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Home My WebLink About2800 WHIPTAIL LOOP; ; PREV2018-0073; Permitcity of Carlsbad Print Date: 04/18/2019 Permit No: PREV2018-0073 Job Address: 2800 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091202500 Lot #: 23 Applied: 03/20/2018 Valuation: $ 0.00 Reference #: DEV2016-0023 Issued: 04/03/2018 Occupancy Group: Construction Type VB Permit 04/18/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: CBC2017-0432 Final Plan Check U: Inspection: Project Title: PACIFIC VISTA COMMERCE CENTER Description: PACIFIC VISTA: BLDG TC' STOREFRONT GLAZING Applicant: Owner: 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 MANUAL BUILDING PLAN CHECK FEE $375.00 Total Fees: $ 375.00 Total Payments To Date : $ 375.00 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. G~y of. Caisbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number N34, 2-07 1913 2 Plan Revision Number PRE,v2f I 0073 Project Address 2ôc 'k7V%%L Loo? C,A 20 (O General Scope of Revision/Deferred Submittal: ST012 P(2.0t1 1 LA241'7 CONTACT INFORMATION: Name _At RA'5 Phone LP 1' Fax 11 '1192- Address 4715 City LA JO'LL\ Zip 12-03-7 Email Address A r4 exA -. -frrP4 05 R-,<^ t-4 Oo r/L PP J 5.. !- b t/1 Original plans prepared 7plans architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised; E'1Iculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4 t'!. A Ld 4. Does this revision, in anyway, alter the exterior of the project? LI Yes IINo Does this revision add ANY new floor area(s)? LI Yes Does this revision affect any fire related issues? LI Yes RiJo Is this a completeset7 LI Yes ~Signature Date 1-t 1635 Faraday Avenue, Carlsbad, CA 920 8 Ph: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov wwwcarlsbadca.gov EsGil A SAFEbuiLtCompany DATE: MAR. 29, 2018 0 APPLICANT y'1JuRIS. JURISDICTION: CARLSBAD Cl PLAN REVIEWER !J FILE PLAN CHECK NO.: CBC2017-0432 (REV. _4) - PREV 2018-0O1' SET: II PROJECT ADDRESS: 2770 WHIPTAIL LOOP WEST - BUILDING "C" 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. LII TIe 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. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LII 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. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Nathan Dean ,,- Telephone #: 858-638-7277 Date contacted: (by) ) Email: ndeanwaremalcomb,com Mail Telephone Fax In Person REMARKS: The storefront/spandrel glazing plans & calc's., a deferred submittal package, is under this permit. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ LI MB LI CM 3/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0432 (REV. _4) - PREV 2018-0057 MAR. 29, 2018 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017- 0432 (REV. _4) - PREV 2018-0057 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 29, 2018 BUILDING ADDRESS: 2770 WHIPTAIL LOOP WEST - BUILDING "C" BUILDING OCCUPANCY: B/Si; III-B/SPR. Li BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance Bldg. Permit Fee by Ordinance I I Plan Check Fee by Ordinance ry I I Type of Review: n Complete Review :i Structural Only 0 Other 0 Repetitive Fee ,. Repeats Hourly 2.5 Hrs. @ * EsGil Fee $120.00 I $300.00 * Based on hourly rate Comments: Sheet 1 of 1 PACIFIC VISTA COMMERCE CENTER Pvcc. SUBMITTAL Building C Glazing Stamped Shop Drawings SUBMITTAL #084113-3.1 11 Loading derivations have been reviewed for general conformance with structural drawings RYAN WARE MALCOMB SUBMITTAL .O841133.1 DATE- 03/07/18 POOIOOPVCC - BLDG C fAPPNOYUD CAPPINYVED AS KOINO 000YISEEFSUBAR DREJECIW pcotrvt,roSDG16005100 item:0841133.1 (ONTOAaOZS A"ROYAL IS FOR GENERAL (ONFORMAINEE WITH THE 0 NO EXCEPTIONS TAKEN 1MAKE CORRECTIONS NOTED DESIGN IBM OF THE CONJIACT DOCUMENTS ONLY AND IN NO WAY 0 FOR REVIEW ONLY 0 REVISE AND RESUBMIT BELIEVES SUB(ONTUACTOR/YBI000 OF ITS RUSPOSIDIBILITT FOR 0 REJECTED 0 DIMENSIONS, DETAILS AND THE PWUM.AO(R OF US W000 IN SUBMIT SPECIFIED ITEM occoi000co WITH THE coonoct oociians Review wordy For gooectooforrocoo with the design 000CvO of the project and gooeeclvonrplicncv with the inf000ctioo given to the 000trett da- rnen ts. As cotiee (OMMENTS shown is subject to the mquirements of the plans and specifications, Contractoris BY Am ar RamQ9A responsiblefor. dimensions which shall floj and correlated at the job site, RYAN COMPANIES os sc lch,ivctior, pr0005ses and techniques of voostroctioo; voo.diootiorr of his work with that of cIt other twdes cod the sotislootory pvrfoerocooeoihis work. RYAN comments in green. dcte03/12/2018 biD. SCHNIZLER - WARE MAICOMB 6363Eeeenwich de. Soite I75.scn div5o. octifoosic. 92I22 858.638.7277 1.858.638.7T06 NO EXCEPTIONS TAKEN 0 FURNISH AS CORRECTED SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT REJECTED 0 NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance 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 work in a safe and-satisfactory manner. WISEMAN + ROHY STRUCTURAL ENGINEERS By: MS Date: 03/13/2018 PROJECT DIRECTORY OWNER GATEWAY PACIFIC VIEW LLC CIO 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: 612-492-34720 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 4), 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. FACI FIC V15TA COMM EKCF- CENTEK BUILDING 'C' 2800 WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA cb '-4 0 ELEVATION NOTES 1" INSULATED GLASS 1/4" VISTACOOL PACIFICA, TEMPERED ON EXTERIOR; 1/2" CLEAR ANODIZED SPACER; 1/4" CLEAR TEMPERED ON INTERIOR. 1' INSULATED GLASS 1/4" VISTACOOL PACIFICA, TEMPERED ON EXTERIOR; 1/2" CLEAR ANODIZED SPACER; 1/4" CLEAR TEMPERED ON INTERIOR, #3-0770-WARM GRAY. ALUMINUM FRAMING - AFG 451 SERIES 2"X4 1/2" OFFSET SYSTEM FOR 1" GLASS AS MANUFACTURED BY ARCADIA, INC. T = TEMPERED GLASS. City of Carlsbad Building Division APR 032018 APPROVED BY: __-__---------- ISSUED BY:_.__===-' INDEX OF DRAWINGS AO.1 TITLE SHEET, GENERAL NOTES, ELEVATION NOTES, DOOR HARDWARE A1.1 FLOOR PLAN - FIRST FLOOR - WEST A1.2 FLOOR PLAN - FIRST FLOOR - EAST A1.3 FLOOR PLAN - MEZZANINE LEVEL - WEST A1.4 FLOOR PLAN - MEZZANINE LEVEL - EAST A2.1 WINDOW ELEVATIONS A2.2 WINDOW ELEVATIONS A2.3 WINDOW ELEVATIONS A2.4 WINDOW ELEVATIONS A3.1 DETAILS A3.2 DETAILS A3.3 DETAILS A3.4 DETAILS A3.5 DETAILS S302 A3.6 DETAILS DraftPros Drafting and Design Service 9239 INghtop Teoace Lakeside, CA 92040 1.': (619)456-9910 Fax (619) 456-0910 DATE 12110/17 SCALE NONE JOB: 121017 SHEET: AO.1 e (9 / (I) z 0 U, oo cb '-I 04 0 ul I— z ui U U >~ - a. of ui-°o :5 00 u - —J Z 0 U L_ r r co< "1 c•'10 > U U— U L 05 ZE —'az NJ < - o" 20 E w 2 0 —J DroftPro Drofting & Design Service 9239 lightop Te,mce Lokeede, CA 92040 T1,0111 4456-9910 4458•0910 Fac (919) 456-9910 droftsrvccooet DATE 12/10/17 SCALE AS NOTED JOB: 121017 SHEET: AI.1 LJ L.I Li L Li Li Li iJLJ ti Li i'Li Li Li i i I I I I I I - - - - ____L___L___ I I BUILDING C ____ PLAN VIEW -FIRST FLOOR - WEST ARCH REF: 1/A2.C.la L I 6 9 t!I J"J J 1JJ LJ JL 16 I L 1 J L1LJ LJL I I I -------------- -------- -------- ------- ----------------- -------- --------- BUILDING Q — — — — — — — — — — — — -- — — — — — — — — L — — — — — — — --- — — — — — — -- L — — — — — — — — — — — — — — — — — — — — — — — — 7— I I I I I I I I I I I 4Q) W A2 1 THUS PLAN VIEW -FIRST FLOOR —EAST ARCH REF: 1/A2.C.lb S z 0 co 04 U z, U U ui U >:5 , I-I - uJ°o 00 L1 - -J . z _1 L I O'-- ' co< 'JJ (\J > U U L z 0. I- o o ZE EQ" •6 E 5, z 0 -J DraftPro Drafting & Design Service 9239 lIghtop Tenses Lakeside, CA 92040 Td: 1619) 4459-9910 Fo,c (919)456-9910 dr090,vc@c0n01 DATE 12110/17 SCALE AS NOTED JOB: 121017 SHEET: AI.2 Ic PA U) z 0 U) (b '-4 0 uJ z U U >~ '-I- uJ00' : 0 0 LI - __J z —J < - D I f QLI tr- Co c'10 > U U- U L z V) 05 0 06 S~b o a E NJ —'1Z •i on •E _J a, '9 z 0 1 DroftPro Drafting & Design Service 9239 lighlop Terra Lokeide, CA 92040 id: (619)4456-9910 Fa,c (616(456-9910 drafts,ac@co not DATE 12110/17 SCALE AS NOTED JOE 121017 SHEET: AI.3 I I • H I 1. I I I ------------------ I --------- I --------- .1 --------- --------- I --------- _Lll_ - i___ - I I I I I t- - PLAN VIEW -MEZZANINE LEVEL -.WEST ARCH REF: 11A2.C.2a U, z 0 U, vb (N 0 aJ z uJ U ul U >~ I0. 00 LL - o = Of Do tr cO< > U L. U L z 0 0 N I— I US n al as 0uu E (9 (9 z 0 -j DraftPro Drafting & Design Service 9239 I'ightop Terrace Lakeside, CA 92040 Tel: (619)4406-9910 Fax (619) 456-9910 drsfts,vc@cox net DATE 12/10/17 SCALE AS NOTED JOB: 121017 SHEET: AI.4 , •1 H I -------- ------- -------- -------- - - - - - - -- -- - - - - - - - - - - - - - - - H H' +•J —---------- L ------ 40 - PLAN VIEW - MEZZANINE LEVEL - EAST ARCH REF: 1/A2.C.2b 1 12 44) WE 1/2"_- 96" RO FV 95"NFDFV 44 1/2' DLO 44 1/2' DLO - -2' - -2" 2"- 1- 5 O LL CO U. Of "9. WINDOW ELEVATION WINDOW TYPE 'C' 26 THUS @ SOUTH WALL 7 THUS © EAST WALL 7 THUS © WEST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b 1/2"_I 144" RO FV 143' NFDFV 68 1/2" DLO 68 1/2" DLO -2" 1/2" 96"ROFV + 95" NFD FV —I-i ft 53" DLO - - 36" DLO O 3y T ' b 2" T OPP 2-=4- O o o T\ 4 / / ,- N-0 c'J ('1 FLR TfIh _ I. 36" NDO— A3 DOOR SWING WINDOW / DOOR ELEVATION 4 WINDOW TYPE 'E' A2.1 1 THUS @ EAST WALL, DOOR#189-C 1 THUS@ WEST WALL, DOOR#118-C 1 THUS@ SOUTH WALL, DOOR#103-C 1 OPP SOUTH WALL, DOOR#102-C ARCS REF: 1/A2.C.2a; 1/A2.C.2b 1/2" 78" RO FV • 1/2" 77"NFDFV - - r2' 1/2" DLO 1/2" DLO-1 - 1/2" 0 -Jo LL LL LL Io jV 00 'I LIJ WINDOW ELEVATION WINDOW TYPE 'D' 2 THUS © EAST WALL 2 THUS © WEST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b 120' RO FV 56 1/2" DLO I I 56 1/2" DLO I-.. 04 04 ±10 010 ',, ~3. 1 (&.. 0 OPP (0 ' E2 V WINDLOAD ,' CLIP All, N _ _ CD N " LL > - u '' V LINO "'N. a u_C z 0 co 'S 'S 25 A3.6 N do I ' OAD 'S 'S CLIP I I N 4J 0- -J 0 00/1 0 CO WINDOW ELEVATION --.-..--.-. VYII'IIJL,VV© SOUTH WALL I I r •-......' (f&i5(,t 1—- 1 THUS JIL )JJ ARCH REF: 1/A2.C.1b; 1/A2.C.2b 1/2". MEZZANINE 15'-O" A.F.F. CONCRETE -. WALL BEYOND (2)ANCHORS (4) PLCS ON/ (SEE DIET 5/A3.1) WINDOW ELEVATION CLERESTORY WINDOW TYPE 'B' 16 THUS © SOUTH WALL 2 THUS © WEST WALL 4 THUS © EAST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b U) z 0 U) co cb '-I 0 LI z ui U ILl () >< IL LJ 0 0 0 0 u - p j q- 5 1 I QLL Indo < > U U— U. 0 L z Cl, 00 E. tw ZE 0'M _J S (.9 (.9 z 0 —I DraftPros Drafting and Design Service 9239 69h10p Tema Lakeade, CA 92040 Tek (619)456-9910 Ferc (6l9) 459-9910 flel DATE 12110117 SCALE /8I-O JOB: 121017 SHEET: A2.1 707 114 RO FV MEZZNINE 150 &F.F. ANCHOR (SEE OET ANCHORS_,/ OLO WINDOW /DOOR ELEVATION WINDOW TYPE M, DOOR# 101-C Q~ 1 THUS @ SOUTH WALL ARCH REF: 1/A2.C.1b; 1/A2.C.2b V I!2 2. 708 3/4 NFD FSl OIIODLO 60010 —H2 5DL0 - 58010 580L0 5T0L0 660L0 57' DLO 08010 ------------ p:-2.— 58010 2 5r0L02g3,4oLo 2 oo IT I E id ( •'3' r .1 Io -0 - 00 TYP /7 of ••.• - CUP cu SMMOLOAD - _ç_ - - - - UHO 2NA12( rol 4.444 4 4-4 4 4 4 TYP 0 4 r1%., 'MNOLOAD IMNOLOAD 4 WOIDLOAD IMNOLOAD SMNDLOAD T CUP T CUP (MNDLOAD WINDLOAD (MNDLOAD WINOLOAD IMNOLOAD SMNOLOAD (SEE SET (12/AZ4 1ZNAS2( s. cup cup - CUP cup cup cup c 6 466 CUP - cup CUP 4 - 6 - -:' 4 0 T.U. III A T 72(IDO 2t7l/2' 2+51 ,-_1 L.____.L__i_ Cr 'I) z 0 U) z U uJ U >~ i-J-oo cO L_ 1 0 in cO< 'JJ C'4 C-) > U U— U L z LI) Oc '1 N N NJ - ov, E '9 0J '9 z 0 —J DraftPros Drafting and Design Service 9239 lOghtop Terrece Lckode, CA 92040 T: (619)456-9910 Fax: (619)456-9910 :xc:cox:nxS DATE. 12(10II7 SCALE NOT TO SCALE JOB: 121017 SHEET: A2.2 0 0 0 0 0 O 1/2" I— I _______________________ 56 112" DLO -4F 58' DLO 6W-DLO 2.-j- I - 4' TYP 4' 4' 4' 4' MA '-57" 23 3/4" 5 1/2" 11 0 II4' CI z 0 /AD 'MNOLOAD WINOLOAD L rYE OPP CUP J CUP J CUP I I 19 110 MEZZANINE ,i MEZZNENE 15'-0&F.F. I I5-0"AFF. FLR 4' 4\) (2)4J1CH0R5 (2) PLCS (SEE SET Y.INDLOAD TYP 12PJ412( CUP UNO ryp 1± 1" TN" 1ST 8 WINDOW ELEVATION '•3 I THUS WINDOW TYPE 'K, WEST WALL ARCH REF: 11A2.C.2a; 1/A2.C.2b MATCH 91A2.3 I THUS 90* 4' CUPS 4' T/i T T T T T T ± 2V± -fr - 2 2 72 NDO _____________ 13 27112 61,1/2" 010 010 010 2983/4" NFDFV 95 REF WINDOW WINDOW / DOOR ELEVATION @~3 1 THUS WINDOW TYPE 'I' 000R# 117-C 1 THUS @ SOUTH WALL ARCH REF: 11A2.C.2a; 1/A2.C.2b WINDLOAD 4' CLIPS T \11T At CUPS TYP CUPS UNO 4' 4' (2)ANCHORS (SEE 11/ •' I2NA12( 99NOAD CUPS 4' 4' U) z 0 U) aj co cb c'1 0 z IX U >~ r•' uJ°o o0 u. I_ I— 0 03< c,'Jo > U U L OR E 0 N a. a co cn U, In WO 5z E Uj a) 0U 9 _J E SI z 0 —J DraftPros Drafting and Design Service 9239 ightop Terroa. Lakeside. CA 92040 T: (819(458-9910 Fax (619) 456-9910 DATE 12/10/I7 1/4"10 JOB: 121017 SHEET: A2•3 0 CONCRETE WALL BEYOND 29 314" DLO 57' DLO 407 1/4ROFV 406 3)4" NED FV 58 DLO 2—H— 68" DLO 2"—H— 5r DLO II II 66'01-0 61 1/2D10 3 .- C 4'lI ,1.L. IT' ___ • ,PATCH 8/A2.3 " (MNDIOAD THUS 90" WINDLOAO 4' ( I it - 0 0 p 0 25 I I a 0 WAD CUP . 'OPP ;iI E (4 ') I" 20 Ej-('( 4 99NDLOAD CUP 5 __-,___ II II il' N" ,-k 41 I lirE ' 11-R- 'I I A1 "I I RO FV 59" NFD FV 2" 55" DLO - H'S Opp b LINO HO / I \ lB /I a i MEZZANINE IE.O"kF.F. 1= Z S a / I \ (2)ANCHORS (4)PLCS ONLY (SEE DET CONCRETE 51A& 1) WALL BEYOND 9 a ,b WINDOW ELEVATION 10 WINDOW TYPE 'F' .4 1 THUS @ SOUTH WALL ARCH REF: 1/A2.C.1b; 1/A2.C.2b 1/2" 251" NFD FV 56 5/2" DLO 2"— 64" 010 64" DLO 2' 56 1/2" 010 2" +T~ I[S1M .1 Xmh "5 d TYP OPP Tl T_ TYP - 6 0 0 i10 22 3.6 OPp EM V g T EM T Opp -:H l2 T _ 2 56 " 1/2" 010 L 27 72" 4010 JL /2" ER 1 fll WINDOW /DOOR ELEVATION WINDOW TYPE 'L' A2.4 I THUS @ SOUTH WALL, DOOR#105-C 1 THUS @ SOUTH WALL, DOOR#106-C 1 THUS @ SOUTH WALL, DOOR#1 13-C 1 THUS © SOUTH WALL, DOOR#114-C ARCH REF: 1/A2.C.1a; 1/A2.C.lb 'UI MEZZANINE 150 API'. 99NDLOAD Y CUPS TYP 99NOLOAO LINO CUPS MNDLOAD CUP MATCH 6/A2.2 THUS 90" .. TYP OPP j - S ST FUR WINDOW ELEVATION iO 1 THUS WINDOW TYPE'S, EAST WALL .6&Jti /1 ARCH REF: 1/A2.C.1b; 1/A2.C.2b <CONCRETE WALL CONCRETE WALL 23 3/4' 209 1/4' R0 FV BEYOND ( 208 3/4" NFD FV 58' DLOIj 2 90L0 - —1-I--2" U) z 0 U) 0 F- z U () >< tL I-i-. uJ°o :2 00 Li- 1 0- 5 T - <rxI co I QU < > U L U L of (1) Os ••EU '4 N N IN az L90 ZE - (I, - IN NJ; < 0" _] E (9 RI (9 z 0 DraftPros Drafting and Design Service 9239 lUghtop Tenoce Lakeelde, CA 92540 Tel: (619)456-9910 Fax (816) 456-9910 1g'ivc©ceAnet DATE 12/10117 SCALE l/4'l-O JOB: 121017 SHEET: A2.4 CONCRETE WALL BY OTHERS 3/8' DIA X 3" LG HILTI KH-EZ 0 SCREW ANCHOR •• • W/ 2 1/2" EMBEDMENT S 1@EACH SIDE OF VERT r,4 & ROD TYP HC420 SHIM AS ir REQ'D EXTERIOR I INTERIOR HCF431 _j 2" — M0258 41/2 4 13/16" DETAIL AT HEAD ARCH REF: 6/A8.A.4 SCALE: 6=1-0" 413/16" DETAIL ATVERT 3) SCF425 ARCH REF: 7/A8.A.4 04 EXTERIOR . INTERIOR SHIM AS N REQ'D SEALANT SC422 [ HILTI KH-EZ ANCHOR SCR ICC -3027 1 3056 W/ 2 1/2 EMBEDMENT 1@ EACH SIDE OF VERT S •• @240.C. 0•° S 5. .. '• CONCRETE WALL , . S BY OTHERS DETAIL AT SILL E ARCH REF: 9/A8.A.4 A3.1 SCALE: 6=1-0" CONCRETE WALL- ,----------r BY OTHERS S cfl / c 5 . S • SEALANT .. •. & ROD TYP — 2" I SI DJ2O1 S V. cj 04 . . S . S.c fl=_ . •. I 0 . S1551 S155BASE 04LL S 5 5 5 ILL . . SS \ S ' DS0801 S S DJM26O _____________ ________ S . I 1/8,, • 2" 5 DETAIL AT DOOR JAMB S155BASE ARCH REF: 4/A8.A.4 A3.1 SCALE: 6=1-0" S155 (2) 3/8" DIA X 3" LG HILTI KH-EZ _________ SCREW ANCHOR V W/ 2 1/2" EMBEDMENT (SEE ELEVATIONS FOR _ ___ _ S RESPECTIVE LOCATIONS ONLY) 2 . 0 • /, . /. H_2" DETAIL AT DOOR JAMB 6 / 5 0 • ________ ARCH REF: 3/A8.A.4 A3.1 j S S • • / DJM265 SCALE: 6"l'-0" I • / S I .. /• 1 •. 5.1 SHIM AS 0 • 0 • REQ'D J •/ 0 5 0 -WHERE CONCRETE WALL \ • 0 / S •• APPLIES BY OTHERS •• • : 7 • •••04 LL LL J \_SEALANT & ROD TYP 4 1/2" DETAIL AT HORIZ ' DETAIL AT JAMB ARCH REF: 7/A8.A.4 A3.1 ARCH REF: SIM 6/A8.A.4 A3.1 SCALE: 6"=1'-0" SCALE: 6"l'-0" z 0 (I) 0 TT-1 z Li U Li () >< 0- wz I.L LJ-°o 00 u _J ' 0 —J < Z ;7c 0oi a- '-- L 1 Q (ñ co< "J ('JO > U U 0 0 0 - 2 o-, E W = E w z 0 -J DraftPros Drafting and Design Service 9239 I6ghtop T6,,a Lake4do, CA 92040 T (619)456-9910 Fs (619)456-9910 Mm I DATE 12110117 SCALE AS NOTED JOB: 121017 SHEET: A3.1 DETAIL AT CORNER JAMB ARCH REF: 5/A8.A.4 A3.2 SCALE: 6"l'-O" 5 1/2" N LL) DETAIL AT DOOR HEAD ARCH REF: 2/A8.A.4 A3.2 SCALE: 6=1-0" 2 1/8"k 2" DETAIL AT DOOR MEETING STILES 10 ARCH REF: NONE SCALE: 6"l'-O" uJ z uJ U uJ o >~ r' L oOu —i --i —J < I_ ou_ r cxD< > U U 0 0 wo - z o E W ' E 6) z 0 —a DraftPros Drafting and Design Service 9239 I€ghtop Tena Lakeside, CA 92040 T: (619)456-9910 Fax (619)456-9910 DATE 12/10/17 SCALE AS NOTED JOB: 121017 SHEET: A3.2 H 5" DETAIL AT DOOR SILL ARCH REF: 2/A8.A.4 (jA2 SCALE: 6=1-0" S S. CONCRETE WALL BY OTHERS .. SEALANT -"-i & ROD TYP EXTERIOR METAL STUDS BY OTHERS TYP - I I I' Ii Iii DETAIL AT JAMB ARCH REF: 20/A8.A.4 SCALE: 6"l'-O" 4 13/16" 4 1/2" SCF425 CN 7 EXTERIOR II I oil INTERIOR Cl) SHIM AS N j-REQ'D SEALANT SC422 (T'fl_I & ROD TYP r-L_i _______ 1ST FLOOR 8 31'2 S. DIA V" SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 W12112 EMBEDMENT 1@ EACH SIDE OF VERT @ 24" O.C. DETAIL ATSILL 12 ARCH REF: 81A8.B.4 A32 SCALE: 6°=1'-O" (2) 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 NN W/2 1/2" EMBEDMENT (SEE ELEVATIONS FOR RESPECTIVE LOCATIONS ONLY) 1/2" INTERIOR -2" DJM265 SHIM AS REQ'D WHERE APPLIES Lim EXTERIOR 41/2" iT). LO 04 - SEALANT FF200 19 _ ___ _ _ _ I - __ _______ - ______ — — -4-- — — I CONCRETE I WALL TYP METALSTUDS -I TYP ROD S. SEALANT F __________________ I •. INTE &ROD FF200 '1 ., QD 5/ RIOR EXTERIOR ..i 41/2": DETAIL AT JAMB( ARCH REF: 19/A8.A.4 SCALE: 6=1-0" 4 13/16" — 41/2" RYAN - Details 13 and 14: Show flashing at the SCF425 . .. sill to shed water EXTERIO . INTERIOR . appropriately over the S REQ'D \ . materials belo : SEALAF SC422 . 04 . . . ____ ____ 1 •' .5 /4-20 X 1 1/2" LG ' S - - 1 @ EACH SIDE OF DRIL-FLEX SCREW I . VERT.MULL @ 12" O.C. S - - - - - . . . : • S N N . - - - - - - - - - - - - - - - - - - - - - - - — _____________________ • . . / I '.. •. . . .:. . . • . 1/4-20 X 1 1/2" LG I. y. . . '• . .. DRIL-FLEX SCREW I ... 1@EACHSIDEOF \ VERT MULL @ 12" O.C. S..,. .S . SEALANT SHIM AS N REQ'D EXTERIOR II I INTERIOR HCF431 - 4 1/2" . DETAIL AT HEAD & SILL ('14 4 13/16" NON-METALLIC . 03e2 ARCH REF: 8/A8.A.3a "-._:-' SHIM AS REQ'D SCALE: 6=1-0" -1-yP U) z 0 Cl) Eli co '-I 0 uJ z ui CL z U '.-. LLJ-°O oou- _1 0 —J 00 L_ C:) _j In cO< "J C'4Q > U L U 0 0 cn - z o-, E W E w z 0 —1 DraftPros Drafting and Design Service 9239 Ilghlop Te,mce Lkeda, CA 92040 T (619) 456-9910 Fa,c (6 19) 458-9910 n0t DATE 12110/17 SCALE As NOTED JOB: 121017 SHEET: A3.3 (I) Z 0 U '-I 0 I- z U ul () >< r., II0 Li°O 00u. —i —i —J Z ;- L) 51< r o tñ eo< c1O > U L U 0 0 ury Zo . — 8- W •= E w Z 0 DraftPros Drafting and Design Service 9239 Fightop Temce LaIce4de, CA 92040 T (619)456-9910 FrnC (619)456-9910 c©conel DATE: 12110/17 SCALE: AS NOTED JOB: 121017 SHEET: A3.4 >' ':. NON-METALLIC CONCRETE SHIM AS REQ'D WALL 3/8' DIA X 30 LG HILTI KH-EZ 4413/16" TYP OTHERS SCREW ANCHOR W1 2 1/2" EMBEDMENT EXTERIOR SCF425 'J 1 SEALANT SHIM AS 4. [RD & ROD TYP 1SBy Long Glazing 4 .' 11' REQ'D \ __________ ______________ 0 " EXTERIOR CONCRETE 0 0• WALL BY HCF431 4 4 OTHERS TYP 1/4-20X 2" LG \ 0 DRIL-FLEX SCREW I S 4 1/2" 1@ EACH SIDE OF < 4 13/16" VERT MULL @ 12" O.C. I 0 S. 4. 4 4. NON-METALLIC I 0 A i DETAIL AT HEAD &17 SHIM AS REQ'D .'ARCH REF: 14/A8.A4 TYP I 0 SCALE: 6=1-0" C1 METAL STUDS BY OTHERS TYP S : METAL STUDS -_2 I S 1/4-20X 2" LG I 0 BY OTHERS TYP CONCRTE DRIL-FLEX SCREW S / ' WALL , S 3/8 DIA X 3 LG HILTI KHEZ 1 @ EACH SIDE OF I ' OTHERS • 0 SCREW ANCHOR VERT MULL @ 12" O.C. • • . S / : ICC ESR-3027 I 4 / r--- __- ICC ESR 3056 4. W/ 21/2" EMBEDMENT ' S • I ••• •' 1 @ EACH SIDE OF VERT ---------------- : S @24"0.C. SEALANT R SEALANT _ 5 REQ'D 1 REQ'D I I EXTERIOR EXTERIOR HCF431 HCF431 = 41/2" 41/2" J 4 13/16" 4 13/16" _j NON-METALLIC - NON-METALLIC 1112 DETAIL AT HEAD & SILL DETAIL AT HEAD r16_ SHIM AS REQ'D ARCH REF: 15/A8.A.3a ARCH REF: 6/A8.A.3a A3.4 TYP SCALE: 6"=1'-0" SCALE: 6=1-0" DETAIL AT WIN DLOAD CLIP ARCH REF: 19/A8.A.4 A3.5 SCALE: 6'l'-0" METAL STUDS BY OTHERS TYP --------------------------- 1/4-20X 2" LG DRIL-FLEX SCREW 1@ EACH SIDE OF JMULL @ 12° O.C. SEALANT & ROD TYP HC42r~ SHIM AS _04 REQ'D EXTERIOR HCF431 41/2" 413/16" DETAIL AT HEAD ___ ARCH REF: 10/A8.A.3a SCALE: 6"=1'-O" H 4 13/16" 41/2" EXTERIOR SHIM AS i—REQ'D SEALANT I I U SC422 & ROD DETAIL AT SILL ARCH REF: 15/A8.A.4 SCALE: 6"l'-O' - - 5 3/4" REF BY OTHERS FV 41/2" EXTER DE 271 3 1/2" LG X 1/2" DIA GR 5 THRU MACHINE BOLT WITH FLAT WASHER EACH SIDE WITH NYLOC NUT AT VERT MULLIONS WHERE APPLIES 'X3 1/2"X1/4" AH36 STEEL NGLE BAR CLIP, I © \MB WHERE INDICATED N RESPECTIVE EVATIONS ol INTERIOR 10 3/8" clj- 1ST FLOOR - HM347X6 HM435 04 3/8" DIA X 3' LG HILTI.KH-EZ SCREW ANCHOR FF205 ICC ESR-3027 .1CC ESR 3056 I W/ 2 1/2" EMBEDMENT I 6" 1 @ EACH SIDE OF VERT @ 24" O.C. DETAIL AT HORIZ %Z30-.5 ARCH REF: 121A8.A.4 & 13/A8.A.4 SCALE: 6"l'-O" "1 CONCRETE . WALL B' OTHEPS. 43 NON-METALLIC SHIM AS REQ'D TYP DIA X 3" LG HILTI KH-EZ REW ANCHOR ESR-3027 ESR 3056 2 1/2" EMBEDMENT PER CLIP. z 0 U, (b '-I C"91 0 ftt LU U LU ( >< .. L1 —J_00 : 00 LI _J _J 0 j <U) L 1 0 r" x,< sJJ > U 0 0 0 zg l6 z E W • E w z 0 1 DraftPros Drafting and Design Service 9239 I4ghtop Tewa lakesi de, CA 92040 Tel: (619)458-9910 Fa,c (615) 458-9910 ivc@net DATE 12110117 SCALE AS NOTED JOB: 121017 SHEET: A3.5 2" M0258 15/8'X23/8"X10C FORMED STEEL CHANNEL — ----------------- -C-4 DETAIL AT VERT ARCH REF: VAR .A.4 SCALE: 6"=1'-O" DIET 27A/A3. r SHIM AS SC422 AM mmFdl k SEALANT - & ROD TYP RYAN - Show a detail where the breakmetal is not in direct contact with the tubesteel. DETAIL AT WIN DLOAD CLIPS 25 SCALE: 6"l'-O" A3.6 I.. DETAIL AT DOOR HEAD K 22 ARCH REF: 21A8.A.4 A3.6 SCALE: 6=1-0" 5 3/4" REF BY OTHERS FV 41/2" INTERIOR 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 112"X1/4" AH36 fEEL ANGLE BAR CLIP, 1 EACH SIDE OF VERT ULL WHERE INDICATED N RESPECTIVE ..EVATIONS OR XX M0258 N M0258 SEALANT HC420 & ROD TYP SHI___ __ M AS REQ'D Ll N EXTERIOR J INTERIOR HCF431 4 1/2" ____________ NOTE: SEE ____________ NOTE: SEE DIET 25/A3.6 DET 21/A3 5 4 13/16" ...H FOR INFO NOT I- 2"—1 FOR INFO NOT __ 2- SHOWN SHOWN DETAIL AT HEAD/SILL ARCH REF: 17/A8.B.4 DETAIL AT WINDLOAD CLIPS DETAIL AT WINDLOAD CLIP 27B ____ SCALE: 6"l'-O" - A36 SCALE: NOT TO SCALE SCALE: NOT TO SCALE \( : L4 SEALANT & ROD TYP ________ SHIM AS ri 1 REQD EXTERIOR 4 13/16" DETAIL AT HEAD (24 ') ARCH REF: 9/A8.B.3a SCALE: 6"=l'-O" 4 1/2" HM435 I BED IN - SEALANT FF205 IL- _________ 11 T245 / \ / 00 N \ I \ / N 41/2" BREAKMETAL 1/4-20 X 1 1/2" LONG BY DRIL-FLEX SCREWS Long Glazing " / @ 12" O.C. HSS STRUCTURAL STEEL BY OTHERS 1/4-20 X 1 1/2" LONG DRIL-FLEX SCREWS lL \@12"O.C. CONCRETE WALL BY OTHERS 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 W/ 2 1/2" EMBEDMENT 1 @ EACH SIDE OF VERT @ 24" O.C. (fl z 0 U) > LIJ m 00 ri (b '-I c4i 0 ui z U uJ U >~ r ILJ I-i-- °0 - 0 u _J . 0 —J < a. D = L_ l C•sJu. in co< 'J C'JO > U L. U 0 0 wsi W E w =. z 0 "-I DraftPros Drafting and Design Service 9239 )4g81op Tenuce Lakeside, CA 92040 T6: (819)456-9910 Fe. (619)408-9910 c@c0,Lei DATE: 11130/17 SCALE AS NOTED JOB: 113017 SHEET: A3.6 PROJECT NO: 3Q38 DATE January 39 2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whiptail Loop, W. Carlsbad, California Client: Long Glazing & Doors, Inc San Diego, California ( 519-733-7123 Scott J.. Sähdô SE INC ,. 06nsUlting Struciu?ar Erineérs /'iizonaCaIiIoinfa, /-iawáii, Nevad Vsh?r,t 78 Marlboro Ct CLaremcrrt CA9711 .PHONE 6091 625-1906 0 FAX (9-09)'W44860 ' EMAIL j@cIarEmàhISEcOfl SIN . ScOU J Sanders SE INC Project No 3038 Pacific Vista BLDG C Page: 2 of 1/4/2018 3038 Pacific Vista BLDG C Aluminum CurtainWalls at Building C, Pacific Commerce center DESCRIPTION Table of Contents Item Description Page. 100 2;0O 3.00 4.00 6.00 7.'Ob 8.00 9.00 10,00 .1200 13.00 1400 1500 16. 17.0o 18.00 Key Plans Bases of Design Ltéral Loads. Elevation Mullion Deign Dead Load, Sicone Drift Design Wind Tab. Design Anchor Bolt D~esighi Section & detail Properties Dril Flex ESR Ref DetaHs K1toK12 BODI, 8002 - -------------.---Li;L2 Ml to M17 p'1 - ..,. .... DRI AB-1 to- IAB1-6 C1 to CS R1. R2 N CALCULATION AND ENGINEERING PREPARED BY S3902 a,!; SCOTT J SANDERS Exp Date.63Ol8 Wet-Signature Required 3o38: Pacific vista BLDG rACiric V15TA COMMERCE CENTER BUILDING 'C! 2800 WHIPTAIL LOOP W CARLSBAD, CALIFORNIA. PROJECT DIRECTORY CATEY4AY PACIFIC VIEW I.I.C. 010 RYAN COMPANIES 4275 E)Ot1IWE SOUASS. SUITE 370 I.AJOI.LA. CA 9=7 TEL: 658-812-7950 caz. 0"311,68, CONTACT CHRIS WOOD ARCHITECT WARE MALCOMU BORESMVICH DRS1VU SAN DIEGO, CA 52152' i'vE 558-535-TV7 CONTACT: ROEERTPA%6 GENERAL CONTRACTOR RYAN CO31FP.14IES, 640. 4575 521E04.mVE SQUARE. SUITE 370 LA JOUA GA 37107 T6I24424472 FANI 812437,-3472 CONTACT, RYAN COL64W GLAZING CONTRACTOR LUllS GLAbNG & DUUKS.INC 0201 ISSAC ST.. SUITS C SARTEC.CA 9207) TEL 61D45&509? FP.X6194 9364 GENERAL NOTES 1) FOR AQomohAl. 740695 SEE INOMDW.L DRAWING 652615. 23 APPROVAL OF ThESE DAWINQSCICI,UDES APPROVAL & AGITEEMENT UPON ThE NE1ONS SHOWN .S0 THAT LONG LEAD ITEMS CAN BE ORDERSO. 33 AUOIMENSIONS TO BE FIELD VEIWISOPRIOR TO 6? TALLAT1ON A) 991350616 CAUUGIIGTO BE COW CORNING 795 OR 60131 VALENT. COLOR! CRAY. 8) ALUMINUM DOORS ARE NP-312 NARROW 615.5 SERIES WITH 10 E0fl0U RAIL P.SMUFACTEDSYARCADIA.I71C. 5) AUJMINUM STCR07OT4T FRAMING FINIS?t CLASS I ANODIZED. AV FIELD VERIFY. LflIOUNLES3 NOTED OTHERWISE. DOORWAROWARE S HARDWARE SCH EMS TO BE DETERMINED. ELEVATION NOTES I. .l' INSULATED CLASS 04 S1ETA000LP#0510& TEMPERED ON EXTERiOR; N? CLEARANOSIZED SPASCRI V4 CLEAR TI1MPEREOCNV1TERXOI1. 2. i INSULATED CLASS 1W VISTACOOLPACIFI5A itslpRNS' ON EXTERIORI Ire CLEAR ANCOI2ED SPACER YX CLEAR TEMPOI1ED i.SlESLACIUMI ONI4TEIEDR STD COLOR QI'P.Zl-GOAl 3 ALUMINUM FRAMING -520 45) SERIES 274 117 OFTSET SYSTEM Foal. GLASS PAC'JRCDBY ARCADIA INC. 4. T.TCMPERED CUSS. INDEX OF DRAWINGS ON 'Ole 0.~Vtlas 7. f, 6ia I t Ao 4.444rr... ~Vezf,, yrok 40.1 .TITLE SHEET, RERALEO18Z. ELEVATION hOlES M.1 R Dan PLMN FIRST IiLCOR.WSET All ROCRPLNI-F5.ST FLOOR- EAZr 41,3 FLOOR ALAN. MS 4* LEVEL- WE-CT AI.4 FL00R5LA94-A4CZEANINELZVEL - EAST. P.2,1 V4l400W ELEVATIONS 422 WiNDOW ELEVATIONS • 4,74 WINDOW E15V4110799 A2N VIINOOW ELEVATIONS All DETAILS A32 DETAILS P.22 OETNLS' P.3.4 DIITF4I,3 43.5 LIET44L$ 43.6 0514.0.5 11 AO.i w VINIOIJ1V cJvES1JYO A dOG1 11 VldlH.Vs OOOZ I i v, lit"'ja 011 [ ( It I C ______________________________ VINIOdI W M dO)1 iI':JcIw,. CO ),)NICfl!flO 1N1) ID>JTh"91OD VLcIA DLIDVJ )NI s'dOOcJ 9NIZV1 ONOl • t I I I VlF*QflV V$'U dQ011IVidIOC9 - iDDOJVLcIA JUDVI Te%1WGS It I'lill 1116 SJOOJ ' DNIV1D NO • p I 1! I 'M I NqIstftH LAJ G z--- AN I _ -- - 65 ItflL0 -44-z- G81!2DLO . 0. R WINDOW ELEVATION Q8ESOkY W14DOW TYPE l5ThU5Ot1ThIWPU. 2flSWEWM.%. 4 THU3 EATWA&L AIWH R: tE2.C.2E 1h2.C2b 0 U$WESTWPLL R1 REP V42.C2 UA2.C.2b j . :. ZOROPV iir UPD 5511Z0L0__61C U q ° Li LLJ 1. A YYIUJYVLV?%I I'JI 28 THUS JTH Wj.L 7 THUS EAST WA&L 7 THUS G WEST WALL MVII VAc-1Th2 . HDO—J - - - - - - - WiNDOW (DOOR ELEVATION I - 1Th$QEAS! WALL. 000REI9EC U 1ThUSW!SWPt.LO0O118.0 1 ThUS SOUTH WP.L, 000R5153.0 CHtSI8 '. 1OPPI4 SWIM WOIW2C WAU - 0 U 4R PUA22 tIA2C.Th 'SEYCRE. 'S Q 5— ?W RD FY 117. . • Tr N70 FV rrr' - WINDOW ELEVATION WIN00VT6PEC' 1ThU0OVTHWAU. 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EXTEROR 4 1/2- 4 I/8 DETAIL ATM EAD ARCH REFAAA.4 SCLE .e-s:c .4 4 i/2 EXrERJOR E J SHAZ IW SEALANT rRE~ Aq DETAIL AT SILL Cd REX- 96ALA4 SCALE* G1O* 'Ell DETAIL ATVERT AR.H RRF; 7JIL&4 43.1 5CA1E 61.O DETAIL AT DOOR JAMB AN•3CALEUFI KLF 3AUA4 6-1.0 3t8 DAX 3• LB HILI1 S*4-EZ SCREW ANCHOR . :cc OC ESR 3050 WI 2 1 rr EMEED9NT IO EACH OFVERT @24'O. WALL. rpm DETAIL ATHORIZ AiC()1 ; 7JPA4 CONCRETE WAIL BY OTHERS 11 BY ICRETEWAU. SCREW CO4 3~ER ANCHORICCE.P..3O27 .. •. ICC E5R.OE6 w/a,rzEMBEortENT DMI EACIIGIoCocvER . • •• - ,siSs i5MAS9 9 . ' DETAIL AT DOORJAMB I4RCH RF.F1IA4 SCALE. 614 (L-) OA' LG Hfl.T1 Ki4 SCREWANCHaq ICC ESR-302? ItC ESR 3038 W)21PrE)4BEOMEHT . . . '(SEe ELEVATIOISFOR . • RESPECTIVE LOCATIONS OW.?) _2 1 '7, ...... -. SHIM AS' v.REQO - . WHERE. APPUES -ç • • . 9. ... S .. . 9. .•o •••• 'Q . , . . 'SEALANT DETAIL AT JAMB 'G ARCH RERSEIG/AILAA SCALE' 61-0 0 Q '(S C - z 0 2 D4 d D* te*,NIoSbt.i MflhIOflhll _•l 1o1, A3.1 2)/F Ile DETAIL AT DOOR MEETING STILES AC4 F±J.D. SC.LE: G14 1--. DETAIL AT DOOR SILL ARCRRE VAA4 SC.AI. 6.I.0__________ CT4 DEThILAT COPJ1ERAMB ARCH F 5IA&P..4 BCAL: 61'4 Til Ift. II UCHJ i_ 4{ 41/2 DETAIL AT DOOR READ ARCH RET: YAM SCAtE: G'1'-q 3f es~ rLLnKH . .• WTER1OR SCREW ARCHOR ICC $R.3? •. . ICGE3R3o5 W12 lt2 EMCOMEUT . VJMZ€5 (SEE ELEVATI04S FOR RESPEWCLOC1ONSCOLY) . -. 914M AS - . . . WHERE .• . APPI4SS t 4- O9NRETE WALL ByoThR-.. ----.-, - &ROOTYP I £XEROR 1 - I I UFTA4 S11JD$ OYOTHER'VP III I DETAIL AT JAMB SCAL .r1r ' 13/16- 4 1/2 I E=RIOR oar Mon SHM AS REQU 4S4AXLGHlLTII(H-& Ice FSR 3M U21ITEM8EDMEHT r O.0 DETAILATSILL AHtH H• 1.IAlI.UA 5CALE r Afl: W,clr A3.2 ) 4 .112 16 4 4 4 44 4 21 4 4 4 4)1" P LONG GLAZING & DOORS rAcIrtcv I5TAcoMMuc.crNTK t- ''° NS - - BUILONGC - () i ç 280 b%HIPTAU. LOOP IV., CARLSSAD,CALIFORNIA - I VINOI1V2 OS1W3 M 40,01 11VIdl HM oo INJYO3V12IA?L!DV.c1 suooa 7P 9NTZV19 iioi fig cl IV Opt p € cl 1 —: 1-T cc ç g ••.•.] it J33•t .1 VNUOIr1V3 ovus1r3 W1CO11IVidtHAOO A9NIO,Ifla rrz(I sooa 79 DNIZV1D DNO1 & - L() I 4J,.tu 43VSI 41"..PLI 4.gI,I cz 0 . I ¶ DETAIL AT 000RI1EAV, SCALE iO' 4. - .. 'c 44 - • •: •q 4 8ROOTYP RECD icc trEiaa {i 41J2? SHIM AS. 413/16- SEX C ETAIL AT HEAD 14) 22 fRE Is ROD TYP' - -- F BRAXMETAL oo BYUTMERS' 0 r I WT'i im LONG 4$$ $IR*JCTVRPI. ORL.RDCREW ISTEEL DY ThER -' Z4• 10 o' 10 39kC—;"lRANG I DLEX SGREW8 SEMANT RMU J J 1/2-__j DETAIL AT HEADIS ILL PRCI .: 14MjI4 SCAtE- G=1.4 WALL wir OLX 3-.Lo HILTt I64- WAIWHCR 1C0 E$R3027 iCC ESRSG W12 UrEM3EDMEXT IQ EACH SIDE OF-VEflT t2'ro.c A3.6 S.iSa SE Av, PROJECT:.3038PüiicValeBLDGC .IL - Page.BOD I Date: .114,'2018 ( PROJECT Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whlptail Loop W DESCRIPTION: Basis of Design Veical.Lgiidjnq 1" IG1!4' 0ir1?2"WsPcé, 1(4"Jnjer Insulated Glass system 6.50PSF Aluminum Storefront 2.00 PSF Aluminum Stórefrôrt 1.50 :PSF TOTALOL. -117. 10.00 PSF l- IorizontaiLoadInq; - Wind Design per ASCE 7-10 _____ ______ .-. - -----..- 1Ornphxp,RtskCategoryi(Reducabtepe page L; based on Area) ASD Basic Wind Load = -1782 [SF, 10 sq ft ASD Corners Wind Load -32.6JPSFI 10 sq. ft Human Impact loads 200 lbs pointload on wall adjacent to walkways 42" abovowalklng surface Seismic Loading per ASCE 7.10 Body of Connections Fp Bolts and Welds Pp Load Combinations per ASCE 7-10 Design Properties: Glass _________ ( Fr = Modules of Rupture Annealed = 6000 psi Heát-s1én91hened = 12000 psi FullyTimperad = 24000 psi E Modules of Elasticity 10400 ksi = O Modules of Rigidity (thea,) = 4300 ksi Poisson & Ratio = = 0.23 Density 166 lb1ftA3 Coefficient of Linear Expansion 0 46x10'S infin deg F Codes and Ref 2016 California Building Code ASCE/SEI 1-10 Aluminum Design Manual AAMA Design Guide Manuals ASTM E-1300 -09 AISC ACl 318 Dril Flex Self Drilling Fasteners ESR-3332 Iiilti ESR ftelIiort 3P?7 .j ER-2196 6Wp J21,4 IWp I— - 19O0psi I ;4700 psi L--1,166 psi M=Et13f6(1+U) 476.1 Idp.. -. 398.341 RIP-ft 233142 klp-ft 7' ej.Ssns SE INC - PR0JECT:;3038 Pacific Vista &D.0 U. It Page:13013-2 Dale 114.12018 C- PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whiptall Loop W DESCRIPTION: Bases of D'eS1gn Deflectiohs; Vertical Framing Members supporting glass or metal panels normal to surface Single Span 13-6' or Less MaK Deflection- 11175 for clear span of support Single Span greater than 13 8' Max Deflection 11240 + 1/4 for clear span of suport Vertical Deflection due to DL and LL = 3/4 Cantilever Members Max Deflection = 211175 of span past support Transverse Framing Members supporting glass or metal panels in plane Deflection = U4 75 for clear span of support normal to the plane of construction Vertical Deflection = 11360 or 1/8 whicheier is less for clear span of support in the 'plane of construction BuildIng Drift and Movement Criteria Vertical differential deflection Live Load per EOR inter-story lateral drift 2% Note: Bolts, ScrO and Anóh6r Bolts Structural Silcbné: 112° thick Joint AllOwable Tension 20 psI Width of Joint = 05 inches T allowable = 120 p--If 318° thick Joint. Allowable Tension = 20 psI Width of Joint = 0.376 inches T allowable 80 plf Nominal Glass Thickness inches'' Minimum Glass Thlckness Inches Glass Weight psf 118 0.116 1.63 1M 0.21$ 3.25 318 0.355. 112 0.469 6.50 6)8 0.595 8.13: 314 0719. 9.75 718 0.844. 11.38 Awing Dead & Wind Load Addd to Vertical Mullion Vdl = Olbs. VWL oibs. V Offset 0lnches HLócatlon Oft Mullion Hgt I ,ft MduefoAwlng = 0 LEFT Equal W = 0 00 Olt, add to wind load for design Equal w = 0 00 psf, add to wind load for design m=WL218 Project Wo:3038 Paàitid \'Islo OLDS C PaO: 1-4 Scoitj. liflikri, SE 14i2018 PROJECT Aluminum Curtain Walls at Building C Pcll1c Cornmerce.Center - 2810 Whlptall Loop W. DESCRIPTION: Wind Design Per ASCE 7-10 30.2.2 Min Design Wind Pressure lb PSt tor wrengm lb X U.b 0 U.b p50 AbU Wind Oasliin nor ASCE i_jo Components and Cladding Simplified Method Chapter 30 Part .4 Bültding' tnfoimation: L 340.00. ft B 200.00 ft 14t 40.00, ft ROQfSIQPG 0.00 inlft Corner Distance shall equal the smaller of:' 10% of min Lor B: 34.00 ft 0.4111 16.00 ft Not Less Than 4% LorB = 13.60 ft or Typj: Horizontal Glass Curtain walls and Storefronts Exposure = 'C. ' ASCE7 Se08.6.6 BuildlrigRoàf = Flat Roof V = 416.007 mph Windapeed ASCE 7 10 F19265 iABorC Risk Category of Building = I Risk Category of Buluihn ASCE 7 10 Table 1.5-1 - Kzt 1.00 Topography factor ASCE 7-10 Sec 268 N/A Building Height , 40.00 9 EAF per table M7_2 = 1.000' 4011 Tall EXP C p LROF Pubie(EAF)(RF)KLt (ASCE7.,10" 3OKi 1) Zone 4 =. '' -29.70 29.70 Zono5 -64.40 29.70 Rd-of Plate Zone 3 = -92.90 ExposuruAroa 10ftA2 601t2 100ftA2 200ft'2 S00ftA2 RF Effective Arear Reduction Factor from Thle 30.7,-2 Zone 4 Minus I0.92 0.06 0.85 0.8 Zone 4, Plus ,i 0.85 0,02 0.77 0.7 p LRFD Interior zono -29.10 -27.32 .26.14 -25,25 .23.76 29.70 26:14 24.35. .22.87 20.79 Roof Flab Zone 3 -92 90 85.47 B1.76 -78.97 74.32 Zone 5 Minus 1 0.86 031 0.08 0.6 Zone 5 Plus 1 , 0.80 0.82 0.77 0.7 Corner zone -54.40 46.24 41.89 -36.99 -32.64 29.70 26.14 24.36 22.87' 20.79 PASO i.oad P 6 = Intoriorzone 1782 1639 -1068 1516 1426 - ' 17.32 15.68, 14.61 13.72 12.47 Coiner zone :32.64 -27.74 -26.13 -22.20 -19.68 1782 15.68,1461 1372 12.41 Roof Plate Zone 3 5574 -.5-1,2808 -49 0612 :47-37i, 44592 C 3038 Pacific Vista BLDG 0 C J Sr idcti SE INC. Pràject No 3038 Pacific Vista BLDG C Page L-2.- V41201 PROJECT Aluminum Curtain Wails at Building C Pacific Commerce Center 2810 Whiptall Loop DESCRIPTION: Seismic Loading ASCE 7-10 - Seismic Design Cat. D. W&R: :Site Class D - SIDS = 0.751g per tin = ft, per plans S1.0. Revise seism SEISMIC COEFFCIEN calculation 06927 1615 1 2 Ss = i.09O Si = 0.4040 Ip = t0000 Occupancy I! Fv.= 1.3900 Sdl=213FvS1 = 0.3744 Nonstructural Components Max Fpx =.1.8*lpSds*Wpx 1.1083 wpx Mm Fpx = 031p*Sds*Wpx = 0 2078 wpx Table 13.61 Coefficients fOr Architectural Components- Wall _______ --------------- cElement: ap = rt0000T1 ap I Rp = _25O0LJ Rp = 000jJ Z = 30.0000 PT = 40.0000 FT Wail Element Fp0.4AaP*Sds F(Rpllp) (1 2*ZJh))Wp = _______wp Fasteners Load Ep (0 4ap*Sds I (Rp/lp) (1+2*ZJh))Wp = [0_8668333Wp Wall Element Width Trib = 6.0000 FT HeightTrib = 5.0000 FT - Glass Wt 10.0000 f, Trib Dead Load = 260 0000 lbs .Wall Fasteners Load 3038 Pacific Vista BLDG C I 2"-- ______j DETAIL AT VERT 3) ARCH REF: 7/A8.A.4 SCALE: 61-O ScoiIJ Sanders, SE INC. PROJECT: .3038 Pacific Vista BLDG C Page: M-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Elevation 31A2.1, 21A2.1, 11A2.1 Window Elevations Max Size = width 3.2500 It x hi 7.5000 It Wind Load = 30 psf Total Wind Area = 24.3750 sq.ft. Check Stiffener for Design Loads: Arcadia AFG45I b= 0 in 0 in S=t= 0.0000 in hb-2s 0 in steel th3/12+b*(dA3h3)/12= 0.000 in64 1= M0258 = 4.528 in44 E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Hi = 7.5000 ft Max Deflection Allowable = Max Deflection= U175 = 0.51 inches efleon Tnb Wind Width = 3.2500 ft W = 97.5 plf lreq'd = (5*w*1A4)/(384*E* Deft) = 0.4654 jflA4 Equivalent iprovided = Isteei+ ialum/2.9 1.5614 in4 Reaction at Top and Bottom = w x Max Ht/2 = 366.63 lbs Tension at Silicone Joint= 48.750 pIt ABI -HILTI KWIK HUS-EZ 318° dia W/ 2-112° EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Silicone Joint Load: Exterior Anchor Bolt: 96" RO FV 95"NFDFV 44 112" DLO 44 1/2" DLO WINDOW ELEVATION (j WINDOW TYPE 'C' 26 THUS @ SOUTH WALL 7 THUS @ EAST WALL 7 THUS @ WEST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b 1/2" c"J ( 1/2" 78" RO FV 1/2" 77" NFD FV -35 1/2" DLO 35 1/2" DLO - 2-1-[:-211 211 • I r"- O > LL LI -Jo z L0 LL \,V WINDOW ELEVATION WINDOW TYPED' 2 THUS @EAST WALL ( 2 THUS @ WEST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b I 144" RO FV 1/2" .- 143" ----P+ - 211 " ____2 H 2" a 68 1/2" DLO NFDFV '1 AR 1/211 fl[Q I WINDOW ELEVATION CLERESTORY WINDOW TYPE 'B' 16 THUS @ SOUTH WALL 2 THUS @ WEST WALL 4 THUS @ EAST WALL ARCH REF: 1/A2.C.2a; 1/A2.C.2b ScoUJ SMers. SE INC. PROJECT: .3038 Pacific Vista BLDG C Page: M 1/412018 PROJECT: Aluminum Curtain Wails at Building C, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 41A2.1 Max Size = width 4.0000 ft x ht 10.0000 ft Wind Load = 29 psi Total Wind Area = 40.0000 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG451 M0258 d= 0 in isteef = t*h3/12+b*(dA3hA3)/12 0.000 jgA4 i= M0258 = 4.628 inA4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 10.0000 ft Max Deflection Allowable = -1000 Max Deflection= U175 = 0.69 inches DETAIL AT VERT Trib Wind Width = 4.0000 ft ARCH REF: 7!A8.A.4 SCALE: 61'-O - w- 116 Ii ireq'd = (5'wi"4)I(384E Deft) = 1.3125 inA4 Equivalent iprovided = lsteei+ lalum!2.9 = 1.5614 in A4 Reaction at Top and Bottom = w x Max Ht/2 = 580.00 lbs Silicone Joint Load: Tension at Silicone Joint 58.000 plf Exterior Anchor Bolt: ABI -HILTI KWIK HLJS-EZ 3/8" dia W/ 2-112" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL (N (N > LL a LL 0) 1ST FLR (N 96" RO FV 1/2" 95"NFDFV 53" DLO 36". DLO 2" 2" WINDOW / DOOR ELEVATION 4 WINDOW TYPE 'E' A2 1 I THUS @ EAST WALL, DOOR#189-C ( I THUS@ WEST WALL, DOOR#1 18-C. I THUS@ SOUTH WALL, DOOR#1 03-C I OPP@ SOUTH WALL, DOOR#102-C ARCH REF: 1/A2.C.2a; 1/A2.C.2b \J DOOR SWING DETAIL AT VERT ARCH REF: 7/A8.A.4 SCALE: 61'-O Silicone Joint Load: Exterior Anchor Bolt: Scott J. sanders se INC. 0. PROJECT: .3038 Pacific Vista BLDG C Page: M- 1/412018 PROJECT: Aluminum Curtain Wails at Building C, Pacific Commerce Center - 2810 Whiptail Loop W. DESCRIPTION: Glazing Design• Window Elevations Elevation 51A2.1, 101A2.4 Max Size = width 5.0000 It x ht 7.1667 it Wind Load = 29 psi Total Wind Area = 35.8333 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-2s= 0 in steel = t*hA3112+b*(dA3hA3)I12 0.000 inM 1= M0258 = 4.528 in'4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht= 7.1667 ft Max Deflection Allowable = Max Deflection = U175 = 0.49 inches mb Wind Width = 5.0000 ft W= 145 plf ireq'd = (5w'Y'4)I(384E Dell) = 0.6039 in54 Equivalent iprovided = Isteel+ lalum!2.9 = 1.5614 1n54 Reaction at Top and Bottom = w x Max Ht/2 = 519.68 ibs Tension at Silicone Joint = 72.500 plf ABI -HILTI KWIK HUS-EZ 3/8" dia wl 2-1/2" EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL SCOILJ. 3rijersSE ;NC. : PROJECT: 3038 Pacific Vista BLDG C DATE:1/4/2018. - PAGE:M- Single Span Mullion Moment of Ine Material: Aliimihum Steel Wind Lâad: Mullion Spacing Wtotal = L mullion Span Requirements: 10400000 ksi 1S I 29000000 ksi [J 1''29Jpsf (10 psfiifl.) L_ iffet 145 p11 EJ feet E= E w= Allowable Deflection: Span Less and b.5 ft A=L1175 0489 inches Use = 0.489 inches an over and 1S ft A = L/240 + 0.25 = 0.606 inches Use E = 10400000 ksi Reactions Topat'idBottoth . LBS Mullion Mothéñt of ln6rtia Required Due to Wind Loading: fl I mm 5WLA4/384 E A r t6inchesA4. C' Two Equal Span Mullion Moment of Inertia Requirements Material Aluminum E = 10400000 ksi YES Steel E. 29000000 ksi NOlt Wind Load w [9Jpsf(10psfmifl) Mullion Spacing F 5 Ilfeet Wtotal 145 plf I mullioñ.Equal Spans = fi25r1feet• IlOwable Défléctióñ Ran Less and 13.5 ft A = L1175 = 0489 inches Use A = .0.489 inches pan over and 13 SIt A= LJ240 + 0.26 = 0.606 inches Use E;= 10400000 ksi Reactions: Top= - 1451:99219 LBS Middle. I .1162.266 LBS Bottom '= [_45199219 LBS Mullion Moment of Inertia Required Due to Wind Loading_____ I mm = 0.0092WL"4!E r t169. linchesA4 120"RO :1 F - 119NFDEV *1 56 1/2" DLO L t - 5~ S... .,4 co Ajr1r- - F •'; -OPP H Nc (4V WINDLOAD c.'1 CLIP MEZZANINE CONCRETE WALL 8EYON - UN - •-> _I - PLUS ONLY . (s ET I WINDOW ELEVATION .WINDOWTYPE.'G I THUS @ SOUTH WALL ARCH REF: 1/A2.13,Th: 1/A2.C.2b -000 z a 0 m I- m 0 z 85 1/2" DLO 48" DLO 2" - - 40 DLO (s 7a - 1ST FL WI 0 1K TF CONCRETE - QVi WALL BEYOND 112t _______________ - 56 3I4 149 1/4 RO FV 148 3I4 NFD FV DLO ii 56 3I4 DLO 23 3I4 ( .1 8 WINDOW ELEVATION A2.3 THUS WINDOW TYPE 'K, WEST WALL ARCH REF: 11A2.C.2a; 1/A2.C.2b Srott J. Sardes. SE INC. PROJECT: .3038 Pacific Vista BLDG C Page: M- l/4J2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whlptall Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.2 UPPER LEVEL Max Size = width 4.8333 ft x ht 10.0000 ft Wind Load = 28 psf Total Wind Area 48.3333 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I 2 M0258 .0000 in h 2 s= . in steel = t*h3/12+b*(d3.h43)/12 0.000 in4 M0258 = 4.528 mM I E steel = 2.9E+07 psi E alum = 1.0E+07 psi I I Max Ht= 10.0000 ft Max Deflection Allowable = Max Deflection = U175 = 0.69 inches USEflectln' \ DETAIL AT VERT 3 Tdb Wind Width 4.8333 ft ARCH REF: 7/A8.A.4 A3.1 W = 135.3333333 pif SCALE: 61'-O Ireq'd = (5w 4)/(384E Defi) 1.5313 inA4 Equivalent Iprovided = lsteel+ laluml2.9 1.5614 in44 Reaction at Top and Bottom = w x Max Ht/2 = 676.67 lbs Silicone Joint Load: Tension at Silicone Joint = 67.667 pIt Exterior Anchor Bolt: ABI -HILTI KWIK HUS-EZ 3/8" dla wl 2-1/2° EFFECTIVE embedment SCI - 1/4.20 DRIL FLEX SCREWS (2) AT EA VERTICAL Scoit J. Sanders. SE INC. PROJECT: .3036 Pacific Vista BLDG C Page: 1/4/2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 6142.2 Lower Max Size = width 4.8333 It x hi . 10.0000 ft Wind Load = 28 psf Total Wind Area = 48.3333 sql. Ma x Allowable Span without Steel Stiffeners I Check Stiffener for Design Loads: Arcadia AFG45I ---- 2" -- b= 0 in M0258 d= 0 in S=t= 0.0000 in I h=b-2"s= 0 in = t*hA3I12+b*(dA3h3)I12 I Isteel 0.000 1n5 4 M I . 1= M0256 = 4.528 n E steel = 2.9E+07 psi L EJ E alum = 1.OE+07 psi Max HI = 10.0000 ft Max Deflection Allowable = Max Deflection = U175 = 0.69 inches DETAIL AT VERT 3 EMaxPt mg Tnb Wind Width 4.8333 ft ARCH REF: 7/A8A4 A3.1 = 136.3333333 plf SCALE: 6"=l'-O lreq'd = (5"w154)I(384"E" Dell) = 1.5313 inA4 Equivalent 1provlded = Isteel+ IalumI2.9 = 1.5614 1n54 Reaction at Top and Bottom = w x Max 111/2 = 676.67 lbs Silicone Joint Load: Tension at Silicone Joint 67.667 plf Exterior Anchor Bolt: ABI -HILTI KWII( HUS-EZ 3!8' dia wl 2-112" EFFECTIVE embedment Sd - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL ., SuJ Sanders. SE INC. s PROJECT: .3038 Pacific Vista BLDG C Page: M- 1/4/2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.2 at Door Max Size = width 7.1667 it x ht 10.0000 It Wind Load = 26 psf Total Wind Area = 71.6667 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I b= 1 518 in M0258 0.1340 in h 2°s = 2 3128 in I Isteel thA3112+b*(d43hA3)/12 1.814 jA4 4.528 inA4 1= M0258 = E steel = 2.9E+07 psi E alum = 1.0E+07 psi I Max Ht= 10.0000 ft Max Deflection Allowable = iitc1k Max Deflection= U175 = 0.69 inches DETAIL AT VERT mb QP3, REF: 7/A8.A.4 Wind Width 7.1667 ft ARCH w = 186.3333333 plf SCALE: 8=V-0° lreqd = (5w*1A4)I(384*E* Defi) = 2.1083 inA4 Equivalent 1provlded = IsteeI+ laluml2.9 3.3755 inA4 Reaction at Top and Bottom = w x Max Ht/2 = 931.67 lbs Silicone Joint Load: Tension at Silicone Joint = 93.167 plf Exterior Anchor Bolt: ABI -HILTI KWIK HLJS-EZ 318" dia wl 2.1/2" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL :3J Iy - 11VMSiflOCflMLI• -LOI OOC dAL 4OCNrM NOIIVA13900/MOONlM fl!• It .u___• V '. \llr II II fl 11/ Om CONCRETE WALL CO WALL I BEYOND BEYOND II 407 114" RO FV r I I 406 3/4" NED Pd t_-311I4" DLO --- ii I - 3 1/2" _1.I_2 55 1/2" DLO 2"H 58" OLO 2"__11_ 58 OLD 2"-4--- 57" DLO 2"-44--- 65" OLD -41- 62 112" OLD 2"-41---_ I 0 4' o 21 cc £5 WINDLOAD / Cup TYP O TYP pp hlk JN MEZZAMNE S 0 15.0frJ.F. ANOR ' (SEE OrT W N +14 ----- _______________________ 12NA2.2) 4' 4' 9 . 0 4' 4' 4' 4' 4' H 8/A23 * * kl is go" ryp UNO 7 9 A3 4'XAM Xlkl 4' i 10 TO 0 In Xx TO _ L - * _ 2J 7? NOD 8 1. ___ — 3o 2" ±2 ____ 21"—J ___ _______________ 26 1/2" 62 1/2" OLD OLD OLD OLD 298 3/4" NED FV ...___ 95 NED Eli 112 REF WINDOW I DOOR ELEVATION 1 THUS WINDOW TYPE "I, DOOR# 117-C 1 THUS @ SOUTH WALL . ARCH REF: 1/A2.C.2a; 1/A2.C.2b CONCRETE I WALL BEYOND I 149 1/4ROFV _1I2 I - 148 3I4 NFD FV 56 314 DLO 51___ 564"DLO 16 it U. rat rYP OPP c,c,1 LL tL _1nII MEZZANINE T57—W AF.F. 1-VP OPP 444 '4 CLIP TYP MATCH 61A2.2 THUS 9O TYP LINO '4 - OPP At WINDOW ELEVATION (& I THUS WINDOW TYPE ,J, EAST WALL ARCH REF: 1/A2.C.Ib; 1/A2.C.2b J ,L. DETAIL ATHORIZ: .4 ARCH REF: 7tAA.4 A3.1 SCALE: 6i=1O - PIIOJECT: .3933 Nxile Vk7ii MDG C PROJECT: AIuntnurn Cut31n Wailt el - - Building C, Paclflc CQITTUCrCD Cohtef .2810WhIpIalIto0 DESCRIPTION: .OIagsIgn UteOlrnenslóAt.bngIh 63 P 153.111111 ib llteolmerislon: Ffo13Itt 64 In a = 6026 In, aeWn b1cc4c spacing LUG Weight 6.6 P81 0• .10760063 019&In4 L S5In AOolta P4r246I(3LA2.4a2 El cv Section Usme -. lix 1n4 . Glans: . LltOWctyI1t - p,totaiLoad lbs ' a..L?J8 lnche& E ADoIte Pa24Ei3Lk24 2Td Iñchs . Amaxll8" Incho5 ROSUUI etSeclioflJ Height. In Length, jps1.. StAll l*1435: 0396 54 56 .6.6 153.11 6,625 17000D0 0.082300090 - 0.115- GOOD COOD. 1'YP 43 , &9G. 69 1 56.5 6.5: 180.67 7.0626 10700000 0.104636424 0.126 GOOD T'P 0.393 9? 57 66 223.64 1125 29000000 0 035227197 0 125 ( Scott J. Sanders. SE INC. PROJECT:.3038 Pacific Vista BLDG C Page: DR-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design SeiniiclDrift Design Typ Elevation Use max 2.00% between Floors DEFL MAX IIOVETIENT LOOR LINE -OEFL LITE CAL S NG lu S S S S LOOR LINE VER1 I1ULLI KoRI: MULLI C4. AZ NDcIeor CI Op U V 4 L VERTICAL MULLION GLAZING POCKET GLASS GLA55 BITE SIDE BLCK EDGE CLEARANCE ASCE 7-10, Chapter 13 Section 13.5.9 Determining Drift Capacity of Curtain Wall System using Bouwkamp's Equation Floor Height = 12.5000 ft 1p = 1.00 Importance Factor Building Design Displacement = 2.00% per ASCE7-10 Table 12.12-1 AmaX%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 provd = 2.5263 inches Dclear req'd = 1.251 • Amax = 2.175 inches Dclear prov'd = 2.53 inches> Dclear req'd = 2.18 inches Glass Lite and Curtain Wall Mullions can Accommodate building Drift w/o Glass Fallout Scott J. Sanders, SE INC. L .i PHOIIE C, sh.nr/4. FMi92PJ,?FD,. EMAIl. CCCJt?CIl PROJECT: .3038 Pacific Vista BLDG C Page: WT-1 1/4/2018 PROJECT: Aluminum Curtain Walls at Building C, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Wind Tab Design Anchor Bolt Shear Allowable Loads on A307 Bolts Single Shear Double Shear Fus = 13.5000 KSI 2* Fus = 27.0000 KSl 5/8" Diameter bolts Diameter = 5/8 inch 5/8" Diameter bolts: Diameter = 5/8 inch Area = 0.3066 in'2 Area = 0.3066 in"2 Vallow = 4.14 kips Vallow = 8.28 kips Fav = 13.5000 KSI 1/2" Diameter bolts Diameter = 1/2 inch Area = 0.1963 in*2 Vallow = 2.65 kips Fav = 13.5000 KSI 3/8" Diameter bolts Diameter = 3/8 inch Area = 0.1104 inA2 Vallow = 1.49 kips Mullion Properties: 6063-T6 Extruded Aluminum alloy, ASTM B221 Fus = 14.00 KSl 2* Fus = 27.0000 KSI 3/8" Diameter bolts: Diameter 3/8 inch Area = 0.1104 inA2 Vallow = 2.98 kips .11., EAl 'IV t=- \ Steel Plate Properties ASTM A36 _4 ......... Fy = 36.00 KSl I Plate Thickness = 1/4 inches Plate Size = 5 sq Vallowable - 13.13 kips 0= 2 Weld Strength: 1/8" x 5" long = Rn/Q = (0.60 Fexx((2)1I2i2)(DI16)*l)/2 = 11.1369 kips 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 14 53 15 LD 11 LU U- 10 I- A B LU = C D E 0 -J -J = 0 3 4 5 6 7 8 MULLION SPACING IN FEET M0255 14 13 15 11 A so B C 0 E 3 2 a 3 4 5 6 7 8 MULLION SPACING IN FEET M0255 WITH STEEL REINFORCEMENT 15/8'X2 1/2'XIOGA. 1=6.279 IN 1. 17 16 15 14 13 15 11 50 9 6 S 4 3 A B C 0 E 3 4 1 6 7 a Windloád Charts IAFG451 Series A = 16 P.S.F. (766 Pa) I description: 2' X 4 1/2' Offset Glazed For 1 Glass B = 20 P.S.F. (958 Pa) Function: Storefront(~o Tka d 0 (al C = 25 P.S.F. (1197 Pa) 0 = 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F.(1915Pa) I Scale: N.T.S. SHEET 1 OF I =2.769 IN' 1=4.749 IN' S= 1.190 IN' ,. Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral-torsional budding. All other complex design conditions shall be reviewed by Arcadia era design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aisridnem Design Manual Deflection limitation of mullions shall be In accordance with AAMA fIR-All of 1.1175 for spans up to 13-6' and 11240. 114' for all others where I is equal to the apse of mullion. A design professional shall be consulted to confirm that no rite of glass deflects more than H1115 or 314', whichever is less, where H Indicates the height of glass. For mottoes containing steel reinforcement, the reinforcement Is assumed to be instated for the fell length of the mullion. A design professional shall be consulted for instances where sleet reinforcement is installed for apartiat length of the mullion span. Wmdtoad pressure detern'tinalions shall be per ASCE 7 and according to local governIng codes. A protessional engineer shall be consulted for 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. ( 3 4 5 6 7 e I =4.528 IN f. S= 1.930 IN' LU L I- 0 0 ::i -J I- LU LU LL I- 0 LU 0 -J -J 15 14 In 12 11 10 A B C D E MULLION SPACING IN FEET M0258 MULLION SPACING IN FEET M0258 WITH STEEL REINFORCEMENT 15/8' X23/8' X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG45I-WINDLOAD.pdf As of: 08/08/16 I=2.6011N4 18 57 16 is 14 53 52 ii 10 9 8 e 4 A B C 0 E Windload Charts IAFG451 Series 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. (1915 Pa) I Scale: N.T.S. SHEET 2 OF 4 15 14 13 12 LD 11 U— 10 A B I- C 0 8 D uJ 7 E 0 —J —J S 4 3 0 3 4 S 6 7 6 MULLION SPACING IN FEET I =4.093 IN' S= 1.761 IN' I— LU LU IL !j! I— CD EEl 0 -j M0251 17 16 55 14 13 12 11 A 10 B C D E 6 3 4 5 6 7 8 MULLION SPACING IN FEET 1=5.499 IN' 'p M0251 WITH STEEL REINFORCEMENT 1318X25116X10GA. w LU LL I.- 0 LU 0 —J —J Motions are assumed to be single span, simple beam elements. unitsrmiy loaded and adequately braced to prevent lateral-torsional budding. Mother complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to he derived per Aluminum Design Manual. Deflection lindlaiton of mullions shall be in accordance with MJ14A hR-All of 1/175 for spans up to IY-€ and 1/240+1/4' for all others where Its equal to the span of mutton. A design professional shalt be consulted to confirm that no tie of glass deflects more than H/t 75 or 3/4'. whichever Is less, where H indicates the height of glass. For motions containing steel reinfarcement, the reinforcement is assumed to be Instated for the hilt length of the mutton. A design professional shall be consulted for Instances where steel reinforcement is installed for partial length of the motion span. Wlndload pressure detnnrdnaltoas shall he per ASCE land according to local governing codes. A professional engineer shall be consulted for the most current lows and local building codes. Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shot be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=1.2521N 4 So 0.809 IN I— LU LU LL F— LJ CD EEl 0 -I 3 4 5 e 7 8 3 e 5 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 55 14 13 12 11 so 8 e A B C 0 E I = 1.672 IN' S = 0.921 IN' I.-Lu w IL I- (9 Lu 0 -J -j =2 55 14 13 12 11 10 A B B E 1=3,222 IN' I-Lu w IL I- (9 Lu Z 0 -J -J =2 15 54 13 12 Is 10 9 a 7 6 5 I 0 A B C 0 E Windload Charts IAFG451 Series It$ A = 16 P.S.F. (766 Pa) Description: 2 X 4 1/2 Offset Glazed For 18 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 c t E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 30F4 15 54 13 is 11 50 7 0 I =2.991 IN 4 Sr 2.028 IN 15 14 53 12 11 10 A B C D E 3 4 5 6 7 8 MULLION SPACING IN FEET 1=2.454 IN' Sr 1.019 IN' A B C D E :1 3 4 5 6 7 8 MULLION SPACING IN FEET SM558 DJM265 Mullions are assumed to be single span, simple beam elements, enifanuly loaded and adequately braced to prevent Ialerul.tersional buckling. All other complex design conditions shall be reviewed by Arcadia era design professional. Aluminum extrusions shall be 6063-16 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mottoes shall be In accordance with AAMA fiR-All oWI75 for spans up to IY-62 and 1J240 • 1/40 for all others where L is equal to the spas of mutFiun. A design professional shall be consulted to confirm that no tile of glass deflects more than lI75 or 314, whichever is less, where H indicates the height of glass. For motions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the motion. A design professional shall be consulted for instances where steel reinforcement Is Installed for a partial length of the reallisu spun. Windload pressure detenidnations slsall be per ASCE land according to bout governing codes. A professional engineer shall be consulted for 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. 3 4 5 6 7 8 3 4 5 6 7 6 MULLION SPACING IN FEET IC00535 MULLION SPACING IN FEET IC00535 WITH STEEL REINFORCEMENT 15/8"X 2 1/4"X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 E 3 4 5 6 7 8 MULLION SPACING IN FEET A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET IC00555 WITH STEEL REINFORCEMENT 1718X2318X1OGA. 17 16 15 14 A 53 B 12 C 11 0 5° IC00555 Ix = 5.259 IN' ly = 5.314 IN' Ix = 4.541 IN' Iy = 4.535 IN' fT I— LU LU U- z I— x CD LU x 0 —4 —4 =5 17 16 Is 14 13 12 15 10 6 4 10 17 16 10 14 13 12 11 10 9 e 5 4 IC461 I IC462 A B C D E 5 4 5 e 7 e MULLION SPACING IN FEET 0C463 I 0C464 A B C 0 E 3 4 5 6 7 e MULLION SPACING IN FEET Windload Charts AFG45I Series A = 16 P.S.F. (766 Pa) Description: 2 X 4 1I2 Offset Glazed For 10 Glass B = 20 P.S.F. (958 Pa) Function: Storefront In I] @1 : Detail: Design Criteria E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 4 OF 4 I =3.662 IN' I=5.642IN' S= 1.347 IN' Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent tateral4orntonal budding. M other complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be denved per Murrinum Design Manual Deflection Invitation of millions shall be in accordance with AAMA TlR-A11 of U175 for spans up to 13-6' and 11240 + 114' for all others where us equal to the span of mullion. Adesigu professional shag beconsulted lo confirm that nolileof glass deflects more than Hfll5or3/4'. whichever ls less, where H indicates the height ofglass. For mullions containing steel reinforcement, the reinforcement is assumed to be Installed for the full length of the malibu. A design professional shall be consulted for instances where steel reinforcement is Installed for a partial length of the mullion span. Vfindload pressure determinations shall be per ASCE land according to local governing codes A professional engineer shall be consulted for the most cement laws and local building codes Selection of perimeter fasteners and attachment of glazing system to bedding 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 pmojectu. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 Deadload Charts AFG45I Series Description: 211 X 4 1/2n Offset Glazed For II Glass II H II Function: Storefront @J Ir 9 i 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' 'U S= 0.256 IN' ID S= 0.346 IN' 9 8 8 I- uJ 7 LU L0 Z 6 I- o LU U) U) 0 vj~ I- W LU Li- Z 6 I.- 0 LU U) 4 Cl) (3 -.iiiiiiiiiiiiiiii ilhlllllflflh!IhPI uHIInInnuIh:!u __HUhIHflIIIIIIIIui A HM436 - 111 GLASS .iiiiiiiiipi MULLION WIDTH IN FE A HM435 - jU GLASS CURVE REPRESENTATION A (- - - -) = 1181 PTS. B(.—.)= 114"PTS. I =0.281 IN I =1.7731N4 IV S = 0.210 IN' S=0.746 IN' : A 1 3 4 5 6 7 8 - 3 4 5 6 7 8 HM430 - 1 GLASS MULLION WIDTH IN FEET HM4324 - 1 GLASS FRAMING-ARCADIA-AFG45I-DEADLOAD.pdf As of: 08/08/16 DIVISION: 050000—METALS SECTION: 0505 23—METAL FASTENINGS REPORT HOLDER: INFASTECH DECORAH LIC ELCO CONSTRUCTION PRODUCTS ( 1302 KERR DRIVE DECORAH, IOWA 52101 EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ICC ICC ICC V hg~ ~9)l (.hg~ -1 ~ 91 C PMG LISTED Look for the trusted marks of Conformityl "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of f 8CCA.d.d ç ICc-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 3. '. specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLc, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. A6dte CCNnW Copyright © 2016 [CC 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.org 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 infoElcoinfastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com PRODUCT NAME: KW!K-FLEX® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: I 2012, 2009 and 2006 International Building Code® (IBC) I 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 HiIti 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 EDX445 screw is a #10, coarse threaded screw with a phiDips 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, EAF7I5 (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 1/4-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 1/4-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 5116-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 IFI4037. 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. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addres.sed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for Its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other flatter 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-Flex® 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 IBC). 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 SIOO. 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 SIOO (AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM B117, 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 Dril-Flex® 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, '7/64 and 21j 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 Dill-Flex® 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. Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC1I8), 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-Fle)® or KwikFlex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). I 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-tpI x length) NOMINAL DIAMETER (in.) HEAD STYLE HEAD DIAMETER (In.) POINT STYLE DRILLING CAPACITY (In.) LENGTH OF LOAD BEARING AREA2 (In.) Mm. Max. 1 EDX445 03409732 #10-16x3/4 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/4 0.190 IHWH 0.399 3 0.11 0.150 0.38 2 EAF460 03489672 #10-16x1'/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #10-16x2'/2 0.190 IHWH 0.399 3 0.11 0.150 1.83 EAF621 00087572 #12-14x7/8 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF64I 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 EAF681 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 00008595 #12-14x2 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-14x3 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 '4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 '/4-14x1'/2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-14x2 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '/4-20x1'/8 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 '/4-20x1'/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 EAF890 00010436 '/4-20x2'/2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 '/4-20x13/4 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 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 5/,5-18x1'/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 2 EAF960 03006009 5116-24x1'/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 EAF970 03432628 5/16-24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 'Head 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, P,3 Shear, PSJC) Tension, Pt,/Cl Shear, 0P Tension, OP,3 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 '/4-20 2617 4619 872 1540 1308 2309 11 5i1-18 4568 8070 1523 2690 2284 4035 12 /16-24 5471 8757 1824 2919 2736 4379 For SI: 1 inch = 25,4 mm, I Ibf = 4.4 N. '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. 3NomlnaI 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 1,2,3,4,6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (in.)6 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 I"!" 3/16 1I4 /4 -0.105 ALLOWABLE STRENGTH (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 /4-14 0.250 377 626 520 661 638 - - 7,8 /4-20 0.250 3867.8 52678 5338 6708 5959 624 5549 11 /16-18 0.313 408 622 561 1 891 - - - 12 /16-24 0.313 - - - - 1347 1 984 887 DESIGNSTRENGTH (LRFD) 1 #10-16 0.190 433 433 605 --- 2 #10-16 .190 590 631 #12-14 724 3,4 .216 569 917 820 --- 6 '/4-14 .250 603 1001 833 1021 N 7,8 '/4-20 .250 6177.8 842 9999 886 11 8528 952 /1618 .313 653 996 897 -- /l624 0.313 - - 12 - -2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, I ksl = 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 F. = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F. Z! 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F. 65 ksi steel, multiply tabulated values by 1.44. 'The 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). 7When both steel sheets have a minimum specified tensile strength of F8 2: 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 F8 ? 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 F8 a 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force1'3'4'5'8 SCREW TYPE 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 ALLOWABLE STRENGTH (ASD) #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 - - 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 /14 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 /4-20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 /108 0.313 n/a2 - - - 11692 1169 - - - 12 /16-24 0.313 n/a2 - - - 13262 13262 13262 1326 1326 DESIGN STRENGTH_(LRFD) __ _____ 1 #10-16 0.190 0.357 578 723 781 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 1192 11922 - - 5 #12-24 0.216 0.398 645 806 1007 1192 11922 11922 1192 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 /20 0.250 0.480 - 972 1215 1701 1830 18302 18302 18302 11 /16-18 0.313 n/a2 - - - 18712 18712 - - - 12 /15-24 0.313 n/a2 - - - 21212 21212 21212 21212 21212 For SI: 1 inch = 25.4 mm, I IbI = 4.4 N, 1 ksi = 6.89 Mpa. ( 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2AvallabIe 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 F8 = 45 ksi. 5Availab!e capacity for other member thickness may be determined by Interpolating within the table. °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. a 65 ksi 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-force123'46 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER '0.048 DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 1 0.060 1 0.075 1 0.105 ''• 1 I" ALLOWABLE STRENGTH (ASD)_____ 1 #10-16 0.190 136 297 2 193 236 307 #10-16 0.190 136 193 236 307 #12-14 0.216 297 3,4 132 510 6 205 264 328 E66 '/4-14 0.250 131 207 255 342 561 '/4-20 0.250 - -- 7,8,9,10 2046 260 4236 524 1044 1206 11 /1618 0.313 ' - - - 520 707 1 - - - 12 /16-24 0.313 - -' - .459 637 1 724 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' 1462? 1670 1930 11 /i-18 0.313 - - - 832 1131 1 - - - 12 /16-24 0.313 - - - 735 1019 1 1159 1 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 SlOG. 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 Fu = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5lJnless 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 ? 65 ksi steel, multiply tabulated values by 1.44. 6When both steel sheets have a minimum specified tensile strength of F. 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 7When 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 /,6" /16 (#10) 0.216 Steel (#12) /4 Steel 3/4" /4 3/ 3/4 5/16 Steel 5 15/16.' '16,, i,,, . 2 15 /16 For SI: 1 inch = 25.4 mm. ESR-3332 1 Most Widely Accepted and Trusted Page 6 of 6 U94=0111111 m FIGURE 1-410-16 PHILLIPS PAN HEAD TYPE I SCREW FIGURE 7_h420 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2-#10-16 INDENTED HEX WASHER HEAD FIGURE 8-I-18 INDENTED HEX WASHER HEAD TYPE 2 SCREW ROUND BODY TAPTITE TYPE 11 SCREW Ir'imx FIGURE 3-#12-14 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW MINEZR I0IAm i=-u FIGURE 4-#12-24 INDENTED HEX WASHER HEAD TYPE 5 SCREW FIGURE 9-I16-24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW MAXIMUM LOAD BEARING AREA FIGURE 10-PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA FIGURE 5_hI414 INDENTED HEX WASHER HEAD TYPE 6 SCREW FIGURE 11-INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA I MAXIM UM 1- LOAD BEARING It AREA FIGURE 6-I4-20 INDENTED HEX WASHER HEAD FIGURE 12-INDENTED HEX WASHER HEAD ROUND BODY TYPE 7 SCREW 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 SI= 0.404 G SITECLASS: ................................................... 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: V= CS W = 0.173 W (STRENGTH), (INT. PRECAST SHEARWALLS) 0.213W (STRENGTH), (ORDINARY STEEL BRACED FRAMES) V= CS* W/ 1.4 = 0.124 W (ASD), (INT. PRECAST SHEARWALLS) 0.152 W (ASD), (ORDINARY STEEL BRACED FRAMES) DETAIL AT VERT ARCH REF: 71A8.AA SCALE: 6"=V-O" I CONCRETE WALL 44 -"BY OTHERS 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR 4. • • W/2 1/2' EMBEDMENT • 1@EACH SIDE OF VERT SEALANT _- t- - I & ROD TYP 4HC42 0 SHIMAS REQD EXTERIOR I INTER/OR ck 2" M0258 41/2 413/16 DETAIL AT HEAD 2 04 ARCH REF: 61A8.A.4 A3.1 SCALE: 6"=1'-O" 4 13/16" 41/2" DETAIL ATVERT cn SCF425 ARCH REF: 71A8.A.4 A3.1 cliIr)L__J-Li-11 Cf SCALE EXTERIOR J INTERIOR SHIM AS REQ'D rM SEALANT 142 4 . f // • 3/8"DVkX3"LGHILTI 4 SCREW ANCHOR 14 ICC ESR 3056 • W/ 2 1/2" EMBEDMENT • V • : •• • - 1@EACH SIDE OF VERT •• • • • • .- • • -• CONCRETE WALL q • • • • BY OTHERS 4. DETAIL AT SILL ARCH REF: 9/A8.A.4 A3.1 SCALE: 6=1-0° • I t %I&- I 1 1 I..# %F I I I V I J ARCH REF: 41A8.A.4 SCALE: 6"=1'-O" 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 ICC ESR3056 W/ 2 1/2" EMBEDMENT (SEE ELEVATIONS FOR RESPECTIVE LOCATIONS ONLY) E WALL SEALANT & ROD TYP DETAIL ATJAMB ARCH REF: SIM 6/A8.A.4 SCALE: 6"=l'-O" 5 3/4" REF BY OTHERS FV 41/2" EERIOR A ii INTERIOR 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 W/21/2" EMBEDMENT (2) PER CLIP. ;4'. •• 31/2"LGXII2'DIAGR5 THRU MACHINE BOLT WITH FLAT WASHER EACH SIDE WITH NYLOC NUT AT VERT . MULLIONS WHERE APPLIES, /'518" X 9I16" SLOT II I- 31I2" ,• -' - - c'J COca It) 0) 0) O).—. UIJLLLL LLLLLJ 4 <1 eoNCRETE WALL BY OTHERS 16 8 4"X3 112"X114' AH36 STEEL ANGLE BAR CLIP, 1 JAMB WHERE INDICATED ON RESPECTIVE ELEVATIONS DETAIL AT WINDLOAD CLIP ARCH REF: 191A8.A.4 SCALE: 6"=1'-O'