMPANIES 4275 EXECUTIVE SQUARE, SUITE 370 LA JOLLA, CA, 92037 TEL: 858-812-7960 CELL: 858-334-9686 CONTACT: CHRIS WOOD ARCHITECT WARE MALCOMB 6363 GREENWICH DR #175 SAN DIEGO, CA 92122 Tel: 858-638-7277 FAX: 858-638-7506 CONTACT: ROBERT PARK GENERAL CONTRACTOR RYAN COMPANIES, INC. 4275 EXECUTIVE SQUARE, SUITE 370 LA JOLLA, CA, 92037 TEL: 612-492-4472 FAX: 612-492-3472 CONTACT: RYAN SOUKUP GLAZING CONTRACTOR LONG GLAZING & DOORS, INC. 9201 ISSAC ST., SUITE C SANTEE, CA 92071 TEL: 619-456-9997 FAX: 619-456-9984 GENERAL NOTES FOR ADDITIONAL NOTES, SEE INDIVIDUAL DRAWING SHEETS. APPROVAL OF THESE DRAWINGS INCLUDES APPROVAL & AGREEMENT UPON THE DIMENSIONS SHOWN SO THAT LONG LEAD ITEMS CAN BE ORDERED. ALL DIMENSIONS TO BE FIELD VERIFIED PRIOR TO INSTALLATION SILICONE CAULKING TO BE DOW CORNING 795 OR EQUIVALENT, COLOR: ANODIZED ALUMINUM. ALUMINUM DOORS ARE HP-212 NARROW STILE SERIES WITH 10" BOTTOM RAIL AS MANUFACTURED BY ARCADIA, INC. ALUMINUM STOREFRONT FRAMING FINISH: CLASS 1 ANODIZED. FV = FIELD VERIFY. LINO = UNLESS NOTED OTHERWISE. DOOR HARDWARE & HARDWARE SCHEDULE TO BE DETERMINED. FACjric vi5TAC0MMF-KCF—CF-NTF-K ALL DISSIMILAR METALS ARE TO BE ISOLATED WITH SHIMS OR VINYL TAPE BARRIER TO INSURE ELECTROLYSIS WILL NOT OCCUR. I I II I 1 61 I APR 92o18 lciI II I I 101 I I /tRLSBAD E. LiLfG DIVISION I i I i I ELEVATION NOTES uJ 1" INSULATED GLASS 1/4"VISTACOOL PACIFICA, TEMPERED z ON EXTERIOR; 1/2" CLEAR ANODIZED SPACER; 1/4" CLEAR TEMPERED ON INTERIOR. U 1" INSULATED GLASS 1/4 VISTACOOL PACIFICA, TEMPERED uJ ON EXTERIOR; 1/2" CLEAR ANODIZED SPACER; 1/4" CLEAR #3-0770 - WARM GRAY. U ALUMINUM FRAMING - AFG 451 SERIES 2"X4 1/2" OFFSET SYSTEM ui O Cu. FOR 1" GLASS AS MANUFACTURED BY ARCADIA, INC. o T = TEMPERED GLASS. 0 U5 '1c') co c 5 0 City of Carlsbad Building Division 1-17 "tz a z MAYO7ZO1B cc APPROVED BY: 0 a 1111 ISSUED BY: r INDEX OF DRAWINGS z 0 AO.1 TITLE SHEET, GENERAL NOTES, ELEVATION NOTES —J DraftPros Drafting A1.1 FLOOR PLAN - FIRST FLOOR - WEST A1.2 FLOOR PLAN - FIRST FLOOR- EAST and Design Service A1.3 FLOOR PLAN - MEZZANINE LEVEL - WEST 9Lakede,239 IghtapTem, CA 92040 A1.4 FLOOR PLAN - MEZZANINE LEVEL - EAST TN(619)456-9915 Fa (6 19) 4569910 A2.1 WINDOW ELEVATIONS A2.2 WINDOW ELEVATIONS A2.3 WINDOW ELEVATIONS DATE 12/10117 A2.4 WINDOW ELEVATIONS SCALE NONE A3.1 DETAILS A3.2 DETAILS A3.3 DETAILS JOE 121017 SHEET: A3.4 DETAILS A3.5 DETAILS A3.6 DETAILS AO. 1 BUILDING 'B' 2800 WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA am -€ B.2 ) r2 r2 T4 r 8 PLAN VIEW —FIRST FLOOR — WEST ARCH REF: 1/A2.B.la WjE 7 ---" U) z 0 U) m 00 .cs 0 I— z. U ui U. >~ l.L u..J°o m0u.. - 0 —J < Co L_ 1 04LL co< 'JJ (\J > U U LL— Li Lh Oc oL&_. N N 0 0 ZE J N 01 w z 0 —J DraftPro Drafting & Design Service 9239 I4ehtop Terrace Lakeside, CA 92040 Tel: (619 445&9910 Fax (819) 456.9910 e.era6. drOhlarvc@coxnet DATE: 11130117 SCALE: AS NOTED JOB: 113017 SHEET: A1.1 I I I CALLED OUT ELEVATIONS I I I (9 & 8) SHOW MIRRORED I I I VERSIONS OF WHAT I I I SHOULD BE ON SHEET r2 r2 PV'l _A22 A2 I A2 _() / ' '101 B rr ol 44) lo BUILDING B lo OPP --- ----------------- -------- 1 -A) I I I I ri n r u-i r r r1 r1ri — I H N WlE PLAN VIEW — FIRST FLOOR - EAST s ARCH REF: 1/A2.B.lb f_I z (I, oq 06 Tw N N (-9u a)r _g 6 o 0 z 0 —J OraftPro Drafting & Design Service 9239 elghtop Teea) Lakeside, CA 92040 Tel: 181914456-9910 Fee 619) 456-9910 e-n58 druftsrve©conet DATE: 11124117 SCALE: AS NOTED JOE: 112417 SHEET: A1.2 T 2 4 U z Cl, Oc Do N N ZE - IM Z v to e" •i9 E '9 5, '9 z 0 —I DraftPro Drafting & Design Service 9239 I4htop Terrace Lakede, CA 92040 Tat. (619)4456-9910 Fats (619)456-9910 e-m56 draftsrvc@cets not DATE. 1104/Il SCALE. "NOTED JOE. 112417 SHEET: A1.3 P] MEN WE PLAN VIEW —MEZZANINE LEVEL — WEST ARCH REF: 1/A2.B.2a (B- I I I I I I I I I I I I I I I U) z 0 U) duo Ix 00 '-I 6 ci 0 I— z U LU () >< Of rs bo ° LJo 0 —J .. 0 —J - M in m C5 L_ r 04u tñ 1:0< CNQ > U L U L z U, Qq f-to 1.1 o N N 025 - oIt 9 JG E a, w z 0 —J DraftPro Oroftlr,g & Design Service 9239 ightop Twm Lokede, CA 92040 Tel: (619)4456-9910 Fate (619)456-9910 dra4oIvc©onel DATE 11124/17 SCALE AS NOTED JOE 112417 SHEET: AI.4 PLAN VIEW - MEZZANINE LEVEL - EAST ARCH REF: 1/A2.B.2b WE 1/2". (2) ANCHORS (4) PLCS ON/ (SEE DET 51A3.1) MEZZANINE 15-0" A.F.F. CONCRETE WALL BEYOND 1/2" -_-. 96" RO FV I - 1/2" 95" NFD FV - 44 1/2' DLO - - 44 1/2' DLO - •2" - -2" 2"-I- WINDOW TYPE 'C' 24 THUS © NORTH WALL 10 THUS © EAST WALL 4 THUS © WEST WALL ARCH REF: 1/2.131a; 1/A2.B.1 b;1/A2.B.2a; 1/A2.B.2b 1/2" 96" RO FV 112" 95" NFD FV DLO -' 36" DLO -11-2" OPP Ij T T > >9 U- U0 T CD 04 0 04 TFLR ("l I- 36"NDO—I DOOR SWING WINDOW / DOOR ELEVATION 4 WINDOW TYPE 'E' 1 THUS @ EAST WALL, DOOR#1 02-B 1 OPP @ EAST WALL, DOOR#103-13 ARCH REF: 1/2.B1b 1/2"_- 78" RO FV I. 1/2" 77"NFDFV 1/2" DLO —ir-35 1/2" DLO2---j - 1/2"_- 144" RO FV I - 1/2' 143"NFDFV 68 1/2" DLO 68 1/2" DLO -2" -2" WINDOW ELEVATION CLERESTORY WINDOW TYPE 'B' 8 THUS © NORTH WALL 2 THUS © WEST WALL 2 THUS @ EAST WALL ARCH REF: 1/A2.B.2a; 1/A2.B.2b lriIJD ( UIJIM WALL 2 THUS © WEST WALL ARCH REF: 1/A2.B.2a; 1/A2.B.2b 120"ROFV •1 56 1/2" DLO -I- 56 1/2" DLO —1 4 2 roll, IN 04 OPP CD ( (-6 3. / '- -, WINDLOAD CLIP j - ---- , N " '-. IL , LL C - z 04 Ic TYP LINO -' CD F c C' 0 l -J 0 00 - - - - - WINDLOAD CLIP - 0 -J a' I4 00 WINDOW ELEVATION VVIIflJLJVV I C%` 1 THUS © NORTH WALL ARCH REF: 1/A2.B.1b; 1/A2.B.2b (I) 2 0 (0• 1-I a ('1 0 be - z Id uJ U >~ L.. LJ°O 2 ou- - Z0 -J < '- o L I— c' r yl a:,< > U U- U L 2 (I, cc Co LII 0 o, (D0 La ZE Qll )9 _J E C) 2 0 -J DraftPros Drafting and Design Service 9239 I99610p Ter, Lke4de. CA 92040 T (619)456-9910 Fa (619) 456-9910 DATE." 11130117 SCALE 31811'-0 JOB, 113017 SHEET: A2.1 BEYOND I 209 1/4"ROFV 23 208 3/4 NFD P1 10 E DLO 5r DLO, - 58 DLO 08 112 DLO 2 4> 4> 4> 4> CUP 1vF TYP OPP /4 4 CUP WINDLOAD '6 4> 4> 4> .' 4> 21 CUP TYP UNO \MNDLOAD CUP -<B>4> 4> 4> TYP OPP WINDOW ELEVATION 2) 1 THUS WINDOW TYPE K, WEST WALL ARCH REF: 1/A2.13.1a; 1/A2.B.1 b;1/A2.B2a; 1/A2.13.2b MEZZANINE 15-0/ AF.F. MATCH 6/A2.2 THUS 90 1i L -1- I_I A 0 0 0 ç zualw — — N.J ; SI w z 9 DraftPros Drafting o • and Design Service I 9239 (fghtop Tenuce I Lak,4de, CA 92040 456 Fee (619(456-9910 1-• I- I ivc@cc1snet DATE 1100/I7 SCALE 1/410 JOE 113017 SHEET: A2.2 GLAZING SECTION ABOVE (CLOUDED BELOW) IS LOCATED ON THE WRONG CORNER. SHOULD BE LOCATED ON EAST END OF BUILDING. SEE ELEVATIONS FOLLOWING SHEETS A2.2 AND A2.3. CONCRETE qu( I IJ 4063/4'NFDFV I fl fl THUS9O 61 1/2 'DLO 66 'DLO IDLO 58OLO 58DL0 293I4 O —ff--2• 570L0 2—fr 5 DL 1!2•l: I - 16 4> 4> 4> 4> tt I I.;1. 15 : __ -f 4> 4> 4> 4> 4> 4> 0 I r3 70 0 TYP - WINDLOAD CUP MNDLOAD CUP rK, roll. ro W1NDLOAD CUP ANCHOR 4 (SEE DEl 6) 12NA3.2) TYP UNO 4> 14 _ Al 'B (> 'B K> 0 ll A' I /(1 1 \ (2( AIICHORS (SEE SET (MNDLOAO 12NA3i( CUPS /13 _ (MNDLOAO CUPS 'MNDLOAO VT CUPS 3.6 RSNDLOAD 1 CUPS — WINDLOAD CUPS 4> 4>4>4> 00 IS OPP 6 roll, PDX 0 0 0 0 0 z 4> T / -: :1... 00 T T T -u_i 13 12 OLO 2.±—J— ___________ __________ 12 NDO 298 3/4 NFD P1 t FUR __ 2 —u— _________ ________ 611/20L0 I2h1 9SNFDFV 2 OLO _2 DLO WINDOW I DOOR ELEVATION WINDOW TYPE I, DOOR#154-B 1 THUS @ NORTH WALL ARCH REF: 1/A2.13.1 a; 1/A2.13.1 b;1/A2.B.2a; 1/A2.13.2b MEZZANINE 15'-O AF.F. 2 NO GLAZING ON WEST SIDE iA I/I WA J7JJ WA WA M. FIR IN I WA I _ WI/A WA WA I WAVA Ia4vavAvavA r1, i mal L .J WII91IIJI4JA uuum 1,iii__ AI A /// HE CONCRETE WALL BEYOND Xmlh TYP 0 oe U, z 0 Cl) cr 0 IFT ui U z:g U uJ F'., 0- z uJ°o bo 0 -J < . Z zz Z) m < 3: U) L_ in cc< 'JJ > U U L 0 0 5 N L90 0"') _J 0 E w z 0 -J DraftPros Drafting and Design Service 9239 (49h10p Te,ace Lakeside, CA 92040 T.P.(619) 456-9910 Fax (6 19) 456-9910 ivc@ce,eet DATE 11(30/17 SCALE 1/4"1.0 JOB: 113017 SHEET: A2.3 (SEEDET I 2" SEE MARKUP ON SHEET A2.2 AND FOLLWING ELEVATION SHEET. 8 WINDOW ELEVATION 1 THUS WINDOW TYPE 'J', EAST WALL ARCH REF: 1/A2.13.1a; 1/A2.B.lb SHOULD HAVE GLAZING ABOVE. CONCRETE WALL BEYOND ~21 -LO __________________________________57 OLO -:9f::i;----- 51" DLO 2"—H-- 58" DLO 2"-1-f--- 58" DLO 2•-4-I-- 66 DLO 2"-14-- 611/2" DLO 2"- I 0 0 ~~ r- Xmlk 0 O 11 /FlU ;OAD VVINDLOAD OAD CUP TYP OpP / CUP Cup (33 VVIN MEZW6NE - - - - - - - 150"AF. 14 + MATCH 8/A2.3 rHuS 90" 25 MATCH . . __ NDLOD 9/p3 WNDLOAD TYP _______ /MNDLOAD WNDLOAD WINDLOAD CUP CUP CUP CUP THUS 90 - - __________ CUP UNO 6 9 3 I 10 ' O zo /IMN 3. "Opp 0 I Ilk z T T / A A B B A TK T T T 1STFLR 2" 2" 2" 21 72" NDO t 27 1/2" I 611/2" OLO .:ft 2" JJ - DLO DLO DLO 298 3/4" NFD FV 95" NFD FV 1/2" /2" 12" REF WINDOW / DOOR ELEVATION 1 THUS WINDOW TYPE 'H', DOOR# 101-B 1 THUS © NORTH WALL ARCH REF: 1/A2.8.1a; 11A2.13.1b Ai I NORTH - EAST SIDE 1,2j_ 6OROFV 59. 9 NFD FV 55" OLO- U 2 '9 N w00, - E a) U, 2 0 —J DraftPros Drafting and Design Service 9239 Iightop Tepece LaIce9de, CA 92040 T: (619)456-9910 Fax(619) 456-9910 Mrm' DATE 11/30/17 SCALE, 1/4"1'-0" JOB: 113017 SHEET: A2.4 6 CY WINDOW ELEVATION 10 WINDOW TYPE 'F' A2.4 1 THUS @ NORTH WALL ARCH REF: 1/A2.13.1a; 1/A2.13.lb;1/A2.13.2a; 1/A2.13.2b 252" RO FV 25r NFO FV 56 1/2" DLO 64" DLO I.__ 64" DLO 56 1/2" DLO 2"— Elm 45 OFF 0 It T T o, '-"p SIM 0 IVg W Sim ____ ; TI rI Liz T p OPP A A 12 TLJL/ 1ST DLO DLO WINDOW I DOOR ELEVATION 11 WINDOW TYPE 'L 1 THUS @ NORTH WALL, DOOR#156-13 1 THUS @ NORTH WALL, 000R#157-13 I THUS @ NORTH WALL, DOOR#163-13 1 THUS @ NORTH WALL, DOOR#164-13 ARCH REF: 11A2.13.1a; 1/A2.B.lb MEZZAMME N \' I \4/ II 15' .0"AF.F. I 4ETEWALL__,. II Y09D "4), 0 0 Ho 0 0 I z uJ U U >~ r -. 00 0a'-- '—' 1_CD r c'i r co< C"JQ > U U- U 0 0 mr'J w o 81 ZB ! - z E E w z 0 —I DraftPros Drafting and Design Service 9239 I6ghtop Tenace Lak40de, CA 92040 T (619 )456-9910 0Fa,c (819)456-9910 vc@conet DATE 11130117 SCALE AS NOTED JOB: 113017 SHEET: A3.1 N CONCRETE WALL 4 4 BY OTHERS • 0 (2) 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR • •• • •• • W/ 2 1/2" EMBEDMENT 1 @ EACH SIDE OF VERT SEALANT & ROD TYP 4HC42 0SHIM AS 04 REQ'D 04 EXTERIOR INTERIOR HCF431 2" L F M0258 41/2 4 13/16" DETAIL AT HEAD _ ARCH REF: 6/A8.A.4 __ SCALE: 6"=l'-O" 4 13/16" 41/2" DETAIL ATVERT 121 I UI I ,' { ARCH REF: 71A8.A.4 A3.1 C%jIrt1 j__ pi SCF425 6/1 SCALE: 6"l'-O" EXTERIOR j INTERIOR SHIM AS 04 11rii SEALANT 1fr422 [ / 3 DIA X3LGHILTI KH-EZ SCREW ANCHOR W/ 2 1/2 EMBEDMENT 1@ EACH SIDE OF VERT S @240C 0 CONCRETE WALL , BY OTHERS DETAIL AT SILL ARCH REF: 9/A8.A.4 A3.1 SCALE: 6=1-0" CONCRETE WALL — BYOTHERS / . SEALANT_1 • & ROD TYP 2" .01 ___________ ______ •0 .cI .1 DJ2O1 : V. . .. 0• fl=_ 0 II I 0 .1 — S155Lj S155BASE • • LL LL 2" DSOBO1 .. • • DJM26O ,, 3/4' ____ 1/8 2 - • DETAIL AT DOOR JAMB S155BASE ARCH REF: 4/A8.A.4 A3.1 1-1 SCALE: 6'=l'-O" S155 (2) 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR LIL Th 0S0801 r--7F DMENT LOCATIONS ONLY) 1/8" ____ 3/4" •0 / 2 0 • I I DETAIL AT DOORJAMB 6 f 0 • • _______ ARCH REF: 3/A8.A.4 A3.1 I • •. / 1 DJM265 11 SCALE: 6=1-0" I • • .1 • SHIM AS / • 0 • REQ'D 0/ —WHERE CONCRETE WALL \ • • / 0 • APPLIES BY OTHERS •0 0 •• 04 U. U- 04 / : Ell__ 0 • j/ \_SEALANT & ROD TYP DETAIL AT HORIZ DETAIL ATJAMB ARCH REF: 7/A8.A.4 A3.1 ARCH REF: SIM 61A8.A.4 A3.1 SCALE: 6=1-0" SCALE: 6"=l'-O" DETAIL AT CORNER JAMB ARCH REF: 5/A8.A.4 A3.2 SCALE: 6=1-0' tj DETAIL AT DOORHEAD ARCH REF: 2/A8.A.4 A3.2 SCALE: 6=1-0' 5" TO FACE OF CONCRETE WALL 4 5 1/2" Lo 5" DETAIL ATDOOR SILL ARCH REF: 2/A8.A.4 4A5.2 SCALE: 6"=1'-O" 2 1/8" — 2" 1/8" DETAIL AT DOOR MEETING STILES 10 ARCH REF: NONE 0~ SCALE: 6"1'-O" 4 U) z 0 U a ('.4 (.4 0 ui z 00 ho uJ U >~ Ps5 LL O U- L r c'.j In (0< > U U I1 0 0 u w o ZB z F E Ln W m E w z 0 —I DraftPros Drafting and Design Service 9239 Ii9htsp Te,,ace Lake4de, CA 92040 Td (619)456-9910 Fax (619) 456-9910 cco:,.net DATE 1100117 SCALE: AS NOTED JOB: 113017 SHEET: A3.2 2) 3/8' DIA X 3" LG HILTI KH-EZ c SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 W/2 1/2" EMBEDMENT- (SEE ELEVATIONS FOR RESPECTIVE LOCATIONS ONLY) .. ••• -q •. -q7 CONCRETE WALL BY OTHERS ---"-i I I METAL STUDS BY OTHERS TYP Ii DETAIL AT JAMB Al ARCH REF: 20/A8.A.4 \9 SCALE: 6=1-0" i - 4 13/16" 41/2" - --- - n SCF425 EXTERIOR AS INTERIOR U) IF SHIM SEAe D 7 U 5C422 I I ) J & R i 1ST FLOOR ICC ESR 3056 S SCREW ANCHOR ICC ESR-3027 W/ 2 1/2' EMBEDMENT S 1 @ EACH SIDE OF VERT @ 24" O.C. DETAIL ATSILL 12 ARCH REF: 8/A8.B.4 A3.2 SCALE: 6"=l-O" 1/2" INTERIOR —2" )JM265 SHIM AS REQD WHERE APPLIES SEALANT & ROD TYP EXTERIOR U) z 0 U) it cr 00 '-4 6 cl 0 z Of U >~ LJ°o go OLL —I CDi uoI— - <(1) 04 IZ i— tr cc< I ('JO > U U 0 0 Wc5 — sr- W E. w z 0 —I DraftPros Drafting and Design Service 9239 I4ghtop Termce Lakede, CA 92040 T (619)456-9910 tF (616) 456-9910 C©net DATE 11130/17 SCALE AS NOTED JOB: 113017 SHEET: A3.3 0 INTER: EXTERIOR 41/2" co IOR* 04 - - SEALANT - FF200 u... ir I CONCRETE - WALL METALSTUDS] 0 o 0 .; :i1T11 EIIJ SEALANT &ROD FF200 . INTESjWIOR EXTERIOR :,, 2 !i DETAIL AT JAMB(' ARCH REF: 19/A8.A.4 SCALE: 6=1-0" 4 13/16" 71 41/2" SC425 EXTERIOR INTERIOR 04 co SHIM AS REQ'D 04 \. .. SEALANT SC422 H1I11,2LG I DRIL FLEX SCREW I : I 1 @ EACH SIDE OF VERT @ 12" O.C. . . . NN F- ------------------------.. / .. .. . . .• . .. .. 1/4-20 X 1 1/2" LG .. / DRIL FLEX SCREW 'q I i EACH SIDE OF . VERT @ 12" O.C. . . SEALANT HC420 . . .. . SHIM AS 11 REQ'D . EXTERIOR II INTERIOR •.Vq HCF431 14 1/2 . . DETAIL AT HEAD & SILL 4 13/16" NON-METALLIC ARCH REF: 8/A8.A.3a . SHIM AS REQ'D SCALE: 6"=l'-O" TYP NON-METALLIC SHIM AS REQ'D TYP 413/16" (n SCF425 LO EXTERIOR < : SEALANT j4 SHIM AS \ . '. , . . . —\ II • REQ'D .. . . . BREAKMETAL \JI—J 1JSC422 Em __ BY OTHERS — — CONCRETE WALL BY S 46THERST4 . . 1 1/4-20 X2"LG / DRIL-FLEX SCREW / 1@ EACH SIDE OF . S L VERT @ 12" O.C. . . .0 — METAL STUDS — BY OTHERS TY TT7 0 TT T . . . 0 METALSTUDS— I 1/4-20 X 2" LG . . . BY OTHERS TYP DRIL-FLEX SCREW 1 @ EACH SIDE OF '. . VERT @ 12" O.C. I ,. . . : SEALANT SHIM AS 7N, REQ'D 04 EXTERIOR HCF431 ~0L F 41/2" 413/16 DETAIL AT HEAD & SILL 15 ARCH REF: 15/A8.A.3a A3.4 SCALE: 6=1-0" 0• . 0 CONCR,TE . . . . . WALL V . . 3/8" DIA X 3" LG HILTI KH-EZ cc 4.OTHERS . .. . . SCREW ANCHOR ICC ESR-3027 04 ICC ESR 3056 W/21/2" EMBEDMENT 0 f6 1 @ EACH SIDE OF VERT — - — @24"O.C. 16 re SEALANT . .~ SHIM AS , LU 1 REQ'D . U EXTERIOR I . 0 HCF431 90 0 41/2" 0 413/16" - L_ co NON-METALLIC U) DETAILATHEAD 17 SHIM AS REQ'D '—j ARCH REF: 14/A8.A.4 A3.4 TYP 0 SCALE: 6=1-0" > WALL 8Y 3/8' DIA X 3" LG HILTI KH-EZ 4.OTHERS . . . . . SCREW ANCHOR ICC ESR-3027 Q - - — 1 . . 4 ICC ESR 3056 W/ 2 1/2" EMBEDMENT . . . . ... 1 @ EACH SIDE OF VERT @24'O.C. . —-- SEALANT ' - W E & ROD TYP fl SHIM AS — 'St t W 9 REQ'D . EXTERIOR I I I . DraftPros Drafting I I . and Design Service HCF431 - S g39ghtopTerrace - Lake do. CA 92040 T. (619) 456-9910 S Fee (619)456-9910 c@net 4 1/2" :DATE., 11M0117 4 1.3 /1 6" ___J SCALE AS NOTED J09 113017 NON-METALLIC SHEET: DETAILATHEAD ____ SHIM AS REQ'D ARCH REF: 6/A8.A.3a "-" TYP A3.4 SCALE: 6"l'-O" d ° TA cF425ST ±i 41 > r_°:' 6cD c - ml Qç)G) I Cl) -___ __ A I - cil 2": •. I - 2" 1N I 0 ' 1/2" mmmo - A b. rn G) A i mr m m corn M A' M N 00 0 A A . 2" 147"AFF (8/A2.2) 204"AFF (7/A8.2) rn 147"AFF (9/A2.3) 147"AFF (1o/A2.3) co - 204"AFF (9/A2.3) zo 204"AFF (1o/A2.3) Do __________________ c,J 41 41 00 L 2" -I 2" L > r co co I I, 00 _ 04 o mQc>i. 0 m-1 mci,,m0 m >w ;zIi>w5; Z 00 I I I 0 rACInCV15TACOMMrKCCrNTK RI LONG GLAZING & DOORS (.) SAN DIEGO, CA BUILDINGS' I_02-2048 k-" I - (619) 733-7123 J email: James@lgdusa.com 2820 WHIPTAIL LOOP W. I_I I I i CARLSBAD, CALIFORNIA I_I 5 3/4" REF BY OTHERS FV 4 1/2" .•. "1 •. S L 4 14 SEALANT F' P HC42(0 SHIM AS REQ'D EXTERIOR 4 13/16" DETAIL ATHEAD ARCH REF: 9/A8.B.3a SCALE: 6=1-0" --M0258 M0258 DETAIL AT DOOR HEAD 22 ARCH REF: 2/A8.A.4 SCALE: 6=1-0' CONCRETE WALL -BY OTHERS _ 3/8' DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 1 518"X2 318"XlO GA __- ICC ESR 3056 FORMED STEEL W/21/2" EMBEDMENT CHANNEL 1 @ EACH SIDE OF VERT @24"O.C. 7/ INTERIOR r DETAIL ATVERT 26 ARCH REF: 71A8.A.4 A3.6 4 13/16" 4 SCALE: 6=1-0' LL _ SHIM AS 04 REQ'D I :4± 1/4-20 X 1 1/2" LONG DRIL-FLEX SCREWS @ 12" O.C. HSS STRUCTURAL STEEL BY OTHERS 1/4-20 X 1 1/2" LONG - DRIL-FLEX SCREWS \ @ 12" O.C. DETAIL AT HEAD/SILL 23 ARCH REF: 17/A8.B.4 A3.6 SCALE: 6"1'-O" CONTRACTOR TO CONFIRM SEALANT SCOPE. PREVIOUS SUBMITTAL & ROD TY MENTIONED BY LONG GLAZING. 4 1/2" HM435 BREAKMETAL BY OTHERS\ Cl) MATCH STOREFRONT' I FRAME BED IN - SEALANT FF205 T245 / \ / 00 Tl I \ UCH201 04 tno 4 1/2" lL1/jj/i1 I - SEALANT & ROD 1W -- HC 420 k—SHIM AS I T REQ'D c'J EXTERIOR INTERIOR HCF431 41/2" 4 13/16" DET 27A/A3. r WN/fil/A NOTE: SEE DET 25/A3 1- 2" -1 FOR INFO NOT SHOWN DETAIL AT WINDLOAD CLIPS (§27A SCALE: NOT TO SCALE DETAIL AT WINDLOAD CLIP ARCH REF: 19/A8.A.4 A3.6 SCALE: 6"l'-O" .•. .: - 44.. . .. .. S ._ . NOTE: SEE DET 21/A3.5 FOR INFO NOT 2 -1 SHOWN DETAIL AT WINDLOAD CLIP 27B SCALE: NOT TO SCALE A3.6 4" LG X 1/2" DIA GR 5 THRU MACHINE BOLT WITH FLAT WASHER EACH SIDE WITH NYLOC NUT AT VERT MULLIONS WHERE APPLIES, ) 4"X3 1/2"XI/4" AH36 TEEL ANGLE BAR CLIP, 1 EACH SIDE OF VERT ULL WHERE INDICATED N RESPECTIVE LEVATIONS OR U) z 0 U ej 0 z ui U U >< uL°o .DDo! - _J _J 0 j - z 06,-- jO..O L_ r c'.j r cO< c\I IA > U U- U 0 0 Z [9 DraftPros Drafting and Design Service 9239 I8ghlop Terra Lakeade, CA 92040 T8: (819)456-9910 Falc (619)456-9910 DATE-' 11130117 SCALE-'AS NOTED JOB: 113017 SHEET: A3.6 EXTERIOR 4 -8 PROJECT NO: 3038 DATE: January 3, 2018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. Carlsbad, California Client: Long Glazing & Doors, Inc. San Diego, California ( 197337123 0 CP 0 Scott J. Sanders, SE INC. ConsultlngStnictural Engineers A&cwia, Caiion1a. Hawal, Nev8cJa, Vt&sNngtcn, 769 Ma1boro Ct, Claremont CA 9171 PHONE (909) 625-1906 • FAX (909) 634-7860 • EMAIL sjs@ctaremonlSE.com D.D rcoptIi. DP9r Scot' J. Sanders, SE hVC. Project No:3038 Pacific Vista BLDG B Page: 2 of 1/4/2018 3036 Pacific Vista BLDG B Aluminum Cuttain Walls at Building B, Pacific Commerce Center Table of Contents Item Description - Page 1.00 Key Plans, 2.00 Bases of Design 3.00 Lateral Loads 4.00 Elevation Mullion Design 6.00 Dead Load, Silicone 7.00 Drift Design 8.00 Wind Tab Design 9.00 Anchor Bolt Design 10,00 Section & detail Propértlés 11.00 Dril Flex ESR 12.00 Ref Details 13.00 14.00 15.00 16.00 17.00 18.00 Kii to K12 BODI,BOD2 L1,L2 Ml to M17 DL1 DR1 WT-1 AB-1 toAB1-6 Cl to C5 RI R2 IS 3902 I' CALCULATION AND ENGINEERING PREPARED BY: SCOTT J. SANDERS Exp Date: 6-30-18 Wet Signature Required 3038 PacIfic Vista BLDG 6 PROJECT DIRECTORY OWNER GATEWAY PAC1RE VIEW LAC` C/O RYAN COMPANIES 4275 EWcUTIVE SJARE.ELiI1E 378 LA.O&LA. CA. 62037 CELL 8594304M CONTACT' CHRIS WOOD ARCHITECT WARE MALGOMS 6363 GREDMICH DRI73 SAN EGO,CA 92137 T&628408-3m FAleaSS-633-760 CONTACT: ROEET PARN GENERAL NOTES' FOR ADDfl1ONM. NOTES. SEE DSSVIDWI.ORAWD9G. SHEETS. APPROVAL OF THESE I9RAW14JGS 179CL1J052 APPROVAL S AGREEMENT UPON ThE DIMENSIONS SHOWN SO THAT LOW LEAD TERMS CAN ES ORORRED. 2) AU. DIMENSIONS TO BE REiD VERIFIED PRIOR TO INSTALLATION SILICONE CAVUOuIO To 9200W CORNING 763 OR eovrVAiENr. COLOIS GRAY. ALUMINUM DOORS ARE IIP.212 NARROW.STP.JI SERIES WrEN 90 BOTTOM RAil. AS MANUFACTURED EYARCACLS. INC. ALUMINUM STOREFRONT FR.AMTNG FSDSHC2.ASS I ANODGED. Fv.PIELOVERIPY. UNO = UNLESS NOTED OThERWiSE. 0) DOOR HARDWARE & HARDWARE SCHEDULE '70 (1! DEfERIsINIED. s—a—a AcJflC VJ5TA COMMERCE CENTER BUILDING 'B' 2820 WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA ELEVATION NOTES I. IINSULATED 69.435 114 VISTACOOt PACIFICA. TEMPERED ON ENTERIOR lir CL2A**NODI37DAPACCR: IW CLEAR TEILPEP.W ERVDR80T I- INSUlATED GLASS 114 VISTACOOL PACI FICA. TEMPERED ON EXTERIOR: 1)7 CLEAR ANODI2EDSP&CER: 194' CLEAR TEMPERED 1.&ISNLAC?LA41 ON INTERIOR (STD DOLOR OPAC600AT 300 84.) 3. AtUWt9'JMFRAMINOAFO 451 SERIES 2W4 irr OFFSE1'SYSTIIM FOR I CLASS AS A4ANUFACTUREOEY ARCADIA, 54G. 4 TTEMPEl9ED GLASS. AO.1 1111.5 SKEET, GENERAL NOTES. EMPATION NOTES, DOOR HAROWARE M.1 FLOOR PtJJ9 FIRST FLOOR -WEST At FLOOR PLAN- FIRST FLOOR -FAST AL3 FLOOR PLAN . MEZZANINE LEVEL' WEST AI.4 FLOOR PLAN - MEUANEIE LEVEL -EAST 43.1 WS400WOIVA11OMS A2.2 WINDOVIGLEVAflONS 43.2 WIDOW ELEVATiONS 424 WIHOOWO.CVA'flONS A3.1 DETAILS 43,2 OETM.S 43.3 OE15LS 4305745.5 Al'3,2 OIITALA 43.6 057458 GENERAL CONTRACTOR EVANCOPANIPS, INC. os EXECUTIVE 8OtJARE SUITE 320 LA JOLLA CA, 37027 TEL. $12-IS24472 FAX: 612492.34750 CONTACT RYAN BOIJIWR GLAZING CONTRACTOR L0812GLA21N145 910085. um. 9201 ISSAC ST..S*IIEC S20ITEE. CA 52079 1610.4569807 FAC 519.436.5654 ' "5 op ,,e,c f to yc rc€- INDEX OF DRAWINGS 1 .00 -MA 04592: AO.1 7 3 TT T T PLAN VIEW - FIRST FLOOR - WEST ARCH REF: 1/A28.10 Id ui uJ. Qo - o 6 cc LL- Lj -V9 'o Ig Zvi (.0 - (.0 Z N W+E S A1.1 ( PAGE: K-3 VINIOJI1V3 OVaS18V3 M dOOl 1IV1dlHM OZ9 , NIO1Ifl 8 i LG5ASSD(619) tLOZ63lLNVS QliS*SUO6 I JNISOOO 12 9NIZ9NO1 I Ii I <J SNOI5I38 IjJ q z + Lf) T UI - IL — - — - — - — - WE SHEET AI.3 PLAN VIEW - MEZZANINE LEVEL - WEST ARCH REF: 11A2.B.28 PLAN VIEW -MEZZANINE LEVEL -EAST ARCH REF: 1!A2.B.2b S I- WINDOW ELEVATION Ko WIIIDOW VYPE'C 2' TMUS 5 NORTH WAU. 10 THUS EAST WALl. 41W.JS WEST WAU. ARCH RER 1 Bft 1M2.2. 44 ROFV 1438FDFV 831120t0 WINDOW ELEVAI1ON qHORThWM.L c.ERC$Tonv WT lOV1'P ;lw ? 4Ua THU8 V8STWALL 2 THUS EIWALL ARCH REF: 11A3.B.2a 11A2.B.28 WINDOW I DOOR ELEVATION 4 wpOOwVYPES I Thus © EAST WAli. 000RSIQS.8 1 0PPf3 EAST WALl.. DoaF1o3.0 - ARcH REF lr~S.lb 18•ROFV V1800W TYPE 0 2Th1JS SOUTh WAU. 2 ThV$ WEST WAtL ARcH RE 1A2.B2X tlA2.L I • RO V 1I9• I4cflcv SE UT 01.0 4-? 58 I t- It '4 0 I-- 7 7 -. cC1ET-., TWVIALL LINO MOW J .? WINDOW ELEVATION VMDOWTVPEIT £2.t I ThUS M0S1HWAU. ARCH R11A2.BR UA2.B.2b DII 4tt I II 'jf l9i" [4 Li - I __________ t q 14:r .) 'Jlk = 6A 6 =. k,12 ? -1 C; - — 0 P to V 7o Mj m 0 olk H ml .011 0 all ) I___4ul _ II L+ _r Le • ig LONG GLAZING & DOORS. I rAar,VIsyAcoMMrRCrcNTrR e1ty.iur4 oil STCI.CA9ZOfl 9ZVIACt.Tl L.O I I BUILDING B CAH1SB40.CALIFORUf L->t Jew i rat f H : 212 46 in = _________________ ______ ', = - =1- ty a : a WD- .. d cto — TWe '—I-- 37D.0 ' I 'ew _____________— er - I .4 - _ S LUL TGgj_ 1T I O =" =1= ' h U ' __ I 00 IL — II ?I II a "d 1i — II - — .1 eve fill, 41, II I.. LONG GLAZING & DOORS, INC. rACIrICVI5TACOMMC1C-NT1!R REVISIDNS N J 2820WH1 'W BUILDING MAIL LOOP W. ) I CARLSBADCALIFORNIA 9-)1 :Vd I PAGE: K-9 Dili ii 1 IWii WIN I I IE ROD TYP .1 SHIM AS REQV x1ERtCR j W?ER2oR I- 43/16 -I DETAIL AT HEAD MCH R&F: &M.64 SCALE 6-r4 4 t.3/16 SCF425 I At C—, SEM.ANT - & ROO TYP 4. .Q •8 4 4 ., DETAIL AT SILL RQI REF: 9(A8.A. SCALE 81 I- DETAIL AT DOOR JAMS ARC (2 H . 31MAA CCAL& 6'lO' CONCRETE WALL BY OTHERS 4 I/f M--J DETAIL ATHORIZ RGI1 IF; FiMA.4 SCALE &.VØ DETAIL AT DOORJAMB ARCHREFi dJA6.A.4 1.0 SCALE- 6r.r S/rOL&XStLHL11ICH2 SCREW bcaOR. (T-Z- IOC ESR.aon ICC ESR 3056 W121#ZEMBEDMENT (SEE EP.EVA11ONS FOR RPCCtOCATIONS0t Ipr ... D ';. I •c SHIM AS REO 4 . . • • APPLIES 'SE.LAi5r & ROD TYP DETAIL ATJAMB Agci RE: E4 G/Aa.4 SCALE 61-0 t- 2 DETAIL Al_VET AIntr: WAO.A.4 SCALE rr4 9J90AX3L0141LT1KH.0 SCREWANCHOfi ICC ESR3O27 -ICC CSR 3050 W12 1/2 EMBEDMENT I EA0I 810E OVERT 024'= MCREIE WALL OTHERS Fl CONCRETE WAJ.1_ BYOTHER8 3 wcRErEwAtL -- Ss' O) ICCESR-3027 I ICOESROS5 . 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'' .6 - . • ICC CSP$C27 \vERrG24-o.e. • 4 . / .4 - IECESR3o56 1------------ I - . ç Wi 2 112' EMBEDMENT .Jt: -' -. ' . j• . -. . - .•. IOFACHSIDEOPVERT !1 i TZ-1 mm~~- UHF 41/Y 4 13/l6 DETAILATHEAD& SILL ARCH RER. 15(ABA.3o 'Y ECAI..6 6I-q SEALANT a ROD 7YP SKM AS R REaD TEROR I I 4 l/Z' 4 1/l6' - — NOH4AET4LLJC DETAIL AT HEAD SHU4ADKQU ARCH : G!A&&3. TYP S CALE bT &RCOTW It II REO'D 'HI .41/2 __ *131W lz DETAIL ATHEAD ARcH flEE: IOIA&Ja SCALM gi' n BY OTHERS _J. \ - t • 4 ______ : XZLC- DRIL-FI.EX SCREW CONCRE1 - l(9EACMSlDZOF 4, WAU. VBRT41 24O.C. a THRUCHINEROL1WITh FLAT WASNER EACH SlOE WTTXFTJtOCNLJIATVERT MUUJONEW)4EREAP.JES. H11 is 4 112X114 AJOS STEEL ANBEE BAR CLIP. i .1*145 WHERE INDICATED I 3. 3127 OPCCTE WAU. BY OTHERS a DETAIL AT WINOLOAD CUP ARCH REF:IWAEA4 - SCALE: r1C 4Yo) t344 -III'' 20 DETAIL ATHORIZ ARCH RET: 12JAaA.4 F. IAS.A.4 SCALE: 5.1'0 4 13/6 4 i/2 7! SH3AAE NOW-METALLIC SMIMASIREO'D TYP URERIOR ST FLO Sfa" TT K"42 SCR AHHOR ICC ESR-2027 ,;14 ICC OR 3055 WI 2 17 EMBEDMENT I @EACH SIDE OFVERT 2dOC. S 3/4 RE Br OTHERS v- - I i RT0R 4 3EOAx3LGHILTrl0f-EZ ' - SCREW ANSI-ICR ICC ss,t-ssi ICC - WI 2 hr EMBEDMENT CZ) PERCUP. a MCRE1E WALl. OTMERS 36AX3LGHILTPI(HEZ SCREW ANCHOR .— cc ESR-327 ICC E5R3056 W12 112 EMEED&NT 10 EACM SIDE OFVERT O.C. A36 p I - V -. - r ..00 I 4. " I 44 I ..-.. -U L f;4T) .aRob1yp LSIIIM AS RE.QO £IITERICR WTERJOR 41/T -J KCF&11 __ 9CFJS iT ' I lii N iI J L 41 LLSI P SHIMAS REDID - SEAU.NT r DETAIL AT HEAD o~ r1Jk ri j I -. xll,rl.CNG I HSS STRUCTURAL UHA-LX SCREWS h I slEa SYOThERS BEO IN SEALANT Pi 25 I. I —r ILONG - — - - T245 - I DRiIP. SCREWS o.c. ol ol oo I1 uciuoi _j & ROD TYP - SHIMAS REQ SWTEAIOR It 4 1/? 41/? 4 QL AT DOOR HEAD DETAIL AT HEAD!SILL RLF. ARCH REP: 171A.54 SCALE. GV.O' £GAI 6W.S -- Glass 6000 psi 12000 psi = 24000 psi = 10400 ksi = 4300 ksl = 0.23 156 Ib!ftA3 0.46x10*.5 inlln dog F r 9-6 psi 4700J psi 10200J psi M--Et"316(l +U)= 4756.1 kip-" 396.341 kip-ft 233.142 kip-ft skp. SC 1wC. PROJECT:.3038 Pacific Vista BLDG B C' • PageBOD-1 Date: 1i42019 PROJECT: Aluminum Curtain Walls at. Building B, Pacific Commerce Center 2810 Whiptall Loop W. DESCRIPTION: Bases of Design Vertical Loading: 1' 1G. 1/4" Outer. 1/2" arspace. 114" inner Insulated Class system 6.50 PSF Aluminum Storefront = 2.00 PSF Aluminum Storefront = 1.50 PSF TOTAL DL = 10,00 PSF Horizontal Loading: Wind Design per AS CE 7-10 p----.----.-- ------.- --.--- ---.-.-----.-.-- -.- -- --fl. -le____._._.. -.. .110 mph, Exp,ç, Risk Category fl(Reducabper page. L-1, based on Area fl ASO Basic Wind Load = .1782 F PSF, 10 sq. ft. ASD Corners Wind Load =.31.64 PSF, 10 sq. ft. Human impact loads: 200 lbs point load on wall adjacent to walkways, 42" above walking surface Seismic Loading per ASCE 740 Body of Connections Boils and Welds Fp Fp nir lwp 2.14 JWp Load Combinations per ASCE 740 Design Properties: ( Fr = Modules of Rupture: Annealed Heat-strengthened Fully Tempered E = Modules of Elasticity C Modules of Rigidity (shear) Poisson's Ratio = w Density Coefficient of Linear Expansion Codes and Ret: 2016 California Building Code ASCEISEI 7.10 Aluminum Design Manual AAMA Design Guide Manuals ASTM E-1300 -09 AISC ACI 318 Dril Flex Self-Drilling Fasteners ESR-332 Hilti ESR Report 3027 Hilti ER-2196 , &t J. Sis. SE Na ECT:.3038 Pacific Vista 811)0 B Pa9e:80D2 Date: 11412018 PROJECT' Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptall Loop W. DESCRIPTION: Bases of Design Deflections: Vertical Framing Members supporting glass or metal panels normal to surface. Single Span I3'-6' or Less Max Deflection = 1/175 for clear span of support Single Span greater than 13'-6" Max Deflection = 1/240 + 1/4" for clear span of support Vertical Deflection due to DL and LL = 3/4". Cantilever Members Max Deflection = 21.11766f span past support Transverse Framing Members supporting glass or metal panels In-plane: Deflection = L1175 for clear span of support normal to the plane of construction Vertical Deflection = 1/360 or 1/8' whichever is less for dear span of support in the plane of construction Building Drift and MóvemeAt Criteria Vertical differential deflection Live Load per EOR. Inter-story lateral drift 2% Note; Bolts, Screws and Anchor Bolts Structural Silcone: 112" thick Joint Allowable Tension Width of joint T allowable 318" thick joint Allowable Tension Width of joint I allowable 20 psi = 0.5 inches = 120 plf 20 psi = 0.376 inches = 9oplf Nominal Glass Thickness Inches Minimum Glass Thickness inches Glass Weight psf 1/8 .0.115 1.63 114 0.219 3.25 318 0.365 4.88 1/2 0A69 6.50 5/8 0.596 8.13 314 0,719 9.75 7/8 0.844 11.38 Awing Dead & Wind Load Added to Vertical Mullion Vdl = 0lbs. VWL. 0 lbs. V Offset 0 inches H Location 0 ft Mullion Hgt = 1 ft M due to Awing 0 LB-FT Equal 0 0.00 pIt, add to wind load for design Equal w = 0.00 psf. add to wind load for design ( mWL"2!8 C-: Project No:3038 Pacific Vista SLOG B Pane: 1-1 ScorE). Sande,s, SE 11412010 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 whiptall Loop W. DESCRIPTION: Wind Design Per ASCE 7-10 30.2,2 Min Design Wind Pressure 16 psf for Strength = 16 x 0.6 9.6 psd ASD Wln&Ocaian nerA$CE110 Components and Cladding Simplified Method Chapter $0 Part 4 Building Information: I. = 340.00 ft B 200.00 ft I-It = 40.00 ft Roof Sfàpo = 0.00 infft Cornet Distance shall equal the smaller of: 101% of Min LorB: = 34.00 ft 0.4Mt 16.00 ft Not Less .Than 4%LorB .13,60 ft or = 3.00 ft Typical: Horizontal Gias Curtálnwlls and storefronts Exposure = C ASCE7 Sac 8.5.6 Building Roof = Flat Roof V 110.00 mph, Wind speed ASCE 7-10 Fig 265-IA8orC Risk Category of Building .1 Risk Category of Building ASCE 1-10 Table 1.5-1 Kzt 1.00 Topogmp)yfaclo: ASCE 7.10 See 28.0 NIA Building Height '= 40.00 ft CAF per tatIe 30.74 = 1.0000 40flTell. ExpC p LRDF = p 10(EAF)(RF)iç, (ASCE 7-10 30.7-1) Zone 4 = -29.70 29.70 Zone 6 = 44,40 29.70 Roof Pate Zone 3 -92.90 ExposuroArea 10f1A2 60ft*2 100fV"2 200ft52 RF -Effective Areor Reduction Factor from Ible $0,7.2 Zone 4 Minus 1 0.92 0.88, 0.65 Zone 4 Pius 1 0.88 0.02 0.77 p LRFD = Intoilor zone .29.10 -27.32 -26,14 .26.26 29.70 28.14 24.36 22.87 Roof Fiata Zonó 3 -92.90 46.47 -81.78 -78.97 Zone 6 Minus 1 0.85 0.77 0.68 ZoneS Plus 1 0.88 0.82 0.77 Corner zone -54.40 -46.24 '41.89 -36.99 29.70 26.14 24.36 22.87 PASD Load P.6 interiorzono 47.82 .16.39 46.88 -15.16 -14.26 17.82 15.60 14.61 13.72 12.47 Corner zone .32.64 .2774 .25.13 -22.20 -1968 17.82 15.68 14.61 13.72 12.47 Reef Flato Zone 3 -66.74 .49.0512 '47,379 -44,592 3008 Pacific Vista BLDG 0 ( 600 ft42 0.8 0,7 -23.76 20.79 .74.32 0.6 01 -32.64 20.19 , SrI: ... SntJc SE INC, II. Project No, 3038 Pacific Vista BLDG B Page L-2 1/4)2018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptait Loop W. DESCRIPTION: Seismic Loading W&R: She Class Sds = 0.751g per Si.0. plans Revise seismic calculation ASCE 7-10 - Seismic DetnD 39 Fa Sms = FaSs 151.2 Ss = 1.0390° SI = 0.4040 Ip = 1.0000 Occupancy II Fv = 1.3900 $d1=2i3FvS1 0:3744 ( Max Noflstructural Components Fpx = 1.6*Ip*SdS*WpX = 1.1083 wpx Min Fpx = 0 3*Ip*SdS*Wpx = 0.2078 wpx Table 13.51 Coefficients for Architectural Components _____ Wall Eleiiint -- FisirsoftheCOflfleCtIOflSYStern I ap = 1100O ' ap = 1.2500 Rp = 2.000 Rp = 1'.0000 1 = 30.0000 FT h = 40.0000 FT Wall Element Fp = (0.4*ap*Sds I (Rpllp) (1+2*ZJh))Wp = ô.276741) Fasteners Load Fp = (0.4'apSds / (Rp/10) (1+2*ZJh))Wp = 0.8658333Wp Wall Element Width Trib = 5.0000 Fr Height Trib = 5.0000 FT Glass Wt = 10.0000 pst, Trib Dead Load = 250.0000 lbs Wall Fasteners Load Fp= pf. 216.46 lb. 3038 Pacific Vista BLDG B 11 b= 0 in 0 in S =t= 0.0000 in h=b-2s= 0 in Isteel = t*h3/12+b*(d3.hA3)I12 0.000 lnA4 1= M0258 4.528 in E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max I-It = 7.5000 ft Max Deflection Allowable = Max Deflection= LJ175 = 0.51 inches USE\Mãx £eflet'on = Tnb Wind Width = 3.2500 ft W = 97.5 pIt lreqd = (5*w1A4)/(384E* Defi) = 0.4654 inA4 Equivalent iprovlded = isteel+ Iaium12.9 1.5614 in A4 Reaction at Top and Bottom = w x Max Ht/2 = 365.63 lbs Tension at Silicone Joint = 48.750 plf ABI -HILTI KWIK HUS-EZ 318" dia wl 2-112" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Silicone Joint Load: Exterior Anchor Bolt: -.0--- 2",j cli j DETAIL AT VERT WA1 ARCH REF: 7/AB.A.4 SCALE: 6=1'-O PROJECT: .3038 Pacific Vista BLDG B Page: M-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 4/A2.1, 31A2.1. 21A2.1. 11A2.1 Max Size = width 3.2500 It x ht 7.5000 ft Wind Load = 30 psf Total Wind Area = 24.3750 sq.ft. Check Stiffener for Design Loads: Arcadia AFG45I 1W 1 /2 —96"ROFV 1/2" —95"NFDFV 44 1/2" DLO 44 1/2" DLO - 2" u- 0 C 0) WINDOW ELEVATION (i WINDOW TYPE 'C' 24 THUS @ NORTH WALL 10 THUS @EAST WALL 4 THUS @ WEST WALL ARCH REF: 1/2.13.1a; 1/A2B.1b;1/A2.B.2a; 11A2.B.2b 78" RO FV 77" NFD FV - 35 1/2" DLO 35 1/2" DLO - 2" 211 /2" I - LL ' i00 00 c'J 'LL 1/2" oPP • • • WINDOW ELEVATION K~3 WINDOW TYPE 'D' 2 THUS @ SOUTH WALL 2 THUS @ WEST WALL ARCH REF: 1/A2.B.2a; 1/A2.B.2b II! > LL 1 '?. !3 )1 - 00 0 Z pp CN 2 3 I,'2,' -. 68 1/2" DLO 2" 144"ROFV ,.I. 1/2" 143"NFDFV .1 68 1/2" DLO I 04 H H 2" 2"4H I WINDOW ELEVATION CLERESTORY WINDOW TYPE 'B' 8 THUS @ NORTH WALL 2 THUS @ WEST WALL 2 THUS @ EAST WALL ARCH REF: 1/A2.B.2a; 1/A2.B.2b PROJECT: .3038 Pacific Vista BLDG Page: M 1/4/201 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 41A2.1 Max Size = width 4.0000 ft x hI 10.0000 it Wind Load = 29 psi Total Wind Area = 40.0000 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I —=--- 2" -— b= 0 in M0258 d= 0 in I S =t= 0.0000 in I h=b-2s 0 in Isteel = t*hA3I12+b(dA3_h.3)I12 0.000 in14 [ j , 1= M0258 = 4.528 inA4 E steel = 2.9E+07 psi E alum = 1.OE+07 psi I Max Ht= 10.0000 ft Max Deflection Allowable = Max Deflection = U175 0.89 inches UtaefIectih= DETAIL AT IEDT 3 '' A3.1 • Tub Wind Width = 4.0000 ft ARCH REF. 7/A8.A.4 w = 116 pif SCALE: 61'-0 lreqd = (5wiA4)/(384*E* Defi) = 1.3126 InA4 Equivalent [provided = lsteei+ laluml2.9 = 1.5814 inM Reaction at Top and Bottom = w x Max HlJ2 = 580.00 lbs Silicone Joint Load: Tension at Silicone Joint = 58.000 plf Exterior Anchor Bolt: ABI -HILTI KWIK HUS-EZ 318" dia wl 2-112" EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL :O rwi 1,2 95"NFD - 53" DLO 1ST FL ry FV 36" DLO / U. / l) OPP 2 rii, rr rt, 36" NDO cj DOOR SWING WINDOW I DOOR ELEVATION 4 WINDOW TYPE 'E' A2.1 1 THUS @ EAST WALL, DOOR#1 02-B i app @ EAST WALL, DOOR#103-13 ARCH REF: 1/2.13.1b (. ,scoi SE INC. • PROJECT: .3038 Pacific Vista BLDG Page: Mn-- 1/412018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 51A2.1, 101A2.4 Max Size = width 5.0000 It x ht 7.1687 It Wind Load = 29 psf Total Wind Area = 35.8333 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG46I 2" - b= 0 in I I -T d= 0 in M0258 S=t= 0.0000 in h=b-2s= 0 in steel = t*h3/12+b*(dA3.h43)/12= 0.000 in44 1= M0258 = 4.528 in64 E steel = 2.9E+07 psi E alum = 1.OE+07 psi I Max Ht = 7.1667 ft Max Deflection Allowable k t0flcj Max Deflection = U175 = 0.49 inches VSEMax D çtIon - DETAIL AT VERT II1 Width = 5.0000 - 145 ft ARCH REF: 7!A8..A,4 A3.1 pIt SCALE: 6"=l'-O Ireqd = (5wi44)/(384E" Dell) = 0.6039 mM Equivalent 1provlded = isteel+ ialum/2.9 = 1.6614 mM Reaction at Top and Bottom = w x Max Ht/2 = 519.58 lbs Silicone Joint Load: Tension at Silicone Joint = 72.500 plf Exterior Anchor Bolt: . ABI -HILTI KWIK HUS-EZ 318' dia W/ 2-1/2" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL ( So;tJStz.SE (AC. PROJECT: 3038 Pacific Vista BLDG B DATE: 1/4/2019 PAGE: M- (. Single Span Mullion Moment of Inertia Requirements: I: Aluminum E = 10400000 ksi IVES— Steel E= 29000000 ksi LNO Wind Load: w = 9Jpsf (10 psf mm.) Mullion Spacing = [5 _Jfeet Wtotal= 145 plf L mullion Span = 7t25Jfeet Allowable Deflection: Span Less and 13.5 ft A = L/176 = 0.4.89 inches Use A Span over and 13.5 ft A = U240+0.25 = 0.606 Inches Use E = Reactions Top and Bottom- = [i6.562IJ LBS Mullion Moment of Inertia Required Due to Wind Loading: I mm = 5WL114/384 E A = 0.489 inches 10400000 ksi Two Equal Span Mullion Moment of Inertia Requirements: Material: Aluminum E = Steel E= Wind Load: Mullion Spacing = Wtotal L mullion Equal Spans = 10400000 ksi ES 29000000 ksi LNO E291psf (10 psf mm.) _:IIJfeét 145 plf feet Allowable Deflection: Span Less and 13.5 ft Lul75= 0.48$ inches Use A = 0.489 inches Span over and 13.5 ft A=L /140 + 0.25 = 0.600 Inches Use 10400000 ksi Reactions: Top 451T19iLBS Middle j1,162:2656 LBS Bottom L4St99jJLes Mullion Moment of Inertia Required Due to Wind Loadi,tg: 1 min = 0.0092*WLA4/E A = E 1.169 linchesA4 1/2L. 120" RO FV 0, I 119'NFDFV 56 1/2" OLO 56 112" DLO MEZZANINE W0'AF.P. CONCRETE WALL BEYOND ANCHOR PLC ONL (SEE DET 5/A3,I) U-LU WINDOW ELEVATION WINDOW TYPE I THUS © NORTH WALL ARCH REF: 1/A2.13.11b; 11A2.8.2b 279°NFDFV 270' RO RI /2" r-2" DETAIL ATVERT 3 ARCH REF: 7/A8A4 A3.1 SCALE: 61'.O ... PROJECT: .3038 Pacific Vista BLDG B Page: M, 1I4I201 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.2 UPPER LEVEL Max Size = width 4.8333 it x hI 10.0000 it Wind Load = 28 psi Total Wind Area = 48.3333 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I b= 0 in d= 0 in S =t= 0.0000 in h=b-25 0 in steel = t*h3I12+b*(dA3hA3)I12 0.000 iflA4 1= M0258 = 4.528 inh4 E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht = 10.0000 ft Max Deflection Allowable = Ji 00inctj' Max Deflection = U175 = 0.69 inches USE MaxDefiectin t' C 069Jc1 Trib Wind Width = 4.8333 ft W = 135.3333333 plf lreqd = (5 wiA4)I(384*E* Dell) = 1.5313 in Equivalent 1provlded = lsteel+ laium12.9 = 1.5614 ln44 Reaction at Top and Bottom = w x Max Ht/2 = 676.67 lbs Tension at Silicone Joint = 67.667 plf ABI -HILTI KWIK HUS-EZ 3/8" dia wl 2-1/2" EFFECTIVE embedment Sd - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Silicone Joint Load: Exterior Anchor Bolt: ( DETAIL AT VERT ARCH REF: 7/A8.A.4 WA5.1 SCALE: 61.O Silicone Joint Load: Exterior Anchor Bolt: Scott i Samiws- SE INC PROJECT: .3038 Pacific Vista BLDG B Page:M- 1/4!2018 PROJECT: Aluminum Curtain Wails at Building B, Pacific Commerce Center 2810 Whiptaii Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.2 Lower Max Size = width 4.8333 It x ht 10.0000 It Wind Load = 28 psf Total Wind Area = 48.3333 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I 2" b 0 in d 0 in S=t= 0.0000 in h=b-2s 0 in isteel = t*hA3I12+b*(dA3.hA3)I12 0.000 iriA4 i= M0258 = 4.528 lnM E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht = 10.0000 ft Max Deflection Allowable = Max Defection= U175 = 0.69 inches IctiOLj ON Tnb Wind Width = 4.8333 ft W= 135.3333333 pu lreq'd = (5*w*I14)/(384*E Defl) 1.5313 InA4 Equivalent Iprovided = lsteel+ lalum!2.9 = 1.5614 inA4 Reaction at Top and Bottom = w x Max H112 = 676.67 lbs Tension at Silicone Joint = 67.667 plf ABI -HILTI KWIK HUS-EZ 3!8' dia wi 2-112' EFFECTIVE embedment Sd - 1/4.20 DRIL FLEX SCREWS (2) AT EA VERTICAL Scoil J. Ss'des. SE INC. IL PROJECT: .3038 Pacific Vista BLDG B Page: M- 1/4/201 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.2 at Door Max Size = width 7.1667 it x hi 10.0000 it Wind Load = 26 psi Total Wind Area = 71.6667 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I 2"- I b= 1518 in M0258 d= 2 318 in I ' S =t= 0.1340 in I h = b2*s = 2 3/28 in steel = t*h3I12+b*(dA3.h3)/12 1.814 iflA4 1= M0258 = 4.628 in A4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Hi = 10.0000 ft Max Deflection Allowable = >0 - Max Deflection = U175 = 0.69 inches DETAIL AT VERT 3 yEccpefition = 1Q191l Trib Wind Width = 7.1667 ft ARCH REF: 7/A8.A.4 A3.1 W 186.3333333 pIt SCALE: 6'=1'-0" ireq'd = (5w*f4)I(384*E* Defi) 2.1083 in64 Equivalent Iprovided = lsteel+ IalumI2.9 = 3.3755 lnh4 Reaction at Top and Bottom = w x Max Ht/2 = 931.67 ibs Silicone Joint Load: Tension at Silicone Joint = 93.167 plf Exterior Anchor Bolt: ABI -HILTI KWIK HUS-EZ 318° dla wl2-1/2" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Al 011.9c 7J MOJ . CI —RA Zn— MdP4211lIL I I ala 010-19 0104 tma ____ •_Ola - ._411 EL-2 - I 11- ___ Ik ¶ WI— q)R Ilk] k _____ - ____________ - - JL___ cc.c • N. EI I - H. + I . I 0 fli ;11 4.7.1 Jj Vv - N N t II I Lr 407 U4 RO FV I 408 74NI'O IV I 31114 OLO-142 5510701.0_ 2•I4- _08 01.0 58 01.0 H- Sr01.0 65 01.0 821070W 0 1 • il l p> 11 Jlk \/ - WSJZOAD curs TYP TYP Om LL LL 14 / -- + Ii 14 V I CH UNO 8IA2.3 II 1 OPP T o Lli J Li? ? _ ? ISTFLft TO 01.0 01.0 01.0 208 I4 W0 FV J___or WD FV WINDOW I DOOR ELEVATION () I THUS WINDOW TYPE W, 000R# 101-8 -' I THUS ©NORTH WALL ARCH REF: l/AZB.la: 1!A2.13.11) I (i 710 TYP • 1/ Pr W-Cr A.F.F. - CONCRETE tflYOl, Ii" UJ(4 cr -I (i I CONCRETE iF WAIL 112L... 149 lw ROFV I BEYOND 1483f4NFDFV I - 56 3/4 DLO 56 3!4 010 23 3J4 -2 I_- OLO T1_- 5112 MATC UNO MATCH 91A2.3 THUS 90 - '4 ISTFLR WINDOWELEVATION A2.3 I THUS WINDOW TYPE J', EAST WALL ARCH REF: IiA2.B.Ia: 11A2.13.1b ________ _ fl 20'-9 I 55 1/2' DLO H 65r DLO 65* DLO 561t2'DLO -2' 2 —H 2'—— 2.4 - I TH LL TYP Xx opP 23 _ T%J!0 cm 6 on Sim kxk-N S1 Sim 4 , ell 12_T OPP T& NA,T' AM& XmIk", & \ / 13T FLR 256 l(2 DLO II- 72' NDO 112' DLO—F 2' + WINDOW/ DOOR ELEVATION WINDOW TYPE 'L' I THUS @ NORTH WALL DOOR#156-B I THUS @ NORTH WALL, 000R#157-B 1 THUS @ NORTH WALL, 000R#163-B I THUS @ NORTH WALL, DOOR#164-B ARCH REF: 1/A2.B.1a; 1/A2.B.lb CONCRETE WALL MONO MAT TI WINDOW ELEVATION 9 I THUS WINDOW TYPE 'K' WEST WALL ARCH REF: 11A2.B,1a; 1/A2.13,1b;iIA2.8.2a; 11A2.8.2b PROEM 4D2a PatnWoOM0 DaLflL-1 1(417018 PROJECT: Aluminum Curtain Walls 61 8ullding S. Pacific Commerco Center 810'Ahip*Il Loop W. DESCRIPTION., 018e1fl8 D98t9fl Lite Cirnanslori: Length a 53 P. 153.111111 ties Lila Dimension: Height 64 In a M26 In, setting bloc,R $peclflg Lice Might 0.6 pet E 10700020 - 0988 1n44 631n ADdle. Pdti43L'2.4a2i' ( 23 Inches ciM 126 EIà' - section r4aflo In-4 G'as&: Lito Weight pal P, total Load lbs a UIO Inches [E - ADOIA Pwz48fl2L24a*2) = incitOs Amax -114- 1flCh03 R98u116 ol Sect lora Haighl.Ifl lenglfl,ifl 5M21 H1A418 0.398 64 53 0.6 153.11 UZS 10700008 0.082306096 0.126 13001) VIP I4M43A 0,398 62 58.8 6.4 160.87 7.0528 10709800 0.108636424 0.128 (3000 TYP awds 0.398 87 67 6.6 223.84 7.128 29000600 0.058227197 0.125 03Q0 4 1'; In DETAIL AT HORIZ 7RCH REF: 7i'A&A.4 A3.l SCALE: 6I'° !. Scott J. Sanders, SE INC. pHonE cCC?.fl Th. F*X.H'2t4OiLtHt4'SECV PROJECT:.3038 Pacific Vista BLDG B Page: DR-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Seimic Drift Design TVP Elevation Use max 2.00% between Floors DEFL MAX MOVEMENT FLOOR LINE ILT — VERTICAL DEFL LITE I I MULLION NORIZ MULLION I GLAZING .jI I jl I z I iii lot 10 ID - U- 1/ I VERTICAL I MULLION GLAZING POCKET GLASS SIDE BLCK- BITE EDGE CLEARANCE FLOOR LINE ASCE 7-10, Chapter 13 Section 13.5.9 Determining Drift Capacity of Curtain Wail System using Bouwkamps Equation Floor Height = 12.5000 ft ip = 1.00 Importance Factor Building Design Displacement = 2.00% per ASCE7-10 Table 12.12-1 A max %xHp= 1.74 In Hp = 87 in Height of rectangular Glass Lite Bp= 57 in Width of rectangular Glass Lite Cl = '1/2 In Clearance (gap) Between Vertical edges and the Frame C2 = 1/2 in Clearance (gap) Between Horizontal edges and the Frame Dclear prov'd = 2.5263 inches Dclear req'd = 1.25°1 * Amax , 2.175 inches Dclear prov'd = 2.53 inches> Dclear reqd = 2.18 inches Glass Lite and Curtain Wall Mullions can Accommodate building Drift w/o Glass Fallout . Scott J. Sanders, SE INC FAX G34.P2O tMA1Lçttt&t,. PROJECT: .3038 Pacific Vista BLDG B Page: WT-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building B, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: GIaing Design Wind Tab Design Anchor Bolt Shear Allowable Loads on A307 Bolts Single Shear Double Shear Fus= 13.5000 KSl 2'Fus 27.0000 KSI 5/8" Diameter bolts Dianieter = 5/8 inch 5/8" Diameter bolts: Diameter = 5/8 inch Area = 0.3066 in"2 Area = 0.3066 inA2 Vallów = 4.14 kips Vallow 8.28 kips Fav= 135000 KSI 2*Fus 270000 K°l 1/2" Diameter bolts Diameter = 1/2 inch 1/2" Diameter bolts tD,ame°' 1/2 inch Area '= 0.1963 in"2 . - Area 0 1963 iiY'2 Vallow = 2.65 kips :.:..'. . '5.3O:...kips4 Fav = 13.5000 KSl 2* Fus = 27.0000 KSI 3/8" Diameter bolts Dianeter = 3/8 inch 3/8" Diameter bolts: Diameter = 3/8 inch Area 0.1104inA2 Area 0.1104inA2 Vallow = 1.49 kips Vallow = 2.98 kips Mullion Properties: '6063-T6 Extruded Aluminum alloy, ASTM B221 . ....,•• •\ Fus= 1400 KSI t \ Steel Plate Properties ASTM A36 I-........- - -r Fy = 36.00 KSI •I_, Plate Thickness = 1/4 inches /' Plate Size = 5 'sq.V V allowable = 13.13 kips Weld Strength: 1/8" x 5" lng = Rn/Q = (0.60 Fexx((2)M1212)(D/16)*1)I2 = 11.1369 Max Load at Wind Tab 833 lbs Therefore Use 1/2" diameter A307 MB with 1/4" thick shear plate with 1/8" thick welds If req'd kips ( 9 IrRad ~ u Wind load Charts IAFG451 Series A = 16 P.S.F. (766 Pa) Description: 2 X 4 1I2 Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) 0 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 1 OF 4 I—LU LU LL I- 0 Ui 0 —J —J 14 13 12 It 10 A B C D E 3 4 5 6 7 8 MULLION SPACING IN FEET I =2.769 IN' S= 1.190 IN 15 14 '3 12 It A 50 B 9 C 0 8 E 7 6 3 4 5 6 7 8 MULLION SPACING IN FEET l=4.749IN' M0255 M0255 WITH STEEL REINFORCEMENT 15/8X21/2X1OGA. Mullions are assumed to be single span, simple beam elements, unillomity loaded and adequately braced to prevent lateral-torsional budding. Alt other complex design conditions shall be reviewed by Arcadia or a design professional. V • Aluminum esbusious shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection InitIation of motions shall be In accordance with AAMA hR-All of 1.1175 for spans up to 17-6 and U240 U4 for all othesswhere Lis equal to the span of mullion. A design professional shall be cousetted to confirm that no rite of glass deflects more than HillS or 314, whichever Is less, where H Indicates the height of glass. For motions containing sleet reinforcement, the reinforcement Is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement Is Installed for a partial length of the mullion span. Windlond pressure detemrinations shalt be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most cannot laws and local building codes Selection of perimeter fasteners and attachment of glazing system to building structure are protect specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. F- LU LU U— I— = 0 LU 0 —J —J 15 54 13 12 us 10 I =4.528 IN S= 1.930 IN' I=6.2791N 4 A B C 0 E 3 4 5 e 7 e 3 4 5 6 7 8 MULLION SPACING IN FEET M0258 MULLION SPACING IN FEET M0258 WITH STEEL REINFORCEMENT Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. 1518 X2318 X10GA. FRAMING-ARCADIA-AFG451-WINDLOAD.pdI As of: 08/08/16 Wind load Charts IAFG451 Series C A = 16 P.S.F. (766 Pa) Description: 2" X 4 1/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) D = 30 P.S.F. (1436 Pa) Detail: Design Criteria E 40 P.S.F.(1915Pa) Scale: N.T.S. SHEET 20F4 55 14 13 12 I- uJ 11 LU LL 10 A B C 8 D E LU 0 -J —J 4 3 4 5 6 7 8 MULLION SPACING IN FEET Ui LL !Ii! I- (9 LU z 0 —J M0251 17 16 19 14 53 12 11 A 10 B C 0 E 3 4 5 u 7 8 MULLION SPACING IN FEET M0251 WITH STEEL REINFORCEMENT 13/8"X25116X10GA. I =4.093 IN 1=5.499 IN' S= 1.761 IN' Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent taterat4nssloaat budding. All other complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6083-T6 alloy. Allcwsble stresses to be derived per PJundaijm Design Manual. Deflection limitation of mullions shall be In accordance with ASIA fIR-All of 11175 for spans up to 13'-6 and 1/240. 1/4' for all others where Lix equal to the span of mullion. A design professional that be consulted to confl mi that no file of glass defects more than H/I75 or 3/4', whichever Is less, where H indicates the height of glass. For mulllons containing steel reinforcement, the reinforcement Is assumed to be Installed for the fall length of the mullion. A design professional shall be consulted for Instances where steel reinforcement Is Installed for a partial length of the mutton span. Windlead pressure detemdnations shall be per ASCE 7 and according to local governing codes. A professional engineer shalt be consulted for the most current tans and local building codes Selection 01 perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for speck protects. 14 13 is 11 10 1= 1,252 IN S = 0.809 IN' 28 17 16 15 14 13 12 11 10 8 6 4 I = 2.601 IN' I-- LU LU U- I— = (9 LU = 0 -J ZD —J I—LU W U- _____ I— Ljx (9 'Ii X Z 0 —J =3 A B S E 3 4 5 6 7 8 A B C D E 3 4 S 6 7 8 - MULLION SPACING IN FEET SM555 MULLION SPACING IN FEET 5M555 WITH STEEL REINFORCEMENT Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves, 1518 X2118'X10GA. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 54 53 12 15 10 A B C D E 3 4 5 6 7 8 MULLION SPACING IN FEET I = 2.991 IN' S=2.028 IN' SM558 15 14 53 12 I— LU is LU 10 IL F— A (9 B W C 0 0 E —J 1 0 3 4 S 6 7 8 MULLION SPACING IN FEET I—Lii w LL. I- 0 LU 0 —J —J 1=2.454 IN' S= 1.019 IN' DJM265 Wind load Charts IAFG451 Series A = 16 P.S.F. (766 Pa) Description: 2 X 4 1/26 Offset Glazed For 1 Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) D = 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 30F4 Mullions am assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral-torsional buclrtlng. M other complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-16 alloy. Allowable stresses to be derived per Aluminum Design Manual, Deflection limitation of mullions shalt be in accordance with MMA hR-All of 11175 for spans op to 13-6 and 11243 + i W for all others where Us equal to the span of minion, A design professional shalt be consulted to conflurn that no lite of glass deflects more than WI 75 or 3/4, whichever is less, where H Indicates the height of glass. For mullions containing steel reinforcement, the reinforcement is assumed to be Installed for the hill length of the mullion. A design professional shalt be consulted for Instances where sleet reinforcement is Installed for a partial length of the malibu span. Windload pressure determinations shall be per ASCE land according to local governing codes. A professional engineer shalt be consulted for the most current laws and local building codes, Selection of perimeter fasteners and attachment of glazing system to building structure are pretest specific and therefore straIt be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I.—LU w U— I- 0 LU 0 —J —J ss 14 53 55 11 10 8 5 S l=1.6721N' S= 0.921 IN' 14 13 12 11 10 n 8 7 6 4 2 0 A B C D E 3 4 5 6 7 8 =3.222 IN' A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET IC00535 MULLION SPACING IN FEET 1C00535 WITH STEEL REINFORCEMENT Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves, 15/8" X2 1/4" X 10 GA. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 1) 14 13 12 11 10 A B C 0 E 3 3 4 5 6 7 8 MULLION SPACING IN FEET 18 17 15 15 14 13 12 11 A 10 B C 9 D 8 E 4 3 4 5 6 7 8 MULLION SPACING IN FEET 1=5.642 IN IC00555 WITH STEEL REINFORCEMENT 1718.X23I8X10GA. IC00555 VT 1=3.662 IN' S= 1.347 IN' Ix = 5.259 IN' Iy = 5,314 IN' Ix = 4.541 IN' ly = 4.535 IN' if Lii U- I- 0 LU 0 —J —J =3 16 17 16 15 14 13 12 11 10 9 8 7 6 0 4 ( IC461 I IC462 A B C D E n 4 5 6 7 6 MULLION SPACING IN FEET A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET 0C463 I 0C464 Wind load Charts AFG45I Series A = 16 P.S.F. (766 Pa) Description: 2"X 4 1/2 Offset Glazed For 1" Glasso B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) D = 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 40F4 Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to present lateral-torsional budding. M other complex design conditions shall ( be reviewed by Arcadia ore design professional. Alarrdnum extrusions shall be 6083-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual, Dellecton limitation of motions shall be In accordance with AAMA hR-All of 1J175 for spans up to 13-' and 1/240+ 114 (malt others where Lls equal to the span of mullion. A design professional shall be consulted to confirm that no tile of glass deflects more than H!175 or 3/4', whichever is less, wham H Indicates the height of gloss For mullions containing steel reinforcement, the reinforcement Is assumed to be installed for the let length of the rnalllon. A design professional shall be consulted fur Instances where steel reinforcement Is Installed bra partial length of the mullion spun, Wtndloud pressure deteunrinuflons shall be per ASCE land according to local governing codes. A professional engineer shell be consulted (or the most current laws and local building codes Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 A iijjiiijjji'ihiijjiI _______IUIuIIIuIHhIh!IIl _...__IIHIuIIIIIIIIIHIiuI -liiiiiiiiiiiiiiiiiii uuuiiiiuuiiiiuiuuiU ...._uuinnhuiiuuiiiini / Deadload Charts AFG45I Series Description: 2" X 4 1/2" Offset Glazed For 11 Glass Ii Function: Storefront I U. C A d 0 a Detail: Design Criteria Deadload Charts for 1" Glass (7.00 PSF) Scale: N.T.S. SHEET 1 OF I I =0.3091W4 I =0.396 IN S=0.256 IN' S= 0.346 IN' 9 vj~ RM7 1iiiiiiiiiihjiIjiiI IuuuIuIIuIuih'Ih!'I _..__IIIIIIIHIIHIIIIHII -----I A U) 1iiiiiiiiiiiLiiiiI uuuli,iHuiiuih'ulhl .IlIII•Iuh•uuII•h: ...I-IIIlIIIuIIuIIIuluuIuI -----I A 0 HM436 - 1" GLASS HM435 - V GLASS CURVE REPRESENTATION A (- - - -) = 1/811 PTS B (-) 1/4" PTS. I =0.2811W4 I =1.7731W4 S=0.210 IN' S= 0.746 IN' : 1, HM430 - 1" GLASS HM4324 -1" GLASS FRAMING-ARCADIA-AFG451-DEADLOAD.pdf As of: 08/08/16 DIVISION: 0500 00—METALS SECTION: 0505 23—METAL FASTENINGS REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS 1CC 1CC __"") ICC ~0 49) C PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of fAca.dft.d 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 GO I I to any finding or other matter in this report, or as to any product covered by the report. ecc J, Copyright 0 2016 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3332 Reissued September 2016 This report is subject to renewal September 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 DIVISION: 050000—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoEIco(infastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 5400 SOUTH 122N0 EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com PRODUCT NAME: KWIK-FLEX® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: N 2012, 2009 and 2006 International Building Code® (IBC) 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE A Subsidiary of the International Code Council® J429 Grade 5 screws and the hardness limits for ASTM A449-10 Type I screws. The threaded portion of the screw with the lower hardness is considered the load-bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. 3.1.1 EDX445 (Type 1): The E0X445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF62I, EAF64I, EAF68I, EAF690, EAF7I6 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These screws are /4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws are 114-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5/16-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with ASTM F2282 Grade lFI4037. The screws are heat-treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed 11 IN as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or Implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright® 2016 icc Evaluation Service, LLC. All rights reserved. Page 1 of 6 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2 of AISI S100 (AISI NAS for the 2006 IBC) and have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: Elco Dril-Flexe and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 lBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI SIOO (AISI-NAS for the 2006 IBC). Connected members must be checked for rupture in accordance with Section E5 of AISI S100. The values in the tables are based on a minimum spacing between the centers of fasteners of three times the nominal diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the nominal diameter of the screw. See Table 6. When the direction to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI 5100 (AISI-NAS for the 2006 lBC) must be considered. When tested for corrosion resistance in accordance with ASTM 13117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco DrilFlexe and Hilti Kwik-Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13, 15, 17, and 21/ inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque- limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco DrilFlexe and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC1 18), dated June 2012. 7.0 IDENTIFICATION The Elco Dril-Flex® and Hilti Kwik-Flex self-drilling tapping screws are marked with a on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.) and address, product brand name (Dril-Flex° or Kwik_Flexe), product number or item number, size and length, point style and the evaluation report number (ESR-3332). ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS SCREW TYPE ELCO PRODUCT NUMBER HILTI ITEM NUMBER DESCRIPTION (nom. size-tpl x length) NOMINAL DIAMETER (In.) HEAD STYLE1 HEAD DIAMETER (In.) POINT STYLE DRILLING CAPACITY (In.) LENGTH OF LOAD BEARING AREA2 (in.) Min. Max. EDX445 03409732' #10-1604 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-1604 0.190 IHWH 0.399 3 0.11 0.150 0.38 2 EAF46O 03489672 #10-16x1/2 0.190 IHWH 0.399 3 1 0.11 0.150 1.00 EAF47O 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF48O 03492651 #10-16x2'/2 0.190 IHWH 0.399 '3 0.11 0.150 1.83 EAF621 00087572 #12-14x7/ 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 EAF681 00087647 #12-1411/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-142 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-143 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x13/4 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 'I4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 '14-1402 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-142 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '/4-20x1V6 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 '/4-20x11/2 0.250 IHWH 0.500 4 0.11 0.312 0.83 EAF886 00000452 '/4-20x2 0.250 IHWH 0.500 4 0.11 0.312 1.33 00010436 '/4-20x2'/2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 '14-20x1314 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAF900 03414194 '/4-20x33/8 0.250 IHWH 0.500 3 0.11 0.210 2.70 10 EAF910 03463594 '/4-20x4 0.250 IHWH 1 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 5/i6 18X1h/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 12 EAF960 03006009 5/16-241'/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 EAF970 03432628 546-242 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 Inch = 25.4 mm. tHead styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area Is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force' 2,3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) C1=3 DESIGN STRENGTH (LRFD) 0=0.5 Shear, P, Tension, Pb Shear, P5J) Tension, P,jC) Shear, 4VP,5 Tension, 0Pb 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 '6 /4-14 2692 4363 897 1454 1346 2182 7, 9, 10 /4-20 2659 4729 886 1576 1330 2364 8 'I-20 2617 4619 872 1540 1308 2309 11 /1618 4568 8070 1523 2690 2284 4035 12 /16-24 5471 8757 1824 2919 2736 4379 For Si: 1 inch =25.4mm, llbf=4.4N: 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found In Tables 2 and 3, respectively, must be used for design. 3Nominal strengths are based on laboratory tests. ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force 1.2.3,4.5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (In.)6 0.048-0.048 1 0.048-0.075 0.060-0.060 0.075-0.075 14•3j* /t6/4 1 1, 14 -0.105 ALLOWABLESTRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 I4-14 0.250 377 626 520 661 638 - - 7,8 /4-20 0.250 38678 52678 5338 6708 5959 624' 5549 11 11618 0.313 408 622 561 891 - - - 12 /-24 0.313 - - - - 1347 984 887 DESIGNSTRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 /4 14 0.250 603 1001 833 1058 1021 7,8 '/4-20 0.250 617" 842" 852' 1072' 952' 9999 886' 11 5116-18 0.313 653 996 897 1425 - - - 12 5I,-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf= 4.4 N. I ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of F, = 33 ksi and a minimum tensile strength of F0 = 45 ksi. 4Avallable capacity for other member thickness may be determined by interpolating within the table. 'Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F0 Z 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F0 a 65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 'When both steel sheets have a minimum specified tensile strength of F0 a! 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. Wen both steel sheets have a minimum specified tensile strength of F0 ;,- 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F0 a 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3'46" S;R1v SCREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER (In.) DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 I_______________________________________________________ 14••14"/16 ALLOWABLE STRENGTH_(ASD) _____ 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 481 - - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 /4-14 0.250 0.480 518 648 810 11262 1126 11262 - - 7,8 '/4-20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 5/1 6-18 0.313 n/a2 - - - 11692 11692 132624:,326 - - - 12 'I,,-24 0.313 n/a2 - - - 13262 13262 1326 DESIGNSTRENGTH(LRFD) _ _____ _____ 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 1122 11922 6 1414 0.250 0.480 778 972 1215 1701 18302 1830 - - 7,8 '/4-20 0.250 0.480 - 972 1215 1701 1830 18302 18302 18302 11 '/,,-18 0.313 n/a2 - - - 18712 18712 - - - 12 /16-24 0.313 n/a2 - - - 21212 21212 21212 21212 2121 For Si: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Avaiiable strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of F, = 33 ksi and a minimum tensile strength of F0 = 45 ksi. 'Available capacity for other member thickness may be determined by interpolating within the table. 6For steel with a minimum tensile strength F. a 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. ~ 65 ksl steel, multiply tabulated values by 1.44. ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force' .2.3,4,6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 I" 1/ ALLOWABLE STRENGTH_(ASD)______ 1 #10-16 0.190 136 193 236 1 307 297 - - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 0.216 132 205 264 328 510 665 - - 6 /14 0.250 131 207 255 342 561 899 - - 7, 8, 9, 10 h/4 20 0.250 - 2046 2606 4236 5247 914 1044 1206 11 /I618 0.313 1 - - - 520 707 - - - 12 /9-24 1 0.313 j - - - 459 637 724 1 1189 1424 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 - - - 2 #10-16 0.190 217 309 378 492 476 - - - 3,4 #12-14 0.216 211 328 423 525 816 1064 - - 6 /4-14 0.250 210 331 409 548 897 1439 - - 7, 8, 9, 10 /4-20 0.250 - 3266 4166 6776 838 7 1462 1670 1930 11 /-18 0.313 - - - 832 1131 - - - 12 /-24 0.313 - - 735 1019 1159 1903 1 2279 For SI: 1 inch = 25.4 mm, I lbf = 4.4 N, I ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of F. = 33 ksi and a minimum tensile strength of F. = 45 ksi. 4AvallabIe capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for steel with a minimum tensile strength F a 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. 2: 65 ksi steel, multiply tabulated values by 1.44. 6When both steel sheets have a minimum specified tensile strength of F6 2: 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. Wen both steel sheets have a minimum specified tensile strength of F. ~! 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. ( TABLE 6—MINIMUM FASTENER SPACING AND EDGE DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE MINIMUM EDGE DISTANCE FOR DIAMETER MATERIAL (3d) DISTANCE FRAMING MEMBERS (3d) (inch) (1.5d) 0.190 Steel 9 ,, 5 ,, /16 9 /16 (#10) 0.216 Steel II /18 3/.. 8 II /16 (#12) /4 Steel 3,, /4 3/8" 3/4" Steel 15 ,, /16 2 1/2"IS /18 For SI: 1 Inch = 25.4 mm. ESR-3332 I Most Widely Accepted and Trusted Page 6 of 6 FIGURE 1—#10-16 PHILLIPS PAN HEAD FIGURE 7/4-20 INDENTED HEX WASHER HEAD TYPE I SCREW ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2—#10-16 INDENTED HEX WASHER HEAD FIGURE 8—/l6-18 INDENTED HEX WASHER HEAD TYPE 2 SCREW ROUND BODY TAPTITE TYPE 11 SCREW FIGURE 3—#12-14 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW FIGURE 4—#12-24 INDENTED HEX WASHER HEAD TYPE 5 SCREW FIGURE 9l24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW MAXIMUM LOAD BEARING it AREA FIGURE 10—PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA MAXIMUM LOAD BEARING AREA FIGURE 5—I4-14 INDENTED HEX WASHER HEAD TYPE 6 SCREW S FIGURE 6_l/ 20 INDENTED HEX WASHER HEAD TYPE 7 SCREW FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA d LOAb MAXIMUM AREA BEARING FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TAPTITE LOAD BEARING AREA DESIGN CRITERIA ( 1. VERTICAL LOADS: DEAD LOADS: ROOF.................................................................13 PSF (WAREHOUSE) 17 PSF (OFFICE) LIVE LOADS: REDUCIBLE UNLESS NOTES OTHERWISE ROOF (FLAT)...................................................20 PSF FLOOR...........................................................100 PSF (REDUCIBLE) 2. LATERAL LOADS: WIND: PER ACSE 7-10 (IBC 2012) BASIC WIND SPEED-3 SECOND GUST (V3s) ....... 110MPH TOPOGRAPHIC FACTOR (Kzt) ....... . ..................... 1.0 RISK CATEGORY ................................................II EXPOSURE CATEGORY...................................0 ENCLOSURE CLASSIFICATION.........................ENCLOSED SEISMIC: PER ASCE 7-10 (IBC 2012) OCCUPANCY CATEGORY ................................ II SEISMIC IMPORTANCE FACTOR (IE).................1.0 RHO(N-S) ............................................................... 1.0 RHO (E-W) ................... ........................................ 1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS SS 1.039G S1 0.404 G SITE CLASS: ................................................... C SPECTRAL RESPONSE COEFFICIENTS: Sds 0.693 G Sd1 = 0.376 G SEISMIC DESIGN CATEGORY ..........................D RESPONSE MODIFICATION FACTOR: ................ R4.0 (INTERMEDIATE PRECAST SHEARWALLS) R3.25 (ORDINARY STEEL BRACED FRAMES) SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE PRECAST SHEARWALLS & ORDINARY STEEL BRACED FRAMES ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE SEISMIC RESPONSE COEFFICIENT (CS)...........0.173 (INT. PRECAST SHEARWALLS) 0.213 (ORDINARY STEEL BRACED FRAMES) SHEARWALLS: W CS W = 0.173 W (STRENGTH), (INT. PRECAST SHEARWALLS) 0.213 W (STRENGTH), (ORDINARY STEEL BRACED FRAMES) V= CS* WI 1.4 = 0.124W (ASD), (INT. PRECAST SHEARWALLS) 0.152 W (ASD), (ORDINARY STEEL BRACED FRAMES)