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HomeMy WebLinkAbout2810 WHIPTAIL LOOP; ; PREV2018-0083; Permit(ityof Carlsbad, Print Date: 04/18/2019 Permit No: PREV2018-0083 Job Address: , 2810 Whiptail Loop Permit Type: BLDG-Permit Revision . 'Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091202500 Lot #: ( 23 Applied: 03/23/2018 Valuation: ' $0.00 Reference U: 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: CBC2017-0433 Final Plan Check U:' Inspection: Project Title: PACIFIC VISTA COMMERCE CENTER : Description: PACIFIC VISTA: BLDG A' DEFERRED 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 Flodr 533 5 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' - , $360.00 Total Fees: $ 360.00 , Total Payments To Date: $ 360.00 . Balance Due: - $0.00, - -k Building Division - -. 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f .1 www.carlsbadca.gov CC*tyof Carlsbad 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 33 Plan Revision Number REV2Ot 063 Project Address 232-0 WPTkL L401-1 CPcQ-&SPAO 1 2A General Scope of Revision/Deferred Submittal: Lc 2-W-J CONTACT INFORMATION: Name Ami3^iz Phone Fax 71LI2 Address_t.12,11 -JflcJE City -'-- Zip cvo1 Email Address 2cQ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I., Elements revised: Ii?f'Plans Ej'aicuiateons Soils EJ Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown orr Does this revision, in any way, alter the exterior of the project? LI Yes Does this revision add ANY new floor area(s)? LI Yes Jj 'No Does this revision affect any fire related issues? LI Yes II7'No Is this a compt e-) LI Yes VN 0 Date 1635 Faraday Avenue, Ca Isbad, CA 9208\Jt!: 760-602-2719 F: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil. ASAFEbuitt'Company DATE: MAR. 30, 2018 I D)PPLICANT JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0433 (REV. #2) - PREV 2018-0083 SET:! PROJECT ADDRESS: 2790 WHIPTAIL LOOP WEST - BUILDING "A" 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. 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 checklist 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: .Nathan Dean Date contacted: Mail Telephone Fax 01person Telephone #: 858-638-7277 Email: ndean(waremalcomb.com REMARKS: Storefront! Spandrel glass shop drawings, a deferred submittal .package, is under this permit. . By: AL! SADRE, S.E. Enclosures: EsGil Corporation 3/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0433 (REV. #2) - PREV 2018-0083 MAR. 30, 2018 [DO NOT PAY-- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0433 (REV. #2) - PREV 2018-0083 PREPARED BY: AL! SADRE, S.E. DATE: MAR. 30, 2018 BUILDING ADDRESS: 2790 WHIPTAIL LOOP WEST - BUILDING "A" BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Spandrel Glass! Storefront Shop Drawings & Calculations Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code j CB jBy Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: ci Complete Review o Structural Only 0 Other 0_Repetitive Fee Repeats 21 Hourly 3 Hrs. @ * EsGil Fee $120.00 I $360.00I * Based on hourly rate Comments: . Sheet 1 of 1 macvalue.doc PACIFIC VISTA COMMERCE CENTER Pvcc * SUBMITTAL Building A Glazing Stamped Shop Drawings SUBMITTAL #084113-1-1 W&R: Loading derivations have been reviewed for general conformance with structural drawinas - - B - I RYAN SIJDMIIIAL . 084113-1-1 03/07/18 l*PPOOflO DPRDnD AS 00100 ORRISE RESUBMIT DRUED 000TRAcIOB'S APPROVAL IS FOR 61000AL COOFODMAA(R WITifTHE RESIGN 101910 01 THE CONTRACT DOCUMenT ONLY AND IN NO WAY NOtIFIES SUECONTRAC000/VBI000 01 ITS OESPOIlSIBILIT! 100 oioaisioos, DETAILS' AND THE PEHFOOMAOCE 01 ITS WORK IN A((000AEO WITH THE onn DOCUMENTS COMMENTS _ ___________________ AmbaRarnosAli1 03 _ L0111 8 RYAN COMPANIES US, IFIL RYAN comments in green. 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. WISEPIAN + ROHY STRUCTURAL ENGINEERS MS . Date. 03/13/2018 WARE MALCOMB P,COC,CPVCC - BLDG A NO EXCEPTIONSTAKEN iIAKE CORRECTIONS NOTED FOR REVIEW ONLY 0 REVISE AND RESUBMIT REJECTED 0 SUBMIT SPECIFIED ITEM Review is only to, gete, ion nnevn, with the design ew,ee* of the nofooc and gnnceei tnmpitenoo with the iofoemeilon iSOO in the neticeol doeonconi, A0eet.et *hown ie0000I to the etqoicnmenlnof the nn and npeoiFweiien coniceobmie conpwncthle roe dimensions tol,kh then be oonlimetd and eonnothed at the job diet lob,iootion petwenno and beohnkoen of onoimotieot000,dIneflon of hi, teoek with that fall othoetedWend the ,elinfeoboey Fed- oihiowoek. 03/21/2018 bD. SCHNIZLER WARE MALCOMB 6363gceenteide dc noite 173. n dicooeit1onth.92l22 85&638fl77 l.85S638J6 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 92037 Tel: 858-492-4472 FAX: 858-638-7506 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 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. FA0ricvi5TAC0MMEKCF—CENTF-K ALL DISSIMILAR METALS ARE TO BE ISOLATED WITH SHIMS OR VINYL TAPE BARRIER TO INSURE ELECTROLYSIS WILL NOT OCCUR. A . VQI wo 0 U, 9 CNI ip ELEVATION NOTE'S 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. U ALUMINUM FRAMING - AFG 451 SERIES 2"X4 1/2" OFFSET SYSTEM FOR 1" GLASS AS MANUFACTURED BY ARCADIA, INC.' wz 2 T = TEMPERED GLASS. 0 0< 'JJ cJ > City of Carlsbad 1fliding Divisi- on APR 032018 , APPROVED ISSUED 0 Oo_ 06 Wuj..e 16 0 0 z 0 INDEX OF DRAWINGS DraftPros Drafting AO.1 TITLE SHEET, GENERAL NOTES, ELEVATION NOTES, DOOR HARDWARE and Design Service A1.1 FLOOR PLAN - FIRST FLOOR 9239 I6ghtop Temace Lakeside. CA92040 A1.2 FLOOR PLAN - MEZZANINE LEVEL Tel Fwc (619)456-9910 A2.1 WINDOW. ELEVATIONS A2.2 WINDOW ELEVATIONS DATE 11/20/17 A2.3 WINDOW ELEVATIONS . A2.4 WINDOW ELEVATIONS DETAILS - . SCALE NONE A3.1 JOB: 1107017 A3.2 DETAILS . A3.3 A3.4 DETAILS DETAILS SHEET: A3.5 DETAILS A3.6 DETAILS . __ AO.1 BUILDING 'A' 2810 WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA PROJECT DIRECTORY GENERAL NOTES T /— - C', z 0 U) > LU Ir c..1 C14 0 uJ I- z 00 uJ U >~ l-, '-i- . <0 U-- -J oI- - .1 <cEg in 00< > U U L z (I, N do" • E 2 0 —J DroftPro Drafting & Design Service 9239 lightop Ten9CO Lakeside CA 92040 Td: (elg)4456-9910 Fa,c (616) 455-9910 0-visIt: droftsrvc@CoL net DATE: 11/20/17 SCALE AS NOTED JOB. 110617 SHEET: AI.1 A.1 QA. 2 1 A.4 8 8 r3 r6 10 E) III ROOM/ V/z Ix 0- I I /.</ / A2. BUILDING A Q mir I I I I I I I WAREHOUSE I I I I I e---- 1 I: I A.A ..— PLAN VIEW — FIRST FLOOR ARCH REF: 1/A2.A1 1/2"_- I 78" RO FV I - 1/2" 77" NFD FV - r35 1/2" DLO -it-- 1/2" DLO - (N WINDOW TYPE 'U' 2 THUS @ NORTH WEST WALL ARCH REF: 1/A2A2 (I, z 0 U, ('.4 0 Li z EL X U Li U I•, L uJ°o - <0 LL - —J q —J < z - co in co< (NO > U U 0 L z (1) cc 00 N N 0 o a v, 0101 00 ZE " 20 NJ - < - "o'-' • E '9 z 0 —J DraftPros Drafting and Design Service 9239 4ghtop Te,mce ).ok00de, CA 92040 Tel: (619) 456-9910 FOIc (619) 456-9910 DATE 11)20/17 SCALE 3/9"1-0' JOB: 110617 SHEET: A2.1 1ST U-w IL 1/2' .1 96" RO FV -_1/2' 95" NFD FV 44 1/2" DLO - 44 1/2" DLO (N -2" 2"-I - WINDOW TYPE 'C' 3 THUS @ NORTH WEST WALL 2 THUS © NORTH EAST WALL 4 THUS @ NORTH WEST WALL 2 THUS @NORTH EAST WALL ARCH REF: 1/A2.A.1; 1/A2.A2 1/2"_j_ 144"ROFV :1.. 1/2" 143" NFD FV 68 1/2" DLO 68 1/2" DLO -2" • --2" 2"- IINtt LL IOI 0 0 II OPP PP/4 y hi rI' II ii (N WINDOW ELEVATION (J CLERESTORY WINDOW TYPE 'B' 4 THUS @ SOUTH EAST WALL 5 THUS @ NORTH EAST WALL 4 THUS @ NORTH WEST WALL ARCH REF: 1/A2.A2; 2/A4.A1 108" RO FV 107" NFD FV • - 50 1/2" DLO • 50 1/2" DLO —i I 2"—t-t---- I I Nt I , 4 00 0 OPP U ii hi I (N I_I (NI NILL. (1'\ WINDOW ELEVATION t ,) CLERESTORY WINDOW TYPE 'A' 8 THUS I SOUTH WEST WALL ARCH REF: 1/A2.A2; 2/A4.A1 1/2". 96" RO FV I - 1/2" + - 53" DLO 2 95" NFD FV i- 36" DLO - II 2" 2" 3-A3. -e T T OPP (N 9 z CID CD A3. 0 T OA T \ 6 0 L 36"NDO DOOR SWING WINDOW I DOOR ELEVATION 5 WINDOW TYPE 'E', DOOR #135-A A2.1 I THUS @ NORTH WEST WALL ARCH REF: 1/A2.A1 I - I 60"ROFV -I I 59" NFD FV 55" DLO 2" C 04 A3.1 TYP -ryp OPP LINO LINO —J 0 (0 I \ o —J 0 \\ i LL b - LL 'I I' /\I'- 04 0 -j 0 — / \/ \ I I i1 -zJ 0 -j 0 a' LI, (0 '9 WINDOW ELEVATION (i WINDOW TYPE 'F' 1 THUS @ NORTH EAST WALL ARCH REF: 1/A2.A1; 1/A2.A2 1/2" MEZZANINE 15-0" A.F.F. CONCRETE WALL - BEYOND (2) ANCHOR (4) PLCS ONLY (SEE DET 5/A3.1) (i~ (i~ 1 1 1 1 A2. A2. A2. A2. 7 . _ T r2 r2 2 2 / - - U, z 0 U, ail 00 C..1 (SI 0 1— z ui U U >~ l.X. uJ O cr <ou- tr 0< 'Ii 04O > U L U L z V1 U N r- ZE —nz .! N.J - 0V1 _J E (9 '9 z 0 —J DraftPro Drafting & Design Service 9239 I8ghtopTerr8ce Lakesi de, CA 92040 T: (819)4456-9910 Fee (819)456-9910 e-m draftSrvC@coXflet DATE 11/20/17 SCALE: AS NOTED JOB., 110617 SHEET: A1.2 (\I UH ! Ksj) , CH1 OfflIIIHl I I. 1 I I I I © I I I © 1 I I I I H I I I .1 •1 A2. A2. 1 1 A2. A2. PLAN VIEW — MEZZANINE ARCH REF: 11A2.A1 CONCRETE F— WALL I BEYOND MEUNIINE 15-0 AF. ANCHOR 2 (SEE DET ¶2A/Ha2( MATCH 9/A2.3 THUS 9O c3 0 it 00 00 o 2. - 21± 72 NDO ——j2 21* J 2 DLO OLO 298 3/4 NFD FV 1/2 11U RU ry 119NFO FV 561/2DL0 -r 561/? DLO —1-I-2 2-_41_fr_ I 112 Io. r0l, 011, OpP /MNDLOAD Cup £ , '-- 1—i c - ryp ' UNO '- N 0 to , 'MNDLOAD cup 0 j. WINDOW ELEVATION WINDOW TYPE 'G' 1 THUS @ NORTH EAST WALL ARCH REF: 1/A2.A1; 1/A2.A2 U) z 0 U) CN.1 c1 0 z ui U U >~ 00 <0 LL z<o (ñ cX3< 'JJ C\IQ > U U L z (1, 00 0- l.- N 06 ZE 10 < e•' • J2 A z 0 —J DraftPros Drafting and Design Service 9239 I4ghtop Terrace Lakeside. CA 92040 Tel (619)456-9910 Fe (619)456-9910 1vc@40A0et DATE 11/20/17 SCALE: 114ra1'O JOB: 110617 SHEET: A2.2 MEZZANINE 15O A F. F. CONCRETE - WALL BEYOND ANCHOR (2) REOD AT PLCS ONLY (SEE DET 5/Hal) I I fl OEJf0 jinrjoi VVI%LL ARCH REF: 11A2.A1; 1/A2.A2 5 112 WINDLOAD CUP TYP MEZZAr4NE l5.0 AF.F. 407 1/4 RO FV 406 3/4 NFD FV MEZZA/ENE 15.0 A. F. F. ANCHOR )' (SEE DOT / l2NA2) -- ow ULU . 01111ULU 298 314 NFO FV I I 95 NFO FV - RE WINDOW / DOOR ELEVATION I THUS WINDOW TYPE T, DOOR# 108-A 1 THUS ©NORTH EAST WALL ARCH REF: 1/A2.A1; 1/A2.A2 I 0 MATCH 11(A2.4 THUS 90 6 W3 W1NDLOAD TYP WINDLOAD UNO W1NDLOAD CUP Cups CUP MATCH 8/A2.2 THUS 90 9 WINDOW ELEVATION 101• 1 THUS WINDOW TYPE Hi, NORTH EAST WALL ARCH REF: 1/A2.A1; 11A2.A2 U) 2 0 U) (%J 04 0 ui z U ( >< I.L ILJ-00 . <0 U- - —J o in cO< c' > U U L z F-0 c N LU o __ LI, 0 0., ZE <-.- - 0LI _Jg E LI, z 0 —J DraftPros Drafting and Design Service 9239 l€9h10p Ter,8 Lakode, CA 92040 T (819(456-9910 Frnc (618) 456-9910 n8t DATE." 11/20/17 SCALE: JOB: 110617 SHEET: A2.3 CBEYO ONCRETE N WALL - D 149 1/4" RO FV F 148 3/4" NFD FV 58 1/2 010 57* OLO _____________ 23 3/4. I I-I-- I -l-l--- D O I — 2" 2" ] 5 1/2" 9" H 0 II 0 I II Z I II/'T'\ ____ II •rvp 9 <I1 I 15OAF.F. , & WINDLOAD VJINDLOAD Cup CUPS TYP /MNDLOAD LINO Cup IMNDLOAD cu MATCH 1O/A22 oo THUS 9O o XMIh T T T I ST 4-4 <85 (Th\ WINDOW ELEVATION 2) 1 THUS WINDOW TYPE II, SOUTHEAST WALL ARCH REF: 1/A2.A1; 11A2.A2 CI) 2 0 U, C1 04 0 z ui U ) >< I.- ILJ-oo <OLL _J ñ /22< C'.JLj > U U- U L z L) N N 66 (-9ou ZE - U, Z N.J ; 0U5 E 0) (9 z 0 —J DraftPros Drafting and Design Service 9239 lOghlop Tenace LckeAde, CA 92040 T (619)456-9910 Fax (619)459-9910 1vc@neI DATE: 11/20/17 SCALE: 1/4l'-0" JOB: 110617 SHEET: A2.4 • '• S CONCRETE WALL 'ThY OTHERS S • 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR S. ••• S W/ 2 1/2" EMBEDMENT 0 ICC ESR 3056 1 @ EACH SIDE OF VERT @24"O.C. SEALANT — - & ROD TYP F [] HC42 \—SHM AS REQ'D EXTERIOR ffJl INTERIOR HCF431 41/2" 4 13/16" DETAIL ATHEAD ARCH REF: 6/A8.A.4 SCALE: 6=1-0" 4 13/16" 41/2" rLLi SCF425CV J EXTERIOR Oh I I INTERIOR U) ____ SHIM AS C4 CN REQ'D SEALANT SC422 [ DETAIL AT SILL ARCH REF: 9/A8.A.4 A3.1 SCALE: 6=1-0" 2" M0258 DETAIL AT VERT ARCH REF: 7/A8.A.4 A3.1 SCALE: 6=1-0' 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. CONCRETE WALL BY OTHERS CONCRETE WALL- - BY OTHERS -._/ çfl / c. SEALANT__, . & ROD TYP - 2" ..I I SI DJ2O1 S S S. . S .c 0• 0 • S155 S155BASE cli S • •• S 2" m DS0801 _____ •• : DJM260 I S 3/4? 1/8 2" 5 DETAIL AT DOOR JAMB S155BASE ARCH REF: 4/A8.A.404 A3.1 SCALE: 6=1-0' S155 (2) 3/8" DIA X 3" LG HILTI KH-EZ _________ SCREW ANCHOR ICC -3027 ICC 3056 LiL fi S " EMBEDMENT II NS ONLY) 2 I • !/. --------- DETAILAT DOORJAMB 6 5 5 _______ ARCH REF: 3/A8.A.4 A3.1 I • S / I DJM265 SCALE: 6=1-0" • 0/ 1•5 /. - SI SHIM AS S • / S REQ'D f S • —WHERE CONCRETE WALL \ S • / • APPLIES 04 BY OTHERS - (T • 04 j . _ SEALANT & ROD TYP' DETAIL AT HORIZ DETAIL AT JAMB ARCH REF: 7/A8.A.4 4). ARCH REF: SIM 6/A8.A.4 SCALE: 6"=l'-0" SCALE: 6"=1'-0' U) z 0 U) all Ir CI C's' 0 ui cr 00 F-z Li U LI ( >< - <0 U- - _J - 0 —j .- Z ;- OoH- 4X3< c'Jo > U L U 0 0 IJC'J W c E w '5 z 0 —I DraftPros Drafting and Design Service 9239 lightop TeUc9 Lakade, CA 92040 T (619) 456-9910 Fax (619)456-9910 1vc@cox:net DATE 1100)17 SCALE AS NOTED JOB: 110617 SHEET: A3.1 BED IN SEALANT 2005 1ST FLOOR : . .• V DETAIL AT DOOR SILL 8 ARCH REF: 2/A8.A.4 A3.2 SCALE: 6=1-0" 2 1/8" 2" ' 1/8" . . . DETAIL AT DOOR MEETING STILES _10 __ ARCH REF: NONE . SCALE: 6"=l'-0" DETAIL AT DOOR HEAD ARCH REF: 2/A8.A.4 A3.2 SCALE: 6"l'-0" FACE OF CONCRETE PANEL TO FACE OF MULLION IS 5". REFER TO DETAIL 17/A3.4 ON YOUR SHOPS. THIS CONDITION OCCURS AT ALL BUILDING (2) 3/8" DIA X 3" LG HILTI KH-EZ STOREFRONT CORNERS. SCREW ANCHOR ICC ESR-3027 11 ICC ESR 3056 NN 10 W/21/2"EMBEDMENT U.. - (SEE ELEVATIONS FOR RESPECTIVE LOCATIONS ONLY) DETAIL AT JAMB ARCH REF: 20/A8.A.4 SCALE: 6=1-0" 4 13/16" H 41/2" EXTERIOR CN =SCF425 = INTERIOR - SHIM AS N c'J rREQ'D I SEeNT-L"=- , '=!'U 5C422 & 1ST FLOOR SCREW ANCHOR ICC ESR-3027 ICC ESR 3056 W/2 1/2" EMBEDMENT 1@ EACH SIDE OF VERT .© DETAIL AT SILL . 12 . 24" O.C. . ARCH REF: 8/A8.A.4 SCALE: 6'l'-0" . SO 1/2" INTERIOR - 2" DJM265 SHIM AS REQ'D WHERE APPLIES 04 DETAIL AT CORNER JAMB ARCH REF: 5/A8.A.4 SCALE: 6"l'-0" 0 CONCRETE WALL BY OTHERS ,. --i METAL STUDS BY OTHERS TYP Ii SEALANT & ROD TYP EXTERIOR U) z 0 U) ail It 00 '-I (%J 0 uJ z ui U uJ () >0< l.L.. 00 'e <0 u.. - —J - —J 0< Z - 0o'-- "-I5 T 0< ir cc< "J NO > U LL- 0- 0 . 0 Cn <rn U w o z ° E W E w z 0 1 DraftPros Drafting and Design Service 9239 I69h10p Terre Lake9de, CA 92040 Tel: (619)458-9910 Fox (619)458-9910 vc,@cO,.flet OATE. 11120/17 SCALE AS NOTED JOB: 110617 SHEET: A3.2 (I) z 0 Cl) 01 1 00 I— z Li U Li U >~ '— uJ°o <0 LL . 0 ..jzz . z - '—' In cO< 'JJ > U L U 0 0 0 za E kn W '° E Q z 0 —I DraftPros Drafting and Design Service 9239 Nghtop Terraco Lakedde, CA 92040 Id: (819)456-9910 FBK (619) 456-9910 c@cOa.ae) DATE I120/17 SCALE AS NOTED JOB: 110617 I EET: A3.3 41/2" Lo EXTERIOR w I /NTERIORA FLASHING BEDDED IN SILICONE BY' LONG GLAZING SEALANT - FF200 I& ROD 7. r IiiTi - _________ - ______ - - ± — I CONCRETE I WALLTYP ] I . I METAL STUDS o I TYP L L 0 .I . TIAI _____ 7 SEALANT_— FF200 __________________ &ROD .• . . . . • cli 04 Iv •. EXTERIOR .i 4 : INTERIOR 1/2" DETAIL AT JAMB( ARCH REF: 19/A8.A.4 SCALE: 6"=l'-0" 413/16" 04 — EXTERIOR - LONG GLAZING FREQ'D INTERIOR . FLASHING BEDDED IN SILICONE BY SHIM AS SEALANT SC422 r7-T) ROD _s czj Ii DRILFLEXSCREW I . .. . . EA SIDE OF VERT MULL I @12OC I. ., .• IV - . •• . 1/4-20 X 2" LG •.. . DRIL-FLEX SCREW EA SIDE OF VERT MULL SEALANT [1 LHIMAS . REQ'D EXTERIOR I . \ INTERIOR •. 41/2" DETAIL AT HEAD & SILL ED 4 13/16" NON-METALLIC ARCH REF: 81A8.A.3a . SHIM AS REQ'D SCALE: 6=1-0" TYP SEALANT - &RODTYP EXTERIOR SHIM AS REQ'D I N sq's c'SJ - NON-METALLIC SHIM AS REQ'D TYP rd H in 4 1/2" ___ I- 4 13/16" DETAIL AT HEAD 17 ARCH REF: 14/A8.A.4 SCALE: 6"l'-O" .. 5' .. . METAL STUDS CONCTE . . 3/8" DIA X 3" LG HILTI KH-EZ BY OTHERS TYP,,— WALL ' Li SCREW ANCHOR / OTHERS sq ICC ESR-3027 / . . ICC ESR 3056 sq / . . . . W/ 2 1/2" EMBEDMENT I @ EACH SIDE OF VERT @24"O.C. Li . sq A & ROD TYP sq / SEALANT SHIM AS REQ'D EXTERIOR HCF431 4 1/2" 4 13/16" I-! DETAIL AT HEAD ARCH REF: 61A8.A.3a SCALE: 6=1-0" - NON-METALLIC SHIM AS REQ'D TYP sq sq CONCRETE WALL BYLi OTHERS TYP sq sq Li U, z 0 U) 00 '-I 14 c'1 04 0 FTT U U >~ . u..J°o <Ou.. OOH- r Co "1 ('10 > U U 0 0 Z3 - z o E E w z 0 —1 DraftPros Drafting and Design Service 9239 I6ghtop Terrace lakeside, CA 92040 Tsi, (619)456-9910 Fax (6 19) 456-9910 91 ra rvc©WLneI DATE 11120117 SCALE AS NOTED JOB, 110617 SHEET: A3.4 NON-METALLIC SHIM AS REQ'D Li 413/16" TYP L_J SCF425Lo J S N S I . EXTERIOR 0 ci 41 U) S SHIM I •. . Li SEALANT ' - S &ROD REQ'D IIN BREAKMETAL SC422 BY LONG GLAZING '.5.. '.5 . •. '.5 S . S. sq. N •• 114-20X2"LG DRIL-FLEX SCREW EA SIDE OF VERT MULL @ 12" O.C. - U- UJ METAL STUDS BY OTHERS TYP {- ___ -1 -- DRIL-FLEX SCREW A bl DMULL 7. SEALANT SHIM AS REQ'D EXTERIOR _J -5 413/16 DETAIL AT HEAD & SILL 15 ARCH REF: 15/A8.A.3a A3.4 SCALE: 6=1-0' .. ... CONCRSTE . . WALL . . 3/8' DIA X 3" LG HILTI KH-EZ OTHERS sq . Li . SCREW ANCHOR ICC ESR-3027 sq ICC ESR 3056 W/ 2 1/2" EMBEDMENT I @ EACH SIDE OF VERT sq . sq @24"O.1 DETAIL AT WINDLOAD CLIP ARCH REF: 19/A8.A.4 SCALE: 6"l'-O" - 10 3/8" HM347X6 JLJLJft 'u 6" H 20 DETAIL AT HORIZ A3.5 ARCH REF: 12/A8.A.4 & 131A8.A.4 SCALE: 6"l'-O" 'I) z 0 U, iri Cr 00 '-I (s c'sJ 0 nT V_ ui I- z U ( >< , uJ.°LL o <0 ..- _J —J . z - J CL : i H co< 11) > U U 0 0 J3 E U '•4 Wc W E w z 0 —I DraftPros Drafting and Design Service 9239 I6g9t0p Ter,ace Lakodde, CA 92040 TOE (619) 456-9910 Frnc (619)456-9910 ;vC@net DATE 11120117 SCALE AS NOTED JOB: 110617 SHEET: A3.5 NON-METALLIC SHIM AS REQ'D TYP L INTERIOR 04 1ST FLOOR 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. 7 A ,c -\ CONCRETE . WALL B)' OTHER. NAI "DIA X 3" LG HILTI KH-EZ REW ANCHOR ESR-3027 ESR 3056 2 1/2" EMBEDMENT PER CLIP. 3 1/2" LG X 1/2" DIA GR 5 TI-IRU 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, 1 @ %MB WHERE INDICATED N RESPECTIVE LEVATIONS UA - - 5 3/4" REF BY OTHERS FV 41/2" EXTERI DE 271 METAL STUDS BY OTHERS TYP - 1/4-20 X 2' LG I.. DRIL-FLEX SCREW EA SIDE OF VERT MULL \@12"o.c. 1 - -r— - - SEALANT I - &RODTYP IP [] = 3 \ HC420 '—SHIM AS I REQ'D EXTERIOR _J 4 1/2" 4 13/16" DETAIL AT HEAD 19 ARCH REF: 10/A8.A.3a SCALE: 6"l'-O" I 4 13/16" 41/2" EXTERIOR SHIM AS SEALANT __tL DETAIL ATSILL 18 ARCH REF: 151A8.A.4 SCALE: 6=1-0" 2" M0258 1 5/8"X2 3/8"X .1340" FORMED STEEL CHANNEL p _ DETAIL AT VERT &2?-2 ARCH REF: 71A8.A.4 SCALE: 6"1'-0 EXTE! DE 24, DETAIL AT WINDLOAD CLIP ARCH REF: 19/A8.A.4 SCALE: 6"l'-O" rz- X3 1/2"X1/4" AH36 STEEL NGLE BAR CLIP, 1 @ A SIDE OF VERT MULLION WHERE 1DICATED ON RESPECTIVE LEVATIONS. (2) CLIPS REQ'D PER ERT. "DIA X 3" LG HILTI KH-EZ REW ANCHOR ESR-3027 ESR 3056 2 1/2" EMBEDMENT PER CLIP. 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, NOTE: SEE DET 21/A3.5 FOR INFO NOT 2" SHOWN DETAIL AT WINDLOAD CLIP 24B SCALE: 6=1-0" A3.6 L)E I 2i/A3.b FOR INFO NOT SHOWN DETAIL AT WINDLOAD CLIPS 24A SCALE: 6=1-0" A3.6 5 3/4" REF BY OTHERS FV - 4 1/2" z 0 C,) C'1 ('1 0 F- z U U >~ r_ u..J°o :2 <0 U- 0 - —JZ;Fc < ') C) :, co In cX Ind 'JJ > U U— U 0 -o ur.J w o z W E w z 0 DraftPros Drafting and Design Service 9239 I6ghtop Te,ffice Lakeside, CA 92040 Tel: (619t456-9910 456-9910 Fax (619) 456-9910 Ivc@coreet DATE' 11/20/17 SCALE AS NOTED JOE 110617 SHEET: A3.6 FLOOR LINE S DEFL MAX MOVEMENT S DEFL LITE VERTICAL - - MULLION HORIZ MULLION S S I I- GLAZING -. I Lu I- 0 U- S Si Scott J. Sanders, SE INC. PROJECT:.3038 Pacific Vista BLDG A Page: DR-1 1/3/2018 PROJECT: Aluminum Curtain Walls at Building A, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Seimic Drift Design Typ Elevation Use max 2.00% between Floors GLAZING POCKET GLASS SIDE BLCK GLASS BITE EDGE CLEARANCE FLOOR LINEI I I I 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 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 Ci = 1/2 in Clearance (gap) Between Vertical edges and the Frame C2 = 112 in Clearance (gap) Between Horizontal edges and the Frame Dclear prov'd = 2.5263 inches Dclear req'd = 1.25*1 * max = 2.175 inches ( Dclear provd = 2.53 inches> Dclear reqd = 2.18 inches Glass Lite and Curtain Wail Mullions can Accommodate building Drift w/o Glass Fallout Scott J. Sanders. SE INC. L PHONE 6fl.IKL . FAX .WS.61.S lEft. DAAjLC*C.tEC..,, PROJECT: .3038 Pacific Vista BLDG A Page: WT-1 1/3/2018 PROJECT: Aluminum Curtain Walls at Building A, 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 KSI 5/8" Diameter bolts Diameter = 5/8 inch 5/8" Diameter bolts: Diameter = 5/8 inch Area = 0.3066 in12 Area = 0.3066 inA2 Vallow 4.14 kips Vallow = 8.28 kips Fav = 13.5000 KSI t2*Füs . .. 27.0000. KS! 1/2" Diameter bolts Diameter = 1/2 inch 112" Diameter bolts Diameter = 112 inch Area = 0.1963 tnA2 Arei=' 0 1963 inA2 Vallow = 2.65 kips :.Val!Ow' ::.•::3O ..:kips Fav = 13.5000 KS! 2* Fus = 27.0000 KSI 3/8" Diameter bolts Diameter = 3/8 inch 3/8" Diameter bolts: Diameter = 3/8 inch Area = 0.1104 in"2 Area = 0.1104 inA2 Vallow = 1.49 kips Vallow = 2.98 kips Mullion Properties: 6063-T6 Extruded Aluminum alloy, ASTM B221 - I Fus = . 14.00 KSI . Steel Plate Properties ASTM A36 .11.... Fy = 36.00 Plate Thickness = 1/4 inches KSl Plate Size = 5 sq P II T V allowable = 13.13 kips S., 0= 2 Weld Strength: 1/8" x 5' long = Rn!Q = (0.60 Fexx((2)M1212)(D116)*l)I2 = 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 PAGE ABI-1 ft::±: I tiijU1 (j www.hllti.us ProfisAnchor 2.7.5 Company.- Pane: 1 Specifier: Project: ABI Address Sub Project I P08 No Phone lFax Date; 11312018 E-Mail: Specifiers comments: I 1 hput data Anchoitype and diameter: Effective embedment depth: Material: Evaluatlor Servk Répthl: Issued IVaild: Proof: Stand-off iitàtiaori; Anchor plate:, Profile: P s,.__ ....... • ,.._, .. — I KWIK HUS.EZ(KII-EZ) 318 (2 112) h01= 1.860 In., 2.5001n . . - Carbon Steel ESR3027 211/20161,1211.12017 Design method ACI318 / A6193 O.O0Oln (ñóstand-oft); t0.250 In. l x 1;'x' t = 12.000 In x 4,600 in x 0.250 in (Recommended plate thickness not calculated no profile - ( Base material uncracked concrete, 4000 f = 4000 psi h = 12.000 In Reinforcement tension condition B shear condition B no supplemental splitting reinforcement present edge reinforcement: none or<tJo. 4bar Seismic loads -(cat. C D E or F) no Goometly (iii.) .& Loading LID, ln.lbj s' Irruldra wA tes-Ismust to ctwced (or egreemoni with tho odina c&thdcis end for plauibatyi PROFi$Mhbr( c) 20032OO11Ii,G. FL-844 Sthaan Fi1iia aregisiarlid lrodeniarkOl Hill) AO. Sd1f Sn C www,hIlti.us Company: Specifier: Address: Phone J Fax EMail: PAGE: AB12 Prof is Anchor 2.7.5 ABI SubProect I Pos. No.: 1/312018 Date: 2 Load case/ Resulting anchor forces Load case' Design toads Anchor reactions (Ibi Tension force: (+Tensioñ, -Compression), Anchor Tension force Shear force Shearforcex Shearfoi 1 0 1016 0. 1016 0 116 0 1016 max. concrete compressive traIri: - max concrete compressie stress fpsij resulting tension farce in (xt)=(C'.000/0.00O): 0 [lb) resulting cOmpression force in (xfy)=(0.000/0.000): 0 fib) 3 TensiOn load Load (101 6131-13=11Y 4 Nn Etbj Utilization p, N 114 N Status Steel Strength' N/A N/A NIA WA PulloLItStrength N/A N/A N/A N/A. Concrete Breakout Strength N/A N/A N/A N/A anchor having the highest loading anchor group (anchors In tension) thpui date end rcsu?t mLsi be thacie4tr r9raBmni watfft e,isir ndUxins md løn pI1J4b5tyi PROF1S Anbdr( c) 200)-20C9 ht5 AG, Fi.-9t(M Scluwr. Hilt Is a regaisred Tademarit HiW AG, Stheai PAGE: ARIA www.hHtl.us Profis Anchor 2.7.5 Company: - Page: 3 Specifier: Projebi AB1 Address: Sub Project I POs. No.: Phone I Fax: Date: '' 1/312018 EMaII: 4 She-ár load Load V [I b) Capacity O.V, (Ibj Utilization OV = V/4)V0 Status Steel Strength* 1016 3111 " 33 M. Steel failure (with lever ac m) N/A NIA N/A N/A Prycut Strength" 2032 5391 38 OK Concrete edge failure In direction y+ 2032 4222 49 OK *anchor having the highest loading anchor g?oup (relevant anchors) 4.1 Steel Strength = ESR value refer to iCC-ES ESR-3027 V,a V' ACI 318-08 Eq. (02 Variables '2 rEpsij. 0.09 120300 Calculations V.0 lib) 5185 Results V lib) 4) V5a fib] Vus Ilbi 5185. P.600 3111 1016 4.2 PryoutStrongth Vqyj A+, I oJWd.N U1 ii cp,N No] AçI3188 Eq. (P31) 4) ACi318.08Eq.(D-2) AN, see ACl 318-08, Part D.5.2.1. Fig. RD.6.2.1(b) A, = 9h, Ac! 318.08 Eq. D-6) =2 'S10 ACl319-O8Eq.(D.9) 3h0 / v N =07+03(j)s1O ACl3180B Eq. (D.11) =MAX( Q,i2tI)~ 1.0, ACi'318.Oa Eq. (D.i3 Car, Nb = k), Cm ACI 318-OS Eq. (6-7) Variables h, [ln.l e0 w [in.) (in.) Ca,nI1fl.I 1 i.60 0.000 0.000' 3,500 i,cu [In.) X fjpsl) &01-10tooO— 2.920, 24 1 4000 CalcUlatIons AN(iF1.J &4,0 ., N(Ib) 622? 31.14 '1.000 1.00 1.000 3850 Resu Its Vcpg (Ib] 0 Ycpi jib) Vu) jib) 7701 D.700 53,91 2032 Input daiS arti rosulla mut be ..'eeted for a,roonorI with (ho dstIng condaiana nd fOf pvuubult%I PROMS Anchor ( c)2003-2059 H1UA6. Ft-944'Saan HiallsareEfttemdTradm2rkofHiIfA0. Schean' LZri & =Z ~ r7 I' www.hiiti.us - Profis Anchor 2.7.5 Company: Pe: 4 - Specifier Project: - AB1 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/3/2018 E-Mail: 4.3 Concrete edge failure in direction y'- VtbD () V .tV V V U&Vt1 .v'V ACI318.08ECI (D22) * ACI 318-08 Eq. (0-2), AV, see ACI 318-08, Part D.6.2.1. Fig. P0.6.2.1 (b) = 4.5 c1 ACt 318-08 E. (0.23) /1_\ - tV = + 2e, ) :9 1.0 ACI 318-08 Eq, (0-26) \ 3;! M 0.7 + O.3(9._) s 1.0 ACI 318-08 q.(0.28) v \rl 1.0 ACI 318-08 Eq. (0-20) Vb = (i ()02 ) i /cf ACI 318-08 Eq. (0:24) Variables c tin.i c6i (in.I 'e, [in.] W h [in.) 3.500 - 0.000 1.400 12,000 i ni . '•a tin.) 6 [psi] V t860 1.000 0.375 4050 1.000 Calculations AvElfl.J A[ifl.2 ti- q1v Vh, Vx(Ib1 97T3 55.13 1.000 1.000 1.000 2445 Results V,tg jib] 4) co CM10 4) Veit [ib] V (lb) 6032 0700 4222 2032 5 WarnIngs The anchor design methods in PRoFiS Anchor require riqidanchor plates per currem regulations (ETAG0011Annex C, EOTATRO29, etc). This means load re distribution on the anchors due to elastic deformations of the anchor plate are not considered the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading PROIS Anchor calculates the minimum required anchor plate thickness vth FEM to limit the stress of the anchor plate based on the assumptions explained above The proof if the rigid base plate assumptton Is valid is not carried out by PROIS Anchor input data and results must be checked for agreement with the existing conditions and for plausibilityl Condition A applies when supplementary reinforcement is used. The Ofactorisincreased for non-steel Design Strengths except Pullout Strength and Pryout strength ConditIon B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength Refer to your local standard. Refer to the rnanuractürérs product iit&raLure for clanIng and insliiiaion insttuctióris, . Chectifng the tránsfàr of toads into the base matérii and the shear resitance are required in accordance with ACI 318 or the relevant standardi Fastening meets the design criteria! iiit asIa and tL*S must be ctiec&ed Ict agramard wilh II àeliongccfldiuuifl and tat plaLAW110 p0FISnchor(c) 2003.2009ttklAG. FUS4B4 Sthoei ii iie1051s10ndTmccrnerlcofttlUA3, $thei PAGE: ABi-5 r w.hlIti.us Profis Anchor k. Company: Page 5 Specifier: Project: . AB1 Address: Sub.POjeci I Pos. No.: Phone I Fax: I Date: 11312018 E•M all: 6 Installation data Anchor plate, steal:. Anchor type and diameter: KWIK HUS.EZ (KH-EZ) 3/8(2 1/2) Profile: no profile. . installatIon torque: 480,001 in.lb Hole diameter in the fixture dr = 0500 ,, I-tote diameter, in the base material 0 375 In Plate thickness (Input) b.250 in Hole depth in the base material 2.750 In Recommended plate thickness not calculated Minimum thickness of the base material 4.-000 in Drilling method! Hammer drilled Cleaning Manual cieanlrg of trie dnlled hole according to Instructions for use is required 6.1 RecornrnOnclp4 accessories Property sized drill bit pump -. To Coordinates Anchor In. Anchor .x y c c ë c, 1 .4.000 0.000 3.500 3.500 2; 4.000 0.000. - 3.500 3.50Q Inputda1á ffdlmuft nflI be CheCked for yesrr*enl with the ethtin dPJwte grid (6r Oitfibilityl PROF1SMthW( C t2003.2..O9Hitnt3 Fl. 0486 &liaen H6iiIsaregIsheedTredetnurIf ItitlAG Scha, PAGE A131-6 wwwhllfl us Prof Is Anchor 275 Company: Page:. 6 Specifier: Project: AB1 Address Sub-Project I Po s: No Phone I Fax: Date: 1/3/2018 E-Mail: 7 Remarks, Your Cooperation Duties Any and all information and data contained In the Software concern solely the use at HUll products and are based on the principles formulas and Security regulations In accordarce with Hill $ technical directions and operating irounting and assembly instructions etc. that must be strictly complied with b, the user. All figures contained therein are average figures and therefore use specific tests are to be conducted prior to using lie relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in Therefore you bear the sole responsibility for the absence of errors, the completeness and the refevance of the dale to be put in by you Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits prior to using them for your specific facility The Software serves only as an aid to interpret norms and permits without an guarantee as to the absence of errors the correctness and the relevance of the results or suitability for a specific' application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software In particular, you must arrange for the regular backup of programs eric data and if applicable cam,, out the updates of the Software offered by Hilti on a regular basis It you do not use the AutoUpdato function of the Software you must ensure that you are using the cui rent and thus up-to date version of the Software in each case by carrying out manual updates via the Hub Website Hilti wilt not be liable for consequences such as the recovery of lost or damaged data or programs arising from a culpable breach of duty by you inpu; aio and resuUs nuia* be czuocluaa f*reWWrKeMwVh Un evIsling.cmd1ions ind for piatibiilyl PROFiS Anchor (c)O3.29H4iIA FL-54a4Sthaan HiuiIsaregiatarcdTrahiaa1kcH4ifAG, Sdwn 1=4.7491W 4 M0255 WITH STEEL REINFORCEMENT 15/8" X2 1/2' X 10 GA. ( 9 IF 99 ld~g Windload Charts IAFG451 Series Al 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) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET I OF 15 14 '3 52 I— LU 11 LU U— 10 9 I— A B a C LU D = 6 E 0 —J 4 0 3 4 5 6 7 8 MULLION SPACING IN FEET I =2.769 IN' S= 1.190 IN M0255 Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent Iateral4nrsionoi budding. Mother complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual Deflediton tndlalian of maSons strait be In accordance with APMA hR-All of 1J175 for spans up to 13'-6' and 11240. 114 forall others where Lis equal to the spanofmulllon. Adesign profes lanal shag be consulted to confirm that riotlteo glass deflects more than ll/I75or3!4' whichever is less, where H Indicates the height ofglass. For mullions containing steel reinforcement, the reinforcement Is assumed to be Installed for the full length at the mullion. A design prefosslonal shall be consulted for instances where steel reinforcement Is Installed for a partial length of the mullion span. Whndtoad pressure determinations shall be per ASCE 7 and according to local 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 prect specific and therefore shall be reviewed and determined by a design professional Arcadia assumes no responsibility for selecting the appropriate systems for specific prnects. ommmomm 16611323121221 woomommmmm • 1 10090";002 • ---..----- --....--.. --.--.--.. .._._..._. --..-mmmmmmmmmm ----- ----.----. MMMMMM MMMMMMMMMM .----.-.-. -----Ru--- .•uu•••u• -__.___... ( I =4.528 IN' S= 1.930 IN' 1-- LU W L I- 0 Z 0 —J 3 4 5 e 7 0 1=6.279 IN' 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. 15/8'X 2 3/8" X 10 GA. FRAMING-ARCADIA-AFG451-WINDLOAD.pdf As of: 08/08/16 54 13 15 I— w 11 LU 50 A U— 9 B I- C 8 D 0 7 E LU & 0 4 3 4 5 6 7 8 MULLION SPACING IN FEET 17 16 15 14 in 12 II A 10 B C 9 D 8 E 6 5 4 3 4 5 6 7 e MULLION SPACING IN FEET M0251 WITH STEEL REINFORCEMENT 13/8' X2 5/16' X 10 GA. M0251 Windload 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) Scale: N.T.S. SHEET 2 OF 4 I =4.093 IN' 1=5.499 IN S=1.761IN' . Millions are assumed to be single span, simple beam elements, enifoonly loaded and adequately braced to prevent tuteral4nrstonat buckling. NI other complex design conditions shell be reviewed by Arcadia or a design professional. Aluminum extiuslons shot be 60&t-T6 allay. Allowable stresses to be domed per Aluminum Design Manual Deflection limitation of motions shallbe In accordance withWIMA fiR-All of U175 for spans up to 13-6 and 11240+ 114 for all others where Is equal to the span of motion. A design professional shall be consulted to confirm that no life of glass deflects more than H/175 or 3/4, whichever Is less, where H Indicates the height of glass. For mullions containing sleet reinforcement, the reinforcement is assumed to be instated for the fat length of the mulliorL A design professional shall be consulted for Instances where steel reinforcement Is installed for a partial length of the motion span. Windload pressure determinations shall be per AScE 7 and according to local governing codes A professional engineer shall be consulted for the most current lawn and local building codes. Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore stroll be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I—LU LU LL I- 0 LU 0 —J I=1.252IN' S=0.809IN' 1. 17 16 is 14 53 12 11 10 9 8 7 e 5 4 S 1=2.6011W A B E a 4 5 6 7 8 A B C 0 E 3 4 5 6 7 e MULLION SPACING IN FEET SM555 MULLION SPACING IN FEET SM555 WITH STEEL REINFORCEMENT Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. 15/8'X2118'XIOGA. FRAMING-ARCADIA-AFG45I-WINDLOAD.pdf As of: 08/08/16 14 13 12 I— w 11 uJ U_ 10 A 9 B 8 CDUJ 7 C 0 E 0 —J —J 4 3 4 5 6 7 8 MULLION SPACING IN FEET = 2.991 IN S = 2.028 IN' 0 SM558 15 14 13 12 11 10 A B C 6 0 5 E 4 3 2 0 3 4 5 6 7 8 MULLION SPACING IN FEET 1=2.454 IN' S= 1.019 IN' DJM265 I=3.222IN' I— Lu Lu U— CD El = M 0 -j 15 14 13 12 11 10 9 A B C D E 'Windload Charts lAFG45I 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 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 3 OF 4 Mullions are assumed to be single span, sliopte beam elements, uniformly loaded and adequately braced to prevent lateral-torsional buckling. All ether complex design conditions shalt be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 606346 alloy. Allowable stresses to be derived per Atunrinum Design Manual, Defection limitation of mullions shall be In accordance with MMA hR-All of tJ175 for spans up to 13-6 and 1J240 = II4 feral others where LIs equal to the span of mullion. A design professional shall be consulted to confirm that no tile olgiass deflects more than HJ175or314, whichever Is less, where H indicates the height of glass. For mullions containing steel reinforcement, the reinforcement Is assumed to be installed for the lull length of the mullion. A design professional shag be consulted for Instances where steel reinforcement Is installed bra partial length of the mullion span. Windload pressure determinations shall be per ASCE land according to local governing codes. A professional engineer shut be consulted for the most current laws and local building codes. Selection of perimeter fasteners and attachment of ginning 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. I = 1.672 IN' 15 S =0.921 IN 54 53 12 11 10 9 A B E 3 4 0 4 7 8 3 4 u 6 7 8 MULLION SPACING IN FEET 1C00535 MULLION SPACING IN FEET IC00535 WITH STEEL REINFORCEMENT 15/88 X2 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 14 13 12 11 10 A 9 B a C 0 7 E 6 S 4 3 0 3 4 5 6 7 8 MULLION SPACING IN FEET IC00555 17 16 15 14 13 12 11 A 10 B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET IC00555 WITH STEEL REINFORCEMENT 17/&X23/8XIOGA. VT U's U— F- a w 0 —J —I Ix = 5.259 IN' ly = 5,314 IN' Ix = 4.541 IN' Iy= 4.535 IN' I- w w IL a w 0 —J 18 17 16 15 14 13 12 11 10 6 1. 17 16 15 14 13 12 11 10 9 8 7 6 IC461 I IC462 A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET 0C463 I 0C464 A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET Wind load Charts IAFG451 Series S A = 16 P.S.F. (766 Pa) Description: 2 X 4 1I2 Offset Glazed For V Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 40F4 I =3.662 IN' I=5.642IN' S= 1.347 IN' - . Mullions ore assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent laturull-toisionul budding. AD other crasples design conditions shall ( be reviewed by Arcadia or a design professional. Aruadnurn extrusions shall be 6061T6 alloy. Allowablestresses to be derived per PJundnum Design Manual DeflectionfolIation of mullions shall he In accordance with MMA 11R-Al I of 1)115 for spans up to I3'-6 and 11240 + IM for all others where l.ts equal to the span of mullion. A design professional shall be consulted to confirm that no tile of glass deflects more than H!I75 or 314, whichever Is less. where H indicates the height of glass. For mrilllons containing steel relnfnrcement, 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 spas. Vllndload pressure detemdnaltons shalt he perASCE land according to local governing codes. A professional engineer shall 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: 08/05/16 HM430 -1" GLASS : 3 4 5 6 7 8, MULLION WIDTH IN FEET HM4324 - i GLASS A Q ir Rud~u Deadload Charts AFG45I Series Description: 2' X 4 1/2' Offset Glazed For 1' Glass Function: Storefront Detail: Design Criteria Deadload Charts for 10 Glass (7.00 PSF) Scale: N.T.S. SHEET 1 OF 1 I =0.309 IN' S= 0.256 IN' _',_uIuuIiIiu'uuluululll _.lIIIIuu IluIlullIllil ______lluullucllihuuluuuuul --uuuuilulflhulluluull _______IuuuuIuuiuIIuuuIuuul IuIlIuIlII'IIIuIIuIIl uuuuuIuuI,uuuullluulu uuuuuLhuI1IuuIIIuuI ______uuuuuuluuiluuuuuuul _______uluuuuuliuujuuuuuuul IlIIIIIIL1IIkIIIIIIII _______uuIuuIuuI'IuuuuuuuI IIIlIIIIILIIIUIIIII _______IIIIIIIIIhIIIIIIII IIIIIIIIIIhiIh!lII iinuuuuuuiuiuui1g __IIIIIIIIflhuIIh!Ih _______IuuuuuIuuIIuIuIuIh: --uuluhlulluuuulluull I =0.3961N4 S= 0.346 IN' vj~ 1iiiiiiiiiIhL'Iih5iii uIuIIIlIIIuIh'uIi!I _______uuunhInuuuIIh:!u •••••1_iflhIIlIIIIIIIIHIII A A HM436 -? GLASS HM435 - 1 GLASS CURVE REPRESENTATION A(----)= 118"PTS B()= 114"PTS. I =0,281 IN' I =1.773IN' I S=0.210 IN' S=0.746 IN' 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 Qjk~ 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 ( ' ( ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any otT'er attributes not 8CCA*dftd specifically addressed, nor are they to be construed as an endorsement of the subject o." the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as AMAU 0cp3 to any finding or other matter in this report, or as to any product covered by the report. rcmnoN _ em Copyright © 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 infoElcoäinfastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTl, 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: 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 EDX445 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, 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 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 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. JC'C'-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 on endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LI.C, empress or implied, as to anyjlnding or other mailer in this report, or as to any product covered by the report. Copyright© 2016 icc Evaluation Service, LLC. All rights reserved. KIM Page 1016 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 3.3 Connected Material: The connected steel materials must comply withone 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-Ftex® 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 lBC). 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 S100 (AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM 8117, 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 /64, 151M 17, and 21 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 114-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 Dril-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. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), 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 Kwik_Flex®), 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 C TYPE SCREW ELCO PRODUCT NUMBER HILTI ITEM NUMBER DESCRIPTION (nom. size-tpl 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 #10-16x314 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x314 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16x1'/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 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 #12-14x1/8 0.216 lI-IWH 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 #12-14x1'/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 #12-14x3 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 - 'I4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 'I4-14x1'/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 114-20x1'18 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 '/4-20x1'I2 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 E.AF888 03458236 '/4-20x1314 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 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 51,6-18x1'12 0.313 IHWH 0.600 3 0.11 0.312 0.80 EAF960 03006009 5I16-24X112 0.313 IHWH 0.600 4 :=0.312 0.80 12 EAF970 03432628 5/,6-24x2 0.313 IHWH 0.600 4 1 0.11 10.312 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' 213 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) 0=3 DESIGN STRENGTH (LRFD) (00.5 Shear, P,, Tension, Pt, Shear,PSJC) Tension,P,JQ Shear, 0P., Tension, 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 /618 4568 8070 1523 2690 2284 4035 12 /16-24 5471 8757 1824 2919 2738 4379 For SI: 1 inch = 25.4 mm, 1 lbf = 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. 2Fo, 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 1.2.3.4.6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (in.)6 0.048-0.048 0.048-0.075 1 0.060-0.060 0.075-0.075 1/•3/• j /4" /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 /14 0.250 377 626 520 661 638 - - 7,8 I4-20 0.250 386 8 52678 5338 a 6708 5959 624 5548 11 ii-i8 0.313 408 622 561 891 - - - 12 51,6-24 0.313 - - - - 1347 984 887 DESIGN STRENGTH (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 61778 8427.8 8528 10728 952 9999 886' 11 /1618 0.313 653 996 897 1425 - - - 12 1I,-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 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. 'Values are based on steel members with a minimum yield strength of F. = 33 ksi and a minimum tensile strength of F9 = 45 ksi. 4Available 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 F. ~t 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F9 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). 'When both steel sheets have a minimum specified tensile strength of F9 2! 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 'When both steel sheets have a minimum specified tensile strength of F9 k 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 F9 ? 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3,4,3,6 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 1/0 3d.. 1/4• '9 __ 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 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 11 116-18 0.313 n/a2 - - - 11692 11692 - - - 12 /9-24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN STRENGTH_(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 11922 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 /4-20 0.250 0.480 - 972 1215 1701 18302 18302 18302 18302 11 /I618 0.313 n/a2 - - - 18712 18712 - - - 12 '/16-24 0.313 n/a2 - - - 21212 21212 21212 21212 21212 For SI: 1 inch = 25.4 mm, 1 Ibf= 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Available 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 F. = 45 ksi. 5Available capacity for other member thickness may be determined by interpolating within the table. 6For steel with a minimum tensile strength F9 ~: 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. I ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force 1,2,3,4,5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (In.) 0.048 1 0.060 1 0.075 1 0.105 /16 ALLOWABLE STRENGTH _(ASD) 1 #10-16 0.190 136 193 236 307 297 - - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 .0.216 132 205 264 328 510 665 - - 6 '/4-14 0.250 131 207 255 342 561 899 - - 7, 8, 9, 10 /4 20 0.250 - 2046 2606 4236 524 9147 1044 1206 11 /I618 0.313 - - - 520 707 - - - 12 /1-24 0.313 - - - 459 637 724 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 '/14 0.250 210 331 409 548 897 1439 - - 7, 8, 9, 10 '/4-20 0.250 - 3266 4166 6776 838 1462 1670 1930 11 116-18 0.313 - - - 832 1131 - - - 12 1 0/16-24 0.313 - - - 735 1019 1159 1903 2279 For SI: 1 inch = 25.4 mm, I lbf= 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S1 00. 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. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for steel with a minimum tensile strength F. 2t 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. 2t 65 ksi steel, multiply tabulated values by 1.44. Wen 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. Wen both steel sheets have a minimum specified tensile strength of F. a 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 /16 116 9,.. (#10) 0.216 Steel /16 /8" (#12) 1/4 Steel 3/4" - /16 Steel - 15 '16 1,.. 2 15 /16 For SI: 1 inch = 25.4 mm. ESR-3332 I Most Widely Accepted and Trusted Page 6 of 6 I A, 11111100 p FIGURE 1—#10-16 PHILLIPS PAN HEAD TYPE I SCREW FIGURE 7_h/4.20 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2—#10-16 INDENTED HEX WASHER HEAD TYPE 2 SCREW M-3 MMvtaiwv~7 ME FIGURE 3—#12-14 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW FIGURE 8-148 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPE 11 SCREW FIGURE 9_61is24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW MAXIMUM - LOAD BEARING AREA FIGURE 4—#12-24 INDENTED HEX WASHER HEAD TYPE 5 SCREW FIGURE 5_h/414 INDENTED HEX WASHER HEAD TYPE 6 SCREW FIGURE 10—PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA MAXIMUM LOAD BEARING AREA Fl FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA d MAXIMUM LOAb BEARING AREA FIGURE 6—'/4-20 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= 1.039 G .S10.404G SITE CLASS ...................................................0 SPECTRAL RESPONSE COEFFICIENTS: Sds= 0.693 G Sd1= 0.376 G SEISMIC DESIGN CATEGORY: .......................... D RESPONSE MODIFICATION FACTOR: ................ R=4.0 (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) W CS* W/ 1.4 = 0.124W(ASD), (INT. PRECAST SHEARWALLS) 0.152 W (ASD), (ORDINARY STEEL BRACED FRAMES) LI'..I IL DETAIL AT VERT ARCH REF: 71A8.A.4 SCALE: 6"1'-O" DR ILTI KH-EZ lENT FVERT SEAl &RC EXT 4 13/16" 4 1/2" EXTERIOR I INTERIOR SHIMAS II 'r1I t. DETAIL AT VERT ARCH REF:71A8.A.4 SCALE: 6"=l '-O" SEALANT - & ROD TYP IL USC422 (TT) I _JI 14 DETAIL AT SILL ARCH REF: 9/A8.A.4 A3.1 SCALE: 6"=l'-O" 3/8" DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ICC ESR-3027 -------ICCESR3056 W/2 1/2" EMBEDMENT I @ EACH SIDE OF VERT @24"O.C. CONCRETE WALL BY OTHERS r 3/811 DIA X 3" LG HILTI KH-EZ SCREW ANCHOR ------ ICC ESR-3027 ICC ESR3056 W/21/2" EMBEDMENT (SEE ELEVATIONS FOR RESPECTIVE LOCATIONS ONLY) V 1/2" 2" DJM265 SHIM AS • REQ'D • • _-WHERE Ei WALL • APPLIES 04 __••) I_I %J • • c;i • 04 I—I cD \SEALANT & ROD TYP DETAIL AT JAMB ARCH REF: SIM 6/A8.A.4 A3•1 ( SCALE: 6"=l'-O" V SCF425 413/16" ( S EXTERIOR . INTERIOR 04 SHIM AS II • SEALANT REQD & R013 22 I / 3/8" DIA X 1 1/2" LG -•____ - . DRIL-FLEX SCREW I . 1 @ EACH SIDE OF I: . .. •••. VERT @ 24" O.C. . ... ;.. 1 . ••. I- ------------------------V • bJ ___ ___ __________________ • 3/8" DIA X 1 1/2" LG •• : ••.• • DRIL-FLEX SCREW • . • •• I ... '• 1@ EACH SIDE OF / VERT@24"O.C. • • SEALANT ________•; & ROD4HC42 - SHIMAS REQD 04 EXTERIOR INTERiOR 1/2" q • DETAIL AT HEAD & SILL () 4 13/16" NON-METALLIC ARCH REF: 8/A8.A.3a SHIM AS REQD SCALE: 6"=1'-O" - 1-vp PROJECT NO 3038 DATE: January 3, 2018 PROJECT:. Aluminum Curtain Walls at Building A, Pacific Commerce Center 2810 Whiptail Loop W. carlsbad, California Client: Long Glazing & Doors, Inc San Diego, California 619-733-7123 SYtLJ S SE INC. Cdrisüttirig Sta. tural Erigu-eers Aiiz, Cthiiforiiló Hawaii, Pda Washicf6h .789. Ct.CIgrmont CA 1711 o PHONE (90) 625 1c)06 • FAX (909) WW-7866 ° EMAIL sJs@Ia?emontSE corn C ScoU J S&dem SE INC.Project No 3038 Pacific Vista BLDG A -. rage. L o 1/312018 3038 Pacific Vista BLDG A AlumiAuniCUtain Walls at: Building A, Pacific commerce Center DESCRIPTION: Table of Con Item Dèscrlptloà Page 1.00 Key Plans . ......k1toK12 2.00 gases of Design, B'ODl, BOD2 3.00 Lateral Loads LI, L2 4 00 Elevation Mullion Design MI to Mu 6.00 Dead Load, Silicone . . DLI ------ 7.0 0 Drift Design - ---------------------DRI 8.00 Wind Tab Design WT-1 9 00 Anchor Bolt Design AB-1 to ABI-6 10.00. Section & detail Properties *-------------------------------CI to C5 11.00 Dril FléxE$R RI 12 00 Ref Details R2 .01 14.00 15.00 16.00 17.00 C. CALCULATION AND ENGINEERiNG PREPARED BY SCOTT J. SANDERS Exp Date. 630-18 Wet Signature Required 3038 Pacfic Vista BLDG TA 0 4r ttL PCe) tof Vr 'tt'#.t kL2 "IL— k 4K 49 f4o a eI5 INDEX OF DRAWINGS AEI TIlLS SHEET. GENERAL NOTES ELEVATION MOTES, 000R HARDWARE A1,1 FLOOR PLAN. FiRST FLOOR Al2 FLOORPLAL. MS72A7AISELEIRIL A2.I WINDOW ELEVATIONS 522 WINDOW ELEVATIONS ASS WINDOW ELEVATIONS A2.4 WINDOW ELEVATIONS 53,1 005511.9 532 DETAILS 533 ONThMS 53,4 flOrAL.. 53,5 DETAILS 5- rACIrIC VJ5TA COMMRC CNTK BUILDING 'A' 2810WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA PROJECT DIRECTORY OWNER GATEWAY PACIFIC VIEW U.0 CtO RYAN COMPANIES 0270 EXEC JT1VE$OUARE. SIJflE 370 LA JOLLA. CA. 021)37 rEL sos-es 24900, CEW?5s-33'9005 'CONTACT: DORIS WOOD ARCHITECT WARE MALCOMB 9302 GREEOIMDIAR 0175 SAN OOEGO.CA 92037 TS9-4$7.4472 FAX; 00B638.7000 GENERAL CONTRACTOR RYAN COMMEISS. INC. 4370 0XWICvESGUARE.8UflE $70 IAJOU&C.¼9P 151.1612.432.4472 FAX612432.3473) OOSJTACTIRYAN SOMXUP GLAZING CONTRACTOR LONG CLAZNG & DOORS. INC. S2GI1$SACST.$tRTEC' SANTRE, CA 02071 TELl 029-4566997 FAX 6104564064- GENERAL, NOTES i ;o ivoi;ooiso. oTs. oss INAMOUSI. DRAWING SHEETS. APPROVAL OF 7)1065 ORA1AD(SS INDA02ES APPROVAL A AOIIEDADAT UPON ME DIMENSIONS SNOWN 80 THAT LONG LEAD fl02AS CAN BE ORDERED. AU. DU4TMSIONS1V BE FIELD VERIRED PRIOR TO LNSTALLAT1ON SILiCONE CAAJL(INDTO BE cow GQRIJING 795 019 EOLIIVMSNT, COLOR: GRAY, 5) ALUMINUM DOORS ARE NP-212 NARROW SIlLS SERIES WiTh 10 BOTTOM RAIL AS MANUFACTURED OVARCADIA. INC. çC ALUMINUM$TOREFROXT FRAMING FINMIA CLASS ANODI. 7) FVF1ELDVE1OFY 0) UNb c UNLESS NOTED OTHERWISE. 9) DOOR KARMARE& HARDWARE SCHSDULE TOSS DErERUJIFED. ELEVATION NOTES .1. Ø..r INSULATED GLASS It.? VISrACOOl. PADFICA D :004 CCTURIOI9 1 CLEAR ANOOIZEO SPACE 1U CLEAR TEMPERED ON INTERIOR. '5. 1. INSULATED GLASS VA' VISTACOO1.pAor)CA.TEMPSREO, ON 8530R500 152 CLEAR "MOM ORACEJE 1)4' CLEAR TEMPERED l•OIB OLACIO 441 ON W4TERIOR (SID COLOROPAC1'CCAT 30004.) 3. FLU INUM FRAM*aG.AFG451 SERIES 2'X4 IIFOFFSETS'OElIEM FOR 1' CLASS AS MANUFACTURED BY ARCADIA. IKE. -4. r. TEMPERED QLASS. A0.1 /4 I. I Is: BUILDING A IIT11ITIT TJ/ 1 //// / ----i- //Jz,// /J I I I ago H I I I I I I I I I I PLAN VIEW - FIRST FLOOR ARCH REF: Il2AI L.l -------------------4--------------- I I OrtltNo otttlkg SnI PLAN VIEW - MEZZANINE ARCH REP: 1/AZAI +_ r t C:, A I12 ._ 112 —WNFDFV— 4- —3&Q0--1 67 RO FV - _44ItrOLO_44IOLOiJf j —k--__530t0. If aç _ H+ 0. - T 0 id. WINDOW ELEVATION V4NOOWTYPEV rHusloluHWEsTWAiL SOThEASTWAU I i 14 / 9 .- 0 - 4 NORTH WESTWAU.. . —J-- ____________ - - F 2ThJ NORTH EAST W.'J.I. ARCH IF t1A2A.1: 1JA2AZ 144R0FV -"- U ltr__J r _____ ______ ______T lfrMO WrNDOW-i DOOR ELEVATION65 (T\ coG / \ F 0 01 AE*IREF;tIA2J1 7 Ire_ irr WIWGOWEtEVATIO T3510 f Nlul l.ERESTORYWlNOOWTYP1G 4NlisoumEAsTwL1. . - NORThEASTWAU. 4 WORTH WEST WALL MARC VAW2tM.AI r lWROFV _______ 00 4 - lf?± lor KM Fv r-5° WINDOW ELEVATION WINDOW ELEVATION - WINDOW ELEVA11OW EI .ERESTORY IN TV A =:11u. VANWN TYPE 1ThUSNORTHEASTLL A2 I L r ;wgv - V7R3 - bZ S) \ II V \t c;Ytz1 -: -' — ou == II I ri In -! : g L - - II . :T - •- ____________ ii - ______ 11 I JE:: I p [LON GGLAZING&OOORS INC ACIlC\'LS1 ACOMMCtCt.NTrJ REVISIONS - t J UUOINGW 28IWNlP TAIL LOOP W. CARL&B1b,CttWORNIA 9->I 'I- T ' OVA - := RP LONG GLAZIIfl3& DOOHS Ic rAcIrIcvI5TAcoMM1RCI.cI.N1TR REUSIOiS BthLOUOA C.4 q 281OWl4)PTNL LOOP W. CAPJ.SBAD CALIFORNIA 9->I :jyj rfl - t2l 1 1h IIi I\)lips LONG G(4ZNG & DOORS. INC. MAC its ox. I'ACIJc \5TA COMMLRC. C1.NTJ BUILDIGA REVISIONS__ - 2O1OWHIDTAIL LOOP. W. 1 WIRLD,CALIFORUI.\ -I 2 DETAIL AT VERT 'AICII Kt: 7,AS..A.4 A&I SCALE 51 CETAILAT DOOR .IAMR AHIALA.4 SCALE 61 3S'S DLAX31.GKIU1 K*EZ SCREW A1CHDR ICC ESP4OU .1CC ESR3S8 W(211EMBEDMENT - 1 @ EACH SIDE OF VERT @240.C. CRETE WAU. OTHERS CONCRETE WALL BY OThERS -.. p cWRElE WML' ErYOTHERS ".../ 1CRETEWM.r ThERS SEALANT & ROD I V8 O4X3LO KIL11 04.52 SCREWANCHOR I ---_-2 -a ICC ESR..3e25 ESFt S. NI 2 M8.BEDMENT .D i© EACH SIDE OF VERT * ,355• S15Ll SIS5SASE - .. Li . • ... . . . S.-. . S. • S ., -. . 0- i•i.__i/s. * ••-. -b-. j - t0 DETAIL AT DOOR JAMB S .AM REf:4tS .$CAUt 5'YO• L_ I— (.Z ) 2W DIA XT LGI1IL11KJ1-EZ SCREWANDIOR >- ICC CSR-3027 • IcCE$R30$6 W121/2EMeEOME)sr . (SEEELVATtOWS FOR R5SIEELOA1IOOW) . :' 1/2 2j. 8 Sc • • - . OJ . • SMAS REOD . WHERE - • APPLIES W -S. S I * I • - I tadS.MO* S ROD Tyr DETAIL AT JAMB ARCH 1EIM &AMA SCALE 61O 4. 44g. :5 [A. T •: •-• SEALANT . °8ROOTYP MY RgOD TERIO.R j1UH --11J H? J I 41/2 413/16 DETAIL AT HEAD 2 ARC{1EF:6Us.A.4 SCALE-- 6I-0 4 13/ SXISR1OR ~ M—i [ (NTER)O &ROD wit 4. q . DETAIL AT SILL, AC.1 A. SCALE: 61 # DETAIL AT JAMS AI NIr*- UA,A.4 SCALE 5'14 TER$OR 'MERE APMIM SGALAMr rT & ROD TYP II I SHWAS ROD TYR -T FLOOR V : ' ••. ' ' ' ' SCREWANCHOR * . , lCESR.SO27 . CETAILATSILL MGd flF:WA&A - SCAI..0 G1O' a) oImnKJE± SCREW A,cIoR lr.r EsR.nfl ,CC ESR 3056 W12 P40OMNI (.qEE VA1iflS FOR RESPEcVE LOCATIONS May) A3.2 P21/or DETAIL AT DOOR MEETING STILES C.A1.t Si.O DETAIL AT DOORSILL, SCALE: 6Y.O'- 1f2 - MrALqU1111K BREAXMFTAL DETAIL AT CORNEA .JAMB 11 CAI.E 6tO DETAIL AT, DOOR HEAD -AIEi R2M&&4 SCAM E'I I .. 4 112 •. ,. ise I'IR RIh IrU—U? II II IM7VQR 1 i td q.. CRETE I WAUTYP I . . MrA!STUOJ TYp .. ,,.. I. o ak II TFF : FN jiiJ IX .. DETAIL AT JAMB Afl1 fl lA5A4 CA.E r-1 p 413/5 - rr CA 4 V2 mtmtp j .WI41 -. TROR A ROD :•. H.:. Gc.t I - . . - •-. J -7 7 _., SCR t EACH SIDE CF . . VERT 9 21? D.C. Ut olS.- ... . . -. •- .. -- . . .. '5 - . ........ .. ..: .•••?• 2 \ \'1 _____ —;----. .. ... Ofl.L-CtXDC R EW \ . .. -0S q r1ACH SIDE OF 10 SEALA'T.- &ROO ii_UI) II l, I II SIW.IAS ii REQO • .. EXMR '° DETAIL AT HEAD &SILI ARIRFelM.A.3 SHI-SREQV SCALE: S?I'-C NON-7ETNJ.IC to SEALANT REQ'O A Ron As 4 COT .WALL XA C> • OThERS 1 I CRIL-FLEX SCREW I IQC.O1 DEOF .7 • BY OTILRS TYP\ ' 4 .7 r .. .By CTI - METAL DRLM.0 SCREW - 1c rz .. . C \v%T@o.c. - . . 4 . .. . ..7. 1 r. •. --• 4: — SEALAN &RODTfP UA) RWD TEPiOR I _•J 4 131ir DETAIL AT HEAD & SILL (~ Abl 1242-111 'V SCALE G16 •. I CoIcRTE • . . . I I WAU • . W DIA X 3 LO HUll I4EZ I ODlER . . SCREW ANCHOR i . . . • - •. ICC CSR-327 ICC ESR 3056 I irt EW2DMEPiT , i .............. 1 a FM,, Al40F IIRT 2O.0 EXWIOR r1nij REOU 41/2 4 1311 LI :Di4.EfAUjC DETAIL AT HEAD ' 514MAREO 0 Ak12I kE.-: 14.MA4 ' C.LE: 61-0 I w.u. • 3JB 0!.?. X 3 L1.jILI I KN-42 cc .oms . SCREWAII1Hi? .. . 4 . . ICC 0fl..3O27 0 ICCES30% . • WJ 2 irr EMBEDT .......... EACH SI0ECERT .7.. . 724O.C. _i\ I 4 \ SEJ,LA?dT £1CDT'IP H'.IAS z R..O0 EX1ERR i KrFI I .I I— 4 13116'—l .7••_:- 1W? P..ON.S1ETAUJC -K=:. DETAILATHEAD —:SHIM ASIlt-Cf) ARCH f? &A.A3a SCALE 61O p MTALRJDO -: YOThRS :Yp\ - 5 -3/4 REF DY-OTHERS Fv: \ RI 41 a - - CI.$tEX SCREW I COCCET Ii EACH $IECF I - WAU.Py d ( .VERT 240.C. .1 On(RS4 - - - ) I IC$R.3021 - - - - ICCESR306 - - - - -. W?2i1rD4DCOMCT MVEK LLD. — - — 4 4 4• __ ________ I ______ -• REOV 'A 3° _ - NJJJ Tfl ULLIONS WHERE APPLWS, 4 13/16 SLOT __-_._____ to CL VX 1l114AHS1EZ 0 ANGIA GkAR CUP. 10 4l i I •, ( WHERr 0YOMATED U DETAIL AT HEAD ' I - -OURF-WCTW J) SVA11ONS > RS II s I 3: DETAIL ATWIWOLOA CLIP 4 13/I6U______ SMU.SREOD Tya CTSROR 8CH25 ic SHIM A~ REQfD SEALANT JJ2CLflJJ IMAM____ ISTRAOR, Imp Ms 1AC2 SIDE Or VERT DETAIL AT SILL' 42 DETAIL ATHORIZ .kc:i5c4 A35 A15 Se.ut J &nn,$5 i PROJECT 3030 Pacllle Vista 8LDG Page 6001 Date: 113/2018 PROJECT: A?uñiinumCurtain Wails at. Building A Pacific Commerce Center 2810 Whlptall LoopW JSCRIPTIQNJ Bases àf Design Vertical LoadjnQ 1 IG 114" Outer 112' ilrsnpce 114' Inner Insulated Glass system 650 PSF Aluminum Storefront = 2:00 PSF AtuminumStórèfront f=, 150PSF TOTAL DL 10.00PSF Horizontal Loadlnu: Wind Design per ASCE 7.10 ASD Basic Wind Load = I 17 82 frSF, 10 sq ft ASD Corners Wind Load ,= L .326 .JPSF, 10 sq. ft Human impact loads 200 The point load on wall adjacent to walkways, 42' above walking surface Seismic Loading Per ASCE 7-10 Bodyof Connections Fp = [ 068 IWp Bolts and Welds Fp Load Combinations per ASCE 7-10 Design Properties Glass I ( Fi= MódulesofRuptwe;. Annealed 6000 psi (900j psi 1-leat strengthened 12000 psi V66 psi Fully Tempered = 24000 psI 10200] psi E = Modules of Elasticity = 10400 kal G = Modules of Rl9ldlty (shear) = 4300 ksa MEt43l6(1+U)= 47681 KIp Poisson's Ratio = p 023 396341 kipft Density 156 PbiftA3 233142 klpft Coefficient of Linear Expansion o:46x1 0.$ In/in deg F COdes ind Ref"2016 Califoñiia Building Code ASpEISEI 10 * Aluminum Design Manual AAMA* Design Guide Manuàls .ASTM E-.1300 -09 AISC ACI 318 DnI Flex Self Drilling Fasteners ESR 3332 Hilti ESRR003027 Hilti ER-2196 Sc. J. &-:im SE itic. PROJECT:.3ó38 Pacltió Vista BLDG '- •' PagelOD 2 Date: .1(3/2018 PROJECT; AtumiflUmCUrtain Walls at Building A Pacific Commerce Center 2810 Whuptail Loop W DESCRIPTION'; Bases of Design Deflectlons: Vertical Framing Members supporting glass or metal panels normal to surface Single Span 13'.6" or Less Max Deflection 11175 for clear span of support Single Sparigreater than 13 8 Max Deflection = 112404 1/4 for clear span of support Vertical Deflection due to DL and LI = 314' Cantilever Members Max Deflection 2L/176 of span past support Tfaiverse Framing Members suppoijing glass or metal panels in-plane: Deflection U175 for clear span of support nomieltothe plane of construction Vertical Deflection = L/360 or 118 whichever is less for clear span of support In the plane of construction Building Drift and Moveinent Criteria Vertical differintlai deflection Live Load per EOR ltéi-storyia1erät drift 2% Note BaIts, Screws and Anchor Bolts - Str.ictural 'SilCone: 1/2" thick joint AllOwable Tension 20 psi Width of joint = 0.6 Inches 1 allowabte 120 jlf 3/8"th16k Jo!nt Allowable Tension 20 psi' Width of joint 0.375 inches Tallowabte " 90 pIt N'OiiinaF Glass Thickness inches Minimum ' Glass Thickness Inches Class Weight psf 118 0.116 :1.63 114 0.219 318 0.355 4.88 .1 . 12 0469 6.50 518 0.595 8.13 3/4 0.7,19 9.76. 718 0844 11.38 Awing Dead & Wind Load Vdl 'V•WL = V'Offet = H Location = Mullion Hgt Mduétowinj . Equal Equal AÜedtoverticai Mullion .0 Ibs 0 Ibs: 0 Inches 0 ft. 1 ft o LB-FT o.6 pit, add to wind load for design 0.00 Of, add to wind ioâdfôrdéslgn mWLA2I8 c ii Pro;e't No;3038 PaificVIsl OIDGA Page: i.1 ScoUJ.sandcfi. SI iI3J2018 PROJECT: AtumtnuinCuulaln Walls at eul!4,n0 A Pacific Commorco Contor 2810 Whiptalt L04 W. DESCRIPTION: Wind Des in Per ASCE 7-10 30.2.2 Min DesIgn Wind Pressure 16 psf for Strength= 16 x 0.6 = 9.6 psd ASO WInd Doalan nor ASCE 710 CompOnents and Cladding Simplified Method Chapter 30 Part 4 Building Informalión: L = 340.00 ft B = 200.00 ft Ht 40.00 ft. Roof Slops 000 Inift Corner Distance Shall equal the smaller of: 1O%ol Min LorB: = 34.00 ft 0.4 Ht . ., :i.00 It Not Lose Than 4%Lor8 13.60 ft or ,390. ft iypica Horithntal Glass Curtain 'ills 'and Storefronts Exposure a C ASCE? Soc 6 5 6 Building Róóf = Flat Roof V = 11000 mph Windspeed ASCEY 10 Fig 285.1A.8OrC Risk Catogor' of Building = I Risk Category of BuDding ASCE 7 10 Table 1 5-1 Kat 1.00 To factor ASCE 7.10' SeS 268 NIA Building Height 40.00 .ft EAF per table 30 7 2 = 1.000D 40 ft Tall Exp C p U0F = Pb,5(EAf)(RF)Kt (ASCE7-10 3017-1) ZonO4 .29.70 29.70 ZonoS 7-64.40 29.70 RdotFIate Zen e3 = .92.90 Exposure Area 10ft2 50ft2 1100ft2 200ft2 &00ftA2 RF Effectivo Arcar Reduction Factor from Yblo 30.7-2 Z066 4"' tvtlrius 1 0.92 01.88. 086 0.8 Zone 4 Pius 11 0.88 0.82 0.77 0.7 p LRFD = Interior une 2970 27.32 26 14 26.26 .2376 29.1.0 28.14 24,36 22.87 20.79 Roof Flats Zone 3 9200 -85.47 -8175 7897 7432 ions Minus I ';0.85 0.7 0.66 06 Zone6 Plus 1. 10,88 0.82 0.77, 0.7 - - Cornerzono. -54A0 .-46.24 -41.89 -39.99 -32.64. 29.10 26.14 24.35 22.87, 20.79 PAS0 Load P.6 . Interior zone 17.82 16.39 .16.66 18.1$ 14,26 17.82 15.88 .61 13.72 12.47, Corn eraone 42.84 2714 2613 2220 1968 17.82 15.68 14,61 .13.12 12.41 Roof Flats Zone 3 5674 -.61.28?8 490612 -47 379 44.592 8038 padrie vista BLDG A. 'n J. S. SE :Project N6.:'3038 Pádflcvisiè BLDG A , 1 ( PegeL2 113(2018 PROJECT Aluminum Curtain Wails at Building A, Pacific Commerce Center 2810 Whiptail Loop W. E$CRlPTlON: Seismic Loading -- - - ASCE 7-10 - SelsmicDesiqn Cat. D. Site Class, = .hn = 40M0 ft, per plans SEISMIC COEFFCIENTS Sds= 2I3Sms 0.6927 Srns=FaSs = .1,0390 Fa = 10000 161512 Ss 1.0390 SI = 0.4040 = 1.0000 Occupancy U Fv= 13900 Sd12/3FvS1 0.3744 Fpx='.1.6Alp*SdsWpx =.. 1.1083 wp) Min Fpx =0 3*Ip*Sds*Wpx 0.2078 wpx Tab1.le 13.51 Coefficients for Architectural Components _____ L_vii Eiiit '&f té'iiiition systëiT ] ap = 1Tooio ap 2i0. f Rp = L500pJ..J Rp = LjoobJ 2 = 300000 rr h 40,0000 FT Wall Element Fp = (0 4*ap*Sds I (Rplip) (1+2*ZIh))Wp = U0,2770667 Wp Fasteners Loid Fp (0 4*ap*Sds I (Rp!lp) (1+2*ZIh))Wp = ci86583331Wp Width Trib = 5 0000 FT Height Trib = !.0000 FT GIaü Wt 10.0000 psf, Trib Dead Load = 250 0000 lbs Wall . Fasteners Load T. * 3038 PacifIc VistaBLDGA ( Check Stiffener for Design Loads: - 2"- ______j DETAIL AT VERT ARCH REF: 7/A8.A.4 SCALE: 6=V-O ( Scott J. Swders. SE INC. d1h, PROJECT: .3038 Pacific Vista BLDG A Page: M-1 1/3/2018 PROJECT: Aluminum Curtain Walls at Building A, Pacific Commerce Center 2810 Whiptall Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 41A2.1, 31A2.1, 21A2.1, 1/A2.1 Max Size = width 3.2500 ft x ht 7.5000 it Wind Load = 30 psi Total Wind Area = 24.3750 sq.ft. Arcadia AFG45I b = 0 in 0 in S=t= 0.0000 in h=b2*s= 0 in Isteel = t*hA3/12+b*(d3_h3)!12= 0.000 inA4 1= M0258 = 4.528 nM E sleet = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht = 7.6000 ft Max Deflection Allowable = 1o0Ehe Max Deflection = U175 = 0.51 inches USEMDefletton=' . Tnb Wind Width = 3.2500 ft W = 97.5 p11 ireq'd = (5w1"4)I(384E Defi) = 0.4654 inA4 Equivalent Iprovided = IsteeI+ laium/2.9 = 1.5614 inA4 Reaction at Top and Bottom = w x Max Ht/2 = 365.63 lbs Tension at SilIcone Joint = 48.750 pill ABI -HILTI KWIK HUS-EZ 3/8 dia w/ 2-112 EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Silicone Joint Load: Exterior Anchor Bolt: C - 78"ROFV 77"NFDFV - 51/2flnI0 .1 i 35 1/211 DLO WINDOW ELEVATION 144 WINDOW TYPED' ( 2 THUS @ NORTH WEST WALL ARCH REF 1/A2 A2 vcccc mz z z _0 00 O -n ,II a:.:[ m m m r\)Ir - 85" DLO'- 89' NFD FV 1 7'_64 261I .90" RO FV 40 144" RO 1/2'L,.. I I. 143"NFDFV - I - 68 1/2" DLO 68 1/2" DLO - 2" -'--i (- 2" 2"--'--I- •-i ii >1 > p/o// / ~3 a) -1 u- Aw 0 Z __ IIII LL ,931 oPP T WINDOW ELEVATION (J C' CLERESTORY WINDOW TYPE 'B 4 THUS @ SOUTH EAST WALL 5 THUS @ NORTH EAST WALL 4 THUS @ NORTH WEST WALL ARCH REF: 1/A2.A2; 2/A4.AI 108" RO FV 107"NFDFV 50 1/2" DLO 50 1/2" DLO 2" 2" a (4 5 I cm WINDOW ELEVATION CLERESTORY WINDOW TYPE 'A' 8 THUS @ SOUTH WEST WALL ARCH REF: 1/A2.A2; 2/A4.AI &M Scott J. SarAjers. PROJECT: .3038 Pacific Vista BLDG Page: M- 11312018 PROJECT: Aluminum Curtain Wails at Building A, Pacific Commerce Center 2810 Whiptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 51A2.1 Max Size = width 4.0000 It x ht 10.0000 it Wind Load = 29 psf Total Wind Area = 40.0000 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I - 2"—.— M0258 h= :2s 0 in Isteel = th3I12+b(d3-h3)I12 0.000 inM 1= M0258 = 4.528 in44 IE steel = 2.9E+07 psi IED( 3 E alum = 1.0E+07 psi Max HI = 10.0000 ft -I Allowable Max Deflection = Max Deflection= Li175 = 0.69 inches DETAIL AT VE Tnb Wind Width = 4.0000 ft ARCH REF. 7/A8.A,4 w = 116 plf SCALE: 61'-O lreq'd = (5wlA4)I(364E* Deli) = 1.3125 inA4 Equivalent [provided = lsteel+ laluml2.9 = 1.5614 mM 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 HUS-EZ 3/8" dia wl 2-1/2" EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL ( 1f2'L.J 96 RO FV 1/2" 95" NFD FV -. :53"DLO: 36" DLO - •- - 2" -2"--- a 36"NbO— DOOR SWING WINDOW/- DOOR ELEVATION 5 WINDOW TYPE 'E', DOOR #135-A A2 1 I THUS ,@ NORTH WEST WALL ARCH REF 1/A2AI 1ST Scoil J Sanders SE INC. PROJECT: .3038 Pacific Vista BLDG A Page: 11312018 jr," PROJECT: Aluminum Curtain Waits at Building A, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 61A2.1. 71A2.2 Max Size = width 5.0000 ft x hi 7.1667 ft Wind Load 29 psf Total Wind Area = 35.8333 sq.fl. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG45I I-- 2"'--- b= 0 in I M0258 d 0 in S =t= 0.0000 in I h=b-2s 0 in I _ steel = t*hA3I12+b*(d3.hA3)112 0.000 in'4 I ('4 1= M0258 4.528 in4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht= 7.1667 ft Max Deflection Allowable = IjO0fli Max Deflection= U175 = 0.49 inches U&tioi - mb Wind Width = 5.0000 ft DETAIL AT VERT A3.j, W - 145 plf ARCH REF: 7/A8.A.4 SCALE: 61'-O lreq'd = (5*w*l*4)1(384*E* Deft) = 0.6039 lnA4 Equivalent iprovided = IsteeI+ IalumI2.9 = 1.5614 inA4 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 -HlLTl KWIK HUS-EZ 3/8" dla wl 2-1/2" EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL Sooit J. Ste, SEINC. . •UW PROJECT: 3035 PaitkVista BLDG A DATE: 1/3/2018 PAGE: W oo single. Span Mullion ment of Inertia Requlments: Material: Aluminum = 10400000 ksi YES Steel 29000000 ksi NO Wind Load: Mullion Spacing = L mullion Span = Allowable Deflection: W = E291ps1(10psfniin.) Wtötal 145 pIE jfeet Span Less and 13.5 ft A 11175= 0.46 inches Use A = Span over and 13.5 ft A = L1240 +0.25 = 0.606 inches Use E Reactions Top and Bottom = [T65JJ LBS Mullion Moment of Inertia Required Due to Wind Loading__— I mm = 5WL"4/384 E A = 1655 Iinches'4 0.489 inches 10400000 ! Two Equal Span Mullion Moment of Inertia Requirements: Material Aluminum E = 10400000 ksm YS Steel Wind Load: MulliOn Spáciñg = Wtotál L mullion Equal Spans ,= Allowable Deflection; Span Less and135 ft A, L1175 Span over and 13.5 ft A= L1240 + 0.25= rT9Eh4f(10 psfmmn) ] feet 145 pIt ,gCfeet 0.489 Inches Use A = 0.606 inches Use E= O489 inches 10400000 ksi Reactions: Top = 145i99219i LBS Middle = I 1162.2656.1 LBS Bottom 45 21!11-13$, LBS. Mullion Moment of Inertia Required Due to Wind Loading:_______ I min =0.0092INLA4JE A = r. 1:16911nchesA4 29000000 ksi llhbv I 19 120'ROFV 11gNFOFv: 561/2DLO FN opp CLIP IL MEZ2ANthE LL CONCRETE — TYP' c'J WALL ,UNO -, S BEYOND I 0 ANCHOR (4) Pice ONLY—' (SEE OS ILL IM '4 4; WINDOW ELEVATION WINDOW TYPE 'G' I THUS @'NORTh EAST WALL ARCH REF IIA2A1, 1/A2A2 60" RO.FV I2,5010 ;if:: IIo 44 Typ TYP Opp UNO uo . '/- / I MEZZANINE FF cONCRETE WAIL I \ EEYOO - co ANCHPR(4)_t / pLcs.ONLY (SEE DEl 5/A3.1) ca -j. WINDOW ELEVATION WINDQW TYPE P 1 ThUS @ NORTH EAST WALL. ARCH REF: 1/A2.M; I/A2.' DETAIL AT VERT ARCH REF: 71A8.A.4 (A~A SCALE: 6=1-O Silicone Joint Load: Exterior Anchor Bolt: Scott J. Sanders. SE INC. PROJECT: .3038 Pacific Vista BLDG A Page: M- 1/4/20111 PROJECT: Aluminum Curtain Walls at Building A, Pacific Commerce Center 2810 Whiptali Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 101A2.3 UPPER LEVEL Max Size = width 4.8333 it x ht 10.0000 ft 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 b = 0 in 0 in S =t= 0.0000 in hb-2s= 0 in steel = th53/12+b(d53-h53)/12 0.000 in54 1= M0258 = 4.528 in54 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max HI = 10.0000 !t. Max Deflection Allowable = Max Deflection= L1175 = 0.69 inches USEDefleCflOnt= mb Wind Width = 4.8333 ft W= 135.3333333 pit traced = (5*w*IM)1(384*E* Defi) 1.5313 In^4 Equivalent Iprovided = Isteei+ laluml2.9 = 1.5614 1n64 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 318' dla wi 2-1/2 EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL ( C PROJECT: .3038 Pacific Vista BLDG A Page: M- 1141201# PROJECT: Aluminum Curtain Wails at Building A, Pacific Commerce Center 2810 Whiptali Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 101A2.3 Lower Max Size = width 4.8333 it 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 = 0 in steel th43/12+b*(d43h43)/12 0.000 in4 1= M0258 4.528 in`4 --------------- E steel = 2.9E.07 psi E alum = 1.OE+07 psi I Max HI = 10.0000 ft Max Deflection Allowable =OWNS, MINOR YMM19 Max Deflection = U175 = 0.69 inches DETAIL AT VERT 3 Tnb Wind Width = 4.8333 ft ARCH REF: 7/A8.A.4 A3.1 W= 135.3333333 pif SCALE: 61'-0 1mqd = (5w1M)I(384E Deft) = 1.5313 in4 Equivalent [provided= lsteel+ [alum/2.9 = 1.5614 in64 Reaction at Top and Bottom = w x Max Ht/2 = 676.67 lbs Silicone Joint Load: Tension at Silicone Joint = 67.667 pif Exterior Anchor Bolt: ABI -HILTI KINK HIJS-EZ 3/8" dia WI 2-112' EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS (2) AT EA VERTICAL (. Scott J. Sanders, SE INC. PROJECT: .3038 Pacific Vista BLDG A Page: M- 1/41201 PROJECT: Aluminum Curtain Walls at Building A, Pacific Commerce Center 2810 Whlptail Loop W. DESCRIPTION: Glazing Design Window Elevations Elevation 101A2.3 at Door Max Size = width 7.1667 It x ht 10.0000 ft 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 "-- - 2',j b= 1 518 b= in M0258 0.1340 in it = b2 s = cli Isteel = th3/12+b(dA3hA3)112 1.814 jA4 1= M0258 4.628n44 E steel = 2.9E+07 psi E alum = 1.0E+07 psi I Max Ht = 10.0000 ft Max Deflection Allowable = Max Deflection L1175 = 0.69 inches DETAIL AT VERT wm Tnb Wind Width 7.1667 ft ARCH REF: 7/A8.A.4 W 186.3333333 p11 SCALE: lreq'd = (5w1M)1(384'E" Den) = 2.1083 in14 Equivalent 1provlded = lsteel+ laluml2.9 = 3.3755 in14 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 HUS-EZ 3!8' dia wl 2-112" EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS (2) AT EA VERTICAL cOcETE WA. aYa 114R0FV— ________'CONCRETE WALL 8EYOO Ii ur c.o - fir N.O DID SrOLD Lt= sro&O 65roLo jj '82 VT I i'll II 1 II - ,CUP - A.I37 J vve •ryp : % stAFF. V j1 cH 111A24 I I TO TW ___jJ Jr T !t[ / 10 OPP / \ r. TO - / : ________ ______________ I TO a'F a' a' (a' : - 2± TLI. L28 82 1 OLD OLD- OLO I I 01.0 28 3IT P4IU FV_ I I_97 NFO FV iT----t--IIT I iT j WINDOW / DOOR ELEVATION 1 THUS WINDOW TYPE T. DOOR 108-A 1 THUS © NORTH EAST WALL ARCH REF: iIA2.AI; 1/A2A2 K 0 CONCRETE I - VJALI It BEYOND 149 114F40FV _U2' 146314NFDFv -- _23 314 -c 010 6i I i'-M DLO - 010 -41-2 -.4 I fl I-- TP ~'P a: IZV 41 un i\ ILOA LIP 1• yNo MATCH FA2.2 0411 -9 WINDOW ELEVATION. I THUS WINDOW TYPE H 1 NORTH EAST WALL ARCH-REF: 1/A2.'AI; I/2.A2 , • PROJEC Patine YaIa8OGA lf3t 318 PROJECT: ;A!urnlnumCW14III5 Building A.Tacift conlrnerco Ccptct 2810 Whtplail oóp W.' 'DESCRIPTION:. Glaiihg Design Lite Oljicna oil Length 53 P 163111111 lbS LtteOimwislOfl H81flhl a 64 In a 4.425 in so4lnj'CIoS epaclng Lite Weight 6.6 ps c- io'ccoso : 0.356 104 531n 130248 13L24S21 . 1av Section Nii.o 1 lxx 1n4 G:.235: UlLiVdIgIul psI P. total Load lbs a LlJ Inchon E AiIá PaI24El l3122 Amsa 118 Inchon Results of 6octton Hoign lfl,l Longlh In 5'A21 W38 5355 64 53 6.5 153.11 6b25 10700800 0.082306016 0.125 GOOD IYP HMa.35 0.395 63 60S 6.5 160.67 7.0626 10700000 0.100036454 0.125 GOOP, IYP w.3s. 0.393 37 57 0.5 223.84 7.125 22000500 0.055227197 0.125 G000 bETAILL AT HORIZ - ARCH REF: 71A8,Al A3.1 SCALE: 6.1'9" I.