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HomeMy WebLinkAbout2436 TOWN GARDEN RD; ; PREV2018-0239; Permit(City of Carlsbad Permit No: PREV2018-0239 Print Date: 06/11/2019 Job Address: 2436 Town Garden Rd Permit Type: BLDG-Permit Revision Parcel No: 2132601000 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revision Status: Lot U: Applied: Reference U: DEV2016-0015 Issued: Construction Type: Permit Finaled: Bathrooms: Inspector: Orig. Plan Check U: C8C2017-0488 Final Plan Check U: Inspection: VIASAT BRESSI RANCH CAMPUS VIASAT: (BLDG 15) DEFERRED STOREFRONT & GLAZING SYSTEM Closed - Finaled 09/11/2018 12/20/2018 06/11/2019 TFraz Applicant: NIK SPANGLER 25255 Vista Murrieta Murrieta, CA 92562-5924 Owner: LEVINE INVESTMENTS LP 2201 E Camelback Rd, 650 PHOENIX, AZ 85016 Contractor: THE WHITING TURNER CONTRACTING CO 858-792-0600 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE - $375.00 Total Fees: $410.00 Total Payments To Date: $410.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services c City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 to- Original Plan Check Number Plan Revision Number pf(E\/0 tQZ3? Project Address -2 3C TOJ GAKUP3 1oAo1 General Scope of Revision/Deferred Submittal: TO -1.L!t)T GLAZtP(5 6u -v,.xJ v4(.L W4PER.0 6Irpi CONTACT INFORMATION: NameJI éLZ Phone Eii 6o4 Fax Address _2ZSS_Jsr _IfI rA_City i1rPc Zip DS-61 Email Address J'3I (S 6DAL G1C.Lnr?, Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Wf Plans 0Calculations 0 Soils EJ Energy 0 Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? fl Yes 121 No Does this revision add ANY new floor area(s)? Yes 40 No Does this revision affect any fire related issues? t1 Yes V1 No Is this a complete set? V46 Yes No ___________ Date 14 £Signature - _______________ 1635 Faraday Avenue, Carlsbad, CA 92 Ph:760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil. 'A SAFEbuI(ttompany DATE: SEPT. 27, 2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 3c 0-0488 (REV.-3) - PREV 2018-0239 SET: I PROJECT ADDRES N GARDEN ROAD PROJECT NAME: VIA SAT BUILDING #15 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. iI 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Joshe h Da+ ne'r l do SCA Telephone #: 858-793-4777 Date contacted: (b Email: Email: iosephDsca-sd.com Mail Telephone Fax n REMARKS: Curtain wall system plans and calculations, a deferred package, are under this permit. Future T.I. is under a separate permit. By: ALl SADRE, S.E. Enclosures: EsGil 9/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468' • Fax (858) 560-1576 CARLSBAD CBC2017-0488 (REV.-3) - PREV 2018-0239 SEPT. 27, 2018 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0488 (REV.-3) - PREV 2018-0239 PREPARED BY: ALl SADRE, S.E. DATE: SEPT. 271, 2018 BUILDING ADDRESS: 2436 TOWN GARDEN ROAD BUILDING OCCUPANCY: B/Fl/Si; II-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICE3 IBY Ordinance Bldg. Permit Fee by Ordinance I I Plan Check Fee by Ordinance 'v . I $150.00I Type of Review: 0 Complete Review o Structural Only 0 Other o Repetitive Fee I Repeats Hourly IIHr. @ * EsGil Fee $120.00I I $120.001 * Based on hourly rate Comments: Sheet I of I macvalue.doc + .1 4II CRITICAL STRUCTURES BALANCING ENVIRONMENT AND DESIGN Structural Calculation Package For Mullion & Mullion Anchorage Design ViaSat Building 15 2436 Town Garden Road, Carlsbad, CA 92009 Job #: 18-706:2 Date: June 29, 2018 RECEIVED SEP .11 2013 BUILDING CITY OF CARLSBAD cc No.S 4204 IuJ OF & NO EXCEPTIONS TAKEN 0 RJRNISH AS CORRECTEC 0 SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT 0 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 tethniques of con truction; coordination of their work with that of other trades; a rfomling the work in a safe and satisfactory manner. +ke.— 07/31!J Prepared for So Cal Glass, Inc. 1852 Lomita Boulevard, Suite O • I,mita, California 90717 Phone: 310-530-3050 • Fax: 310-530-0184 • Web: wW -1 al-structurés.com cna°03 Project CRITICAL Project No. *•' STRUCTURES Subject 8ALANCNG ENVIRONMENT AND DESIGN Table of Contents Subject Cover Table of Contents Introduction (Scope) Wind Design Forces Seismic Design Forces Mullions Anchorage Sealant Calculations Mullion Properties DL/WL Anchors Simpson Anchor Selector Output Bi-folding Doors ViaSat Building 15 Date 2/7/18 18-706:2 Sheet No. Table of Contents and Introduction By SS Sheet Cover 1 1 2 3 4 15 16 17 21 38 44 Codes 2016 California Buiding Code (CBC 2016) Introduction The Scope for this structural calculation submittal is: 1. Adequacy of the mullions and their anchorage. Description of system The system consists of 1/2" laminated and 1" insulated offset glazing spanning to aluminum mullions by Arcadia, which span to building structure. 00 © Critical Structures, Inc CRITICAL Project ViaSat Building 15 Date 2/7/2018 Project No. 18-706:2 Sheet No. 2 I I STRUCTURES Subject Wind Design Forces By SS BALANCING ENVIRONMEIlI AND DESIGN Wind Design Force Part 1, Chp. 30 Components and Cladding Forces (ASCE 7-10 Table 30.4-1) p = qj(GC) - (GC j)1 (ASCE 7-10 Eqn. 30.4-1) Height Above Ground Level z = 36 ft Risk Category = II (Str Gen Notes) Ultimate Wind Speed V = L-1101 mph (Str Gen Notes) Wind Directionality Factor K(j = 0.85 (ASCE 7-10 26.7, Table 26.6-1) Exposure Category = - ç (Str Gen Notes) Velocity Pressure Coeff K = 1.02 (ASCE 7-10 30.3.2, Table 30.3-1) Topographic Factor K = 1 (Str Gen Notes) Internal Pressure Coeff GC 1 = 0.18 Enclosed building (ASCE 7-10 26.11.1, Table 26 11-1) Velocity Pressure a1, = 0.00256KKKdV2 = 26.9 psf (ASCE 7-10 Eqn. 30.3-1) Roof 0 < 1007 No (ASCE 7-10 Fig. 30.4-1 Note 5) Glazing and Mullion Design Using ASD Load Combinations 4 qhAsD = 0.6q qhASD - 16.1 psf Design Pressure p = q1,[(GC) - (GC1)J = (ASCE 7-10 Eqn. 30.4-1) GC for walls per ASCE 7-10 Figure 30.4-1 The following is a list of presures based on supported wind area: For 10 ft2 For 20 ft2 For 50 ft2 For 100 ft2 For 200 ft2 For 500 ft2 Zone 5:Calculation of "a" -25.5 psf or 19.0 psf Zone 5 -20.6 psf or 19.0 psf Zone 4 -23.8 psf or 18.2 psf Zone 5 -19.8 psf or 18.2 psf Zone 4 -21.4 psf or 16.9 psf Zone 5 -19.0 psf or 16.9 psf Zone -19.8 psf or 16.0 psf Zone -17.4 psf or 16.0 psf Zone 4 -18.2 psf or 15.5 psf Zone 5 -17.1 psf or 15.5 psf Zone 4 -15.8 psf or 14.2 psf Zone 5 -15.8 psf or 14.2 psf Zone 4 Least Horzontal Dimension, (ft) = - - 145 ft a, (ft) = 14.5 ft (ASCE 7-10 Fig. 30.6-1 Note 8) 0 Critical Structures, Inc IT I Project ViaSat Building 15 Date 2/7/2018 CTDI IrTI IDE Project No ' o 18-706:2 Sheet No 3 J I I\ U '_.' I U I\ Lb.) Subject Seismic Design Forces By SS - - BALANCING ENVIRONMENt AND DESIGN - Weights Glass, 1" insulated glazing Aluminum, 6063-T6, mullions Seismic Design Force F = 0.4aS0W (1+2k h (Rp IP) 7.5 psf 0.5 psf TOTAL 8.0 psf (ASCE 7-10 Eqn. 13.3-1) Site Class: D SOS = = [00j (ASCE 7-10 13.1.3) z/h = (1/1) = 1 (assume worst case, top of mullion connection at roof level) = 1.0 (Exterior Nonstructural Wall Elements and Connections) (ASCE 7-10 Table 13.5-1) = 2.5 (ASCE 7-10 Table 13.5-1) Q. = 2.5 (For Seismic Anchorage Check Only) Fp = 0.363 W i- Governs F max = 1.6S05 W = 1.2112 W F mm = O.3SDS WP = 0.2271 W, Fp ASD = 0.7*0.363Wp = 0.7*0.363*8 psf= 2.03 psf for anchorage, F = 5.09 psf (ASCE 7-10 Eqn 13.3-2) (ASCE 7-10 Eqn 13.3-3) <14.2 psf min.; Wind Design governs <14.2 psf min.; Wind Design governs 0 Critical Structures, Inc Project ViaSat Building 15 Date 6/5/2018 CR ITICAL 4s1J1I C' Project No. 18-706:2 Sheet No. 4 STR UCTURES Subject Mullions By SS BALANCING CUVIRONMENI AND DESIGN Vertical Mullions Determine worst case conditions (Center Mullions Type E1./Sht NoL Mullion Location L ft trib. ft TH606 pe7&9/3.0x Center 10.63 4.34 21.75 10651 1202356 Type 1/3.00 Center 10.63 3.93 22.09 9808 1107198 Type 3/3.00 Center 10.63 3.98 22.05 9907 1118362 Type 3/3.00 Center 10.63 3.98 19.22 8635 974757 Type 16/3.03 Center 10.63 4.29 19.13 9269 1046431 Type 18/3.04 Center 10.63 4.36 19.11 9417 1063053 Type 26/3.05 Center 10.63 4.48 19.08 9647 1089095 0FG1926 El /4.00 Center 25.50 4.00 17.40 45248 29422480k OPGI9I0 ype 2/4.00 Center 25.50 3.00 18.16 35426 23035709 11 Determine worst case conditions (Edge Mullions) - Type El. /Sht No. Mullion Location L.fttrib.ft IF ____________wL TH606(M0D)-TH61WT3.00 Jamb 5.31 1.15 25.46 823 23236 -0FG1913 1/3.00 Jamb 10.63 1.15 20.45 2645 298633 TH607 113/3.03 Jamb 9.96 2.85 19.59 5546 549973 20/3.04 Jamb 10.56 2.30 19.70 5061 564601 OPG1910 1/4.00 Jamb 25.50 1.93 19.03 23915 15550936 Determine worst case conditions (Corner Mullions) Type El. !ShtNo. Mullion Location L..fttrib.ft TH61cOc(1-2) r3&973.OX Comer -10.564.56i.5810977 12246 5&7/3.01 Corner 10.56 4.56 21.58 10977 1224659 0PG1945 11&2/4.00 Corner 25.50 2.36 18.69 28683 18651249 *NOTE: T11606(MOD)-TH611-0PG1912 FOR LOAD DETERMINATION & ANCHOR SPACING PURPOSES* Determine worst case conditions (Bi-F61din Doors Type El./ ShtNo.Mullion LocationLft _trib. ft Horizontal 132/3.07 Horizontal 1.33 5.50 25.46 249 4431 0 Critical Structures, Inc CRITICAL Project ViaSatBuildmg 15 Date Project No 18-706:2 Sheet No / STRUCTURES Subject Mullions By - BALANCING ENVIRONMENt AND DESIGN 2/7/2018 5 cc Center Mullions: A= 2.16384n 2 Wthb= 4.34 ft I, = 7.916jn4 L = 10.63 ft Ycg = L 2.8357 in E = 10,100 ksi S. = l:xxiYcg = 2.792 in' Iyy = 1-1.4267 in4 (ACAD Massprop) Bending and Shear Stress Check: W = 94 lb/ft =21.7psf*wtrib M = wL2/8 = 1331 lb-ft fb = (M*12)/(Sxx* 1000) = 5.72 ksi h (in)= r5.63 V0.5wL 501 lbs b (in= 2.25 fS = V/(A*1000) = 0.89 ksi t(in) 010 Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ))) 1 /2 = Cc = 0.41(Bc/Dc) = Fcy= Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)l/2 = Cc = 0.41(Bc/Dc) = Fb = (Mnp(1-(A/Cc))+(it2EASxc)/Cc3)/(Sxcflb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 27.96 J = 4.07 in4 (AA §F.4.2.3) 78.38 >A (AA §1F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 12.99 ksi (AA §F.4) 1.65 (AA F.I) Check F5 (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) bit = 56.25 Fm = 0.6Fm/C)v = 10.91 ksi (AA §G.2) A1 = (Be- F,)/l.25D5 = 38.73 <bit A2 = C/1.25 = 75.65 >b/t (AA §G.2) B5 = F v*(1+(Fsvi800)b3) = 18.98 C = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D. = (B5/10)*(B5/E)"2 = 0.08 (AA Table B.4.2) F y = 0.6*Fty = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/flv = 8.00 ksi with Ov = 1.65 (AA §G.1 & G.2) Stress ratios fb/Fb= 0.44<1.0 OK fs/Fs = 0.11<1.0 OK Interaction (fb/Fb)2 + (f5/FJ2 = 0.21 <1.0 OK (AA EqH.3.2) Deflection Check: A = 0.7*5wL4i384EI = 0.24 in <L/175 OK (AAMATIR-A11) A,ane = 0.08 in for worse case glass pane Lpane = 71.38 inches A= Hi 10274 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc Project ViaSat Building 15 Date CRITICAL STRUCTURES "rri Project No. 18-706:2 Sheet No. \ I k'I II II IWI-, U I '.J I 3J I I..) Subject Mullions By BALANCING EKVIP.ONMLIII AND DESIGN 2/7/2018 6 Center Mullions (continued): 1/4.00 (Arcadia Part No. QPG1926) : 6063-T6 Aluminum A = [19j2 Wtrib = 4.00 ft 1 xx 7.3618in4 L= 25.50 ft Ycg =LZ1Jrn E= 10,100 ksi S, = 'xx'Ycg = 2.863 in3 Iyy = r1.4538J 4 Bending and Shear Stress Check: (ACAD Massprop) W = 70 lb/ft = 17.4 psf wtrib M = (See Enercaic) lb-ft fb = M*12)/(S*1000) = 6.03 ksi h(in)=1-5-.00 V = (See Enerca1c) [ iÔ41 lbs b (m)= 2.25 fs = V/(A*1000) = 1.21 ksi t Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ))) 1 /2 = Cc 0.41(Bc/Dc) = Fcy= Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)1/2 = Cc = 0.41(Bc/Dc) Fb = (Mnp(1-(A/Cc))+(r2EASxc)/Cc3)/(Sxcllb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 45.35 J = 3.49 in4 (AA §F.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 10.72 ksi (AA §F.4) 1.65 (AA §F. 1) Check F5 (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 50.00 F = 0.0/ = 10.91 ksi (AA §G.2) = (Ba - Fsy)/1.25D5 = 38.73 <b/t A2 = C5/1.25 = 75.65 >b/t (AA G.2) B5 = F*(1+(F/800)1'3) = 18.98 Cs 0.41(B5/D5) = 94.57 (AA Table B.4.2) Ds = (B5/10)*(115/E)"2 = 0.08 (AA Table B.4.2) F, = 0.6*F, = 15.00 ksi (AA Table A.3.1) Ps = (Bs-1.25Dsb/t)/flv = 8.39 ksi with C) = 1.65 (AA §G.l & G.2) Stress ratios fb/Fb = 0.56 < 1.0 OK 0.14<1.0 OK Interaction (fb/Fb)2 + (f5/FJ2 = 0.34 < 1.0 OK (AA EqH.3.2) Deflection Check: = (See Enercalc) 0.84in <L/240 + 1/4" OK (AAMATIR-All) A,ane = 0.26 in for worse case glass pane Lpane = 69.75 inches A= HI 3168 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc Project ViaSat Building 15 Date 2/7/2018 CRITICAL rril rrI i r'ir' Project No 18-7062 Sheet No 7 ircut_iuiw. Subject Mullions By SS BALANCING tNVIRONMENI AND DESIGN Center Mullions (continued): 2.0298in2 W,jb= 3.00 ft Ixx 8.3861in4 L= 25.50 ft Ycg= 3.332 in E= 10,100 ksi I/y= 2.517jn3 'yy= 4 1.4068 in Bending and Shear Stress Check: W 54 lb/ft =18.2psf*wtrib M = (See Enercalc) L_J!ilb-ft fb = (M*12)/(S,*1000)= 5.36 ksi h (in)= V = (See Enercalc) LJ* lbs b (in)= 2.25 V/(A1000) = 1.16 ksi t (in)=.1O --J (ACAD Massprop) Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ)))1/2 = Cc = 0.41(Bc/Dc) = Fcy= Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)1/2 = Cc = 0.41(Bc/Dc) = Fb = (Mnp(1-(A/Cc))+(it2EASxc)/Cc3)/(5xcflb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 42.88 J = 3.49 in4 (AA §F.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 11.53 ksi (AAF.4) 1.65 (AA F.I) Check F (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 50.00 F = 0.6F/0 = 10.91 ksi (AA §G.2) A1 = (Ba- F y)/1.25Ds = 38.73 <bIt A2 = Cs/1.25 = 75.65 >b/t' (AAG.2) B5 = F,*(1+F/800)"3) = 18.98 C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D. = (Bs/10)*(B5/E)2 = 0.08 (AA Table B.4.2) F, = 0.6*F, = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/flv = 8.39 ksi with Q, = 1.65 (AA G.1 &G.2) Stress ratios fb/Fb = 0.47 <1.0 OK f5/F5 = 0.14<1.0 OK Interaction (fb/Fb)2 + (f5/FJ2 = 0.24 < 1.0 OK (AA Eq H.3.2) Deflection Check: It = (See Enercaic) 0.58 in <L/240 + 1/4" OK (AAMATIR-A11) Itpane = 0.18 in for worse case glass pane Lpane = 69.75 inches A= HI 4609 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc .. IT I Project ViaSat Building 15 Date 'rr i i 4ri i r Project No ' I wi ii ii •wr-' STRUCTURES 18-706:2 Sheet No : I Subject Muihons By - - epLap1cI,4G EN VRON ENI AND DESIGN Center Mullions (continued): TH606 MOD-Bending & Shear Check ® Point of Modification 2/7/2018 8 SS A = 0.9969in2 Wftib = 4.34 ft 1= 0.7598in4 L = 10.63 ft Ycg J,1417n E = 10,100 ksi Sxx = 'xx"Ycg 0.665 in' 1yy = in Bcndinand Shear Stress Check: W = 94 lb/ft =21.7p5f*wtrib M = 0.5wx(l-x) = 801 lb-ft = (M*12)/(S XK *1000) = 14.44 ksi h (in)= [118 1 V = w(0.5L-x) = 316 lbs b (in)=2.25 f$ = V/(A* 1000) = 1.04 ksi t (in)=LO.141 (ACAD Massprop) x=[ Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ))) 1 /2 = Cc = 0.41(Bc/Dc) = Fcy= Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)l/2 = Cc = 0.41(Bc/Dc) = Fb = (Mnp(1-(A/Cc))+(,r2EASxc)/Cc3)/(Sxcflb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 24.52 J = 1.52 in4 (AAF.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 17.09 ksi (AA §F.4) 1.65 (AA §F.1) Check F (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) bit = 15.58 F = 0.6F/0 = 10.91 ksi (AA §G.2) A1 = (Ba - F y)i1.25Ds = 38.73 >bit A2 = C/1.25 = 75.65 >b/t (AA §G.2) B = p *(1+(F /800)1Th) = 18.98 CS = 0.41(B/D) = 94.57 (AA Table B.4.2) DS = (B/10)*(BiE)1'2 = 0.08 (AA Table B.4.2) F, = = 15.00 ksi (AA Table A.3.1) Fs = Fsyiflv = 9.09 ksi with CIV = 1.65 (AA §G.1 & G.2) Stress ratios fb/Fb = 0.84 < 1.0 OK f/F5 = 0.11 <1.0 OK Interaction (fbiFb)2 + (fiFj2 = 0.73 <1.0 OK (AA Eq H.3.2) 0 Critical Structures, Inc RITICAL Project ViaSat Building 15 Date 2/7/2018 KY 18-706:2 01 KY STRUCTURES 'TDI ItTI 101C Project No. J I I\ U I U I\ L) Subject Mullions By SS BALANCING ENVIRONMENt AND DESIGN Edge Mullions: 1/3.00 (Arcadia Part No. TH606(MOD-OD)-OPG1912) : 6063-T6 Aluminum A = r 0.9969 in2 Wtnb = 1.15 ft (ACADMassprop) I. 0.7598 in4 L= 5.31 ft ycg =1.141T in E= 1 1i9ksi Sxx = 'xx'Ycg = 0.665 in3 Iyy = 0.3662in4 Bendingand Shear Stress Check: W = 29 lb/ft = 25.5 pSf* wtrib M = wL2/8 = 103 lb-ft fb =(M*12)/(Sxx*1000)= 1.86 ksi h()=r2.181 V = 0.5wL = 77 lbs b (in)=2.25 f=V/(A*1000)= 0.25 ksi t(in)=L0.14 Check Pb Aeq = it(E/Fe)1/2 = Fe = (it2E)/(1.6b/t)2 = A2=Cp A1= (Bp -Fcy)/Dp= Bp = Fcy(1 +(Fcy/ 1500) 1 /2) = Dp = (Bp/10)*(Bp/E)1/2 = Cp = 0.41(Bp/Dp) = Mnp/Sx - (Mnp/Sxc - it2E/Cp2)((Aeq-A1)/(Cp-A1)) = Fcy= Check F (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 25.71 (AAB.5) 150.76 Xl <Xeq <A2 (AA Table B.5.1) 77.55 (AA §B.5) 21.63 (AA §B.5) 28.23 (AA §B.4.2) 0.15 (AA §B.4.2) 77.55 (AAB.4.2) 14.78 ksi (AA §B.5.5.5) 1.65 (AA F.1) 25 (AA Table A.3.3) (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) F1, = 0.6F/Cl = 10.91 ksi (AA §G.2) A2 = C5/1.25 = 75.65 >b/t (AA §G.2) C = 0.41(B5/D) = 94.57 (AA Table B.4.2) (AA Table B.4.2) (AA Table A.3.1) with C)= 1.65 (AA G.1&G.2) b/t= 15.58 A1 = (Be- F,)/ 1.25D, = 38.73 >b/t B, = F*(1+(F5,/800)l'3) = 18.98 DS = (B5/10)*(B5/E)"2 = 0.08 F, = 0.6*F, = 15.00 ksi Ps = Fsy/flv = 9.09 ksi Stress ratios fb/Fb= 0.13<1.0 OK f5/F. = 0.03 <1.0 OK Interaction (fb/Fb)2 + (f/Fj2 = 0.02 < 1.0 OK Deflection Check: (AA Eq H.3.2) = 0.7*5w14/384EI = 0.05 in <L/175 OK (AAMA Tm-All) pane = 0.03 in for worse case glass pane Lpane = 69.13 inches 1= HI 32424 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc ITICAL Project ViaSat Building 15 Date Project No 18-706:2 Sheet No STRUCTURES Subject Mullions By BALANCING ENVIRONMENt AND DESIGN 2/7/2018 10 SS Edge Mullions (continued): 3/3.03 (Arcadia Part NoTH60i): 6063-T6 Aluminum A = [1.6109 m2 Wthb = 2.85 ft Ixx 5.9234in4 L= 9.96 ft ycg 2.98 in E= 10,100 ksi Sxx = 'xx'Ycg = 1.988 m3 Iyy = LJ44 in4 (ACAD Massprop) Bending and Shear Stress Check: W = 56 lb/ft = 19.6 psf * wtrib M = wL2/8 = 693 lb-ft fb = (M*12)/(S*1000)= 4.19 ksi h(in)=[5.63 V = 0.5wL = 278 lbs b (th)=2.25 = V/(A*1000) = 0.50 ksi t (in)1O.1O Check Fb A = 2.3*(LbSc/(Cbsqrt(1yJ)))1/2 = Cc = 0.41(Bc/Dc) = Fcy= Bc Fcy(l+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)1/2 = Cc = 0.41(Bc/Dc) = Fb = (Mnp(1-(A/Cc))+(r2EASxc)/Cc3)/(Sxcflb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 24.03 3 = 4.07 in4 (AA §F.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 17.36 ksi (AA §F.4) 1.65 (AA §F.1) Check F5 (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) bit = 56.25 Fs. = 0.0/0 = 10.91 ksi (AA §G.2) A1 = (Be - F y)/1.25Ds = 38.73 <bIt A2 = C5/1.25 = 75.65 >b/t (AA §G.2) B5 = F,*(1+(F/800)hl') = 18.98 Cs = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D. = (B5/10)*(B5/E)1'2 = 0.08 (AA Table B.4.2) F, = 0.6*F, = 15.00 ksi (AA Table A.3. 1) Fs = (Bs-1.25Dsb/t)/flv = 8.00 ksi with Cii. = 1.65 (AA §G.1 & G.2) Stress ratios fb/Fb = 0.24 < 1.0 OK = 0.06 < 1.0 OK Interaction (fb/Fb)2 + (f/Fj2 = 0.06 < 1.0 OK (AA Eq H.3.2) Deflection Check: = 0.7*5wL4/384E1,0, = 0.14 in <L/175 OK (AAMA TM-All) pane = 0.05 in for worse case glass pane Lpane = 69.13 inches A= Hi 15117 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc Project CRITICAL P' STRUCTURES ) BALANCING ENVIRONMENI AND DESIGN Edge Mullions (continued): ViaSat Building 15 Date 2/7/2018 18-706:2 Sheet No. 11 Mullions By ss 1/4.00 (Arcadia Part No. OPG191OI:6063-T6 Aluminum A = 12 [2j in W11.,, = 1.93 ft Jxx 8.3861in4 L= 25.50 ft Ycg Liin E= 10,100 ksi S,,= I,,/y= 2.517 in3 I3 [_k4Jin4 Bending and Shear Stress Check: W 37 1b/ft 19psf*wtrib M = (See Enercalc) L159 ilb-ft = (M*12)/(S*1000) = 3.62 ksi h (in)= [2 .25 oo V = (See Enercaic) L3i11bs b (in)= fs = V/(A*1000) = 0.64 ksi t (in)=10 (ACAD Massprop) Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ))) 1 /2 = Cc = 0.41(Bc/Dc) = Fcy= Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)1/2 = Cc = 0.41(Bc/Dc) = Fb = (Mnp(1-(A/Cc))+(it2EASxc)/Cc3)/(Sxcflb) = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 42.88 J = 3.49 in4 (AA §F.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 11.53 ksi (AAF.4) 1.65 (AA F.1) Check F (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 50.00 F = 0.6F/O = 10.91 ksi (AA §G.2) A1 = (B5 - F)/ 1.25D5 = 38.73 <b/t A2 = C5/1.25 = 75.65 >b/t (AAG.2) B5 = Fsv*(l+(F5 /800)3) = 18.98 C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) DS = (B5! 10)*(B5/E)"2 = 0.08 (AA Table B.4.2) F, = 0.6*F, = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/flv = 8.39 ksi with Q,, = 1.65 (AA §G. 1 & G.2) Stress ratios fb/Fb= 0.31<1.0 OK f5/F = 0.08 <1.0 OK Interaction (fb/Fb)2 + (f/FY = 0.10 < 1.0 OK (AA Eq H.3.2) Deflection Check: = (See Enercaic) 0.39in <L/240 + 1/4" OK (AAMATIR-All) A,ane = 0.12 in for worse case glass pane Lpane = 69.75 inches A= H/ 6827 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) 0 Critical Structures, Inc Project CRITICAL ject No. STRUCTURES JC - - BALANCING ENVIRONMENt AND DESIGN ViaSat Building 15 Date 2/7/2018 18-706:2 Sheet No. 12 Mullions By SS Corner Mullions: A = 2.4035in2 Wtrib = 4.56 ft I 8.8998in4 L= 10.56 ft Ycg L! in E= 10,100 ksi Sxx = 'xx'Ycg = 2.556 in3 1yy = [1.9146in (ACAD Massprop) Bending and Shear Stress Check: W = 98 lb/ft =21.6 psf * wtrib M=wL2/8 = 1372 lb-ft fb = (M*12)/(S x*1000) = 6.44 ksi h (in)=15.21 V0.5wL 520 lbs b (in) 2.25 fs = V/(A*1000) = 0.80 ksi t (in)=[9.i3J Check Fb Aeq = ii(E/Fe)1/2 = Fe = (it2E)/(1.6b/t)2 = A2=Cp= A1= (Bp -Fcy)/Dp= Bp = Fcy(1+(Fcy/1500)1/2) = Dp = (Bp/10)*(Bp/E)1/2 = Cp = 0.41(Bp/Dp) = Mnp/Sx - (Mnp/Sxc - it2E/Cp2)((Aeq-A1)/(Cp-Al)) = Fcy = Check F5 (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 28.80 (AA §B.5) 120.18 11<Aeq<A2 (AA Table B.5.1) 77.55 (AA §B.5) 21.63 (AAB.5) 28.23 (AA §B.4.2) 0.15 (AA §B.4.2) 77.55 (AA §B.4.2) 14.50 ksi (AA §B.5.5.5) 1.65 (AA F.1) 25 (AA Table A.3.3) (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) Fm = 0.6F/0 = 10.91 ksi (AA §G.2) A2 = C5/1.25 = 75.65 >b/t (AAG.2) C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) (AA Table B.4.2) (AA Table A.3.1) with O= 1.65 (AA G.1&G.2) b/t= 41.66 A3 = (Ba - F y)/1.25Ds = 38.73 <b/t B, = F y*(1+(Fs,/800)3) = 18.98 D5 = (B5/10)*(1I5/E)1/2 = 0.08 = 0.6*F, = 15.00 ksi Fs = (Bs-1.25Dsb/t)/flv = 8.91 ksi Stress ratios fb/Fb= 0.44<1.0 OK f5/F5 = 0.09<1.0 OK Interaction (fb/Fb)2 + (f/F5)2 = 0.21 <1.0 OK (AA EqH.3.2) Deflection Check: = 0.7*5w14/384EI,,, = 0.21 in <L/175 OK (AAMATIR-A11) A,ane = 0.08 in for worse case glass pane Lpane = 71.38 inches L= H/ 11129 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK ([BC 2403.3) 0 Critical Structures, Inc : III I Project ViaSat Building 15 Date Project No 18-706:2 Sheet No STR UCTURES Subject Mullions By BALANCING rNVIRoNMENI AND DESIGN Corner Mullions (continued): 2/7/2018 13 ss 2.513in2 Wbjb = 2.36 ft 13.431in4 L= 25.50 ft Ycg L 917in E= 10,100 ksi Sxx 'xx'Ycg= 3.416 in3 IrJ L49?i3 in4 Bending and Shear Stress Check: W = 44 lb/ft = 18.7 psf* wtrib M = (See Enercaic) L9111 lb-ft fb = (M*12)/(S*1000) = 3.20 ksi h (in)= 15.72 V = (See Enercaic) LiIIIJ lbs b (in)= 3.00 f. = V/(A*1000) = 0.54 ksi t (in) 9j3 j (ACAD Massprop) Check Fb A = 2.3*(LbSc/(Cbsqrt(IyJ))) 1 /2 = Cc = 0.41(Bc/Dc) = Fcy Bc = Fcy(1+(Fcy/2250)1/2) = Dc = (Bc/10)*(Bc/E)1/2 = Cc = 0.41(Bc/Dc) = Pb = (Mnp(1-(A/Cc))+(ir2EASxc)/Cc3)/(Sxcflb) = = (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 30.68 J = 8.44 in4 (AA §F.4.2.3) 78.38 >A (AA §F.4) 25.00 ksi (AA Table A.3.3) 27.64 (AA Table B.4.2) 0.14 (AA Table B.4.2) 78.38 (AA Table B.4.2) 14.55 ksi (AAF.4) 1.65 (AA F.l) Check P (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 45.73 F. = 0.6F/0 = 10.91 ksi (AA §G.2) A1 = (B5- F)/ 1.25D5 = 38.73 <b/t A2 = C5/1.25 = 75.65 >b/t (AAG.2) B5 = F*(1+(F5,/800)l#'3) = 18.98 C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D5 = (B5i10)*(B5iE)'2 = 0.08 (AA Table B.4.2) F5 = 0.6*Ft = 15.00 ksi (AA Table A.3.l) Fs = (Bs-1.25Dsb/t)/flv = 8.65 ksi with C), = 1.65 (AA G.1 &G.2) Stress ratios fb/Fb = 0.22 <1.0 OK f,/F. = 0.06 < 1.0 OK Interaction (fb/Fb)2 + (f5/FJ2 = 0.05 <1.0 OK (AA Eq H.3.2) Deflection Check: = (See Enercaic) 0.29in <Li24O + 1/4" OK (A.AMATIR-A11) pane = 0.09 in for worse case glass pane Lpane = 69.75 inches A= Hi 9117 <175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) © Critical Structures, Inc Project ViaSat Building 15 Date 2/7/2018 CRITICAL TD i i CTI i D r: Project No 18-706:2 Sheet No 14 iJII\V¼IVI\L.) Subject Mullions By SS BALANCING LNVIRONMLNI AND DESIGN Horizontal Mullions: A= 11.7075th2 I. f 1.3542 in4 Ycg L1.125in Sx = 1xx'Yc4 = 1.204 m3 Total area of glass = P = Glass Area * Weight/2 = A= Pa(3L2 - 42) / 24E1 = A= I 1.7075 in2 1,1= 1 1.3542 in4 yeg.= L1.125iin Sx = 'xx'Ycg = 1.204 in3 Total area of glass = P = Glass Area * Weight/2 = A— Pa(3L2 - 42) / 24E1 = A= 1.9375in2 I,,= f 1.432in4 Ycg Ljjin Sx = Jxx l Jcg 1.432 - 3 Total area of glass = P = Glass Area * Weight/2 = Ei= Pa(3L2 - 42) / 24E1 = 5.75 ft (ACAD Massprop) ft .w/2" x 0.25" bar E= 10,100 ksi Ixx,N 1.833 in4 SxxN 1.629 in3 37.26 ft2 A 3.143 in2 140 lbs a = 19.438 inches (1/4 point of span, 8" minimum) 0.102 inches <0.125 in max. OK <L/360 max. OK 5.75 ft (ACAD Massprop) 6.10 ft E= 10,100 ksi 35.10 ft2 132 lbs a = 18.313 inches (1/4 point of span, 8" minimum) 0.108 inches <0.125 in max. OK <L/360 max. OK IIoUU Horizontal): 6063-T6 Aluminum Wuib [ 1.861 ft (ACAD Massprop) L= L 6.00 ft E= 10,100 ksi 11.19 ft2 42 lbs a = 18 inches (1/4 point of span, 8" minimum) 0.031 inches <0.125 in max. OK <L/360 max. OK .1. y#'... Li T.UU I r).L%.W4La L ai L 11%J. .#L .J I 7UU1 7UJ I 7UA £J1IUULd.LJ. UUUJ LU £UUUIUiUUI A = Wjb = 5.581ft (ACADMassprop) 1= f 1.6645 in4 L=. L 3.811ft y= [1.167in E= 10,100 ksi Sx = 'xx'Ycg = 1.426 in3 Total area of glass = 21.29 ft2 P = Glass Area * Weight/2 = 80 lbs a = 11.438 inches (1/4 point of span, 8" minimum) A= Pa(30 - 42) / 24E1 = 0.013 inches <0.125 in max. OK <L/360 max. OK © Critical Structures, Inc ITI I Project ViaSa Building 15 Date 6/29/2018 tj Project No' o 18-7062 Sheet No STRUCTURES Subject Anchorage By SS BALANCING ENViRONMENt AND aSSIGN Anchorage into Concrete: V. = 520 lbs Review in Simpson Anchor Selector software, Factored load on anchors = 520/0.6 = 867 lbs Per Simpson Anchor Designer Software USE (1) 1/4" dia; HILTI Kwik KH-EZ screw anchor with 2.5 in embedment. 2" mm edge distance & 6" min sacmg @ at ea side of vertical mullion, installation per ICC ESR-3027 Anchorage into Cold Form Steel Vmxfl2O42lb5 D=L0.216mn d- 1 Jin Through aluminum sill w/ wall thickness 0.063" into 22 ga steel try (1) anchors per side t5%flfljflum 0.0625 in V per anchor = Vmax /2102 Is Aluminum: Fp = D - A )1 3*r&1 * - £ns"'t.M,tsteel '-'1 "steel p —) i*. *A*'l? - aluminum aluminum P -2 *d*F - us "steel steel tsteel = 22 ga 30 ksi Cold Form Steel: 585 lbs - Governs 1093.5 lbs 1011.39 lbs tsteel/taluminum = 0.4784 F= 58 ksi (AISI E4.3) P 5/91= 195.1146 Check WC ESR-1976 Table 3, Vano,, in steel = 560 lbs (204/195*2) = 0.52 S 1.0, OK USE (1) ITW Buildex Teks 12-14 TEKS/3 Screws at each side of mullion. with 3" min spacing installation per ICC-ES ESR-1976 Dead Load Anchor dead =[352 lbs M = Pdead * e = 2816 lb-in 'wind —1 1096 lbs V = + Pd 2)05 = 1151 lb Weld per AISC Table 8-4 = 8 in a = 2.28571 D =[C"] (number ofsixteenths) 3.5 in k= 0 C= 0.655 Rn/fl = C*D*l/fl = 0.655*4*3.5/2 = 4.59 kip Steel Clip in Bending "Rectangular Bar" AISC Fl! 1be,8 F = 36 ksi d = lw = 4 lb*d/tL = 512 F 11-2 Governs t (in) = 0.25 M/1.67 = [1.520.274(1b*d/t)(Fy/E)]My = 19341.55 lb-in Mu/Ma = 2816/19342 = 0.15 Vm =111511lbs No. of Bolts = taiuminumL oj in D = in de = EIJ in Check Shear in Aluminur Ftu = 30 ksi nu = 1.95 = 2*F*D*t/n = 1231 lbs V 0w = de*F ut/flu = 923 lbs i— Governs per bolt (1151/923*2) = 0.62 <1.0, OK USE (2) 0.5 in. dia. Bolts w/ 0.75 in. mm. edge distance 0 Critical Structures, Inc (AISC Fl 1-2) CRITI CAL Project ViaSat Building 15 Date 2/7/2018 Project No 18-706:2 Sheet No 16 STRUCTURES Subject Bite By SS BMANCIG LNVIRONMLNI AND DESIGN Structural Sealant "Bite" Design Type 7&9/3.OX h(ft)= 5.938 II 1ft w(ft)1_6.792 1 Perimeter of Gla 25.46 ft Area of Glass, A 40.33 ft2 Weight of Glass, 7.5 psf Interior? Zone 5? Supported Wind 8.81 ft2 (Vert) Wind Load= 20.63 psf Tensile Strength 20 psi Shear Strength, ] 1 psi Supported Wind . 11.35 ft2 (Sill/Head) Wind Load= 25.24 psf CBC 2016 Section 2410.1.1 ASTM C 1249 Section 6.6.1 Bite, C (P*w/2)/F_ 0.255 in <--Governs ASTM C 1249 Section 6.6.2 Equation (7) Type 1/4.00 h(ft)= L 5.583f 'ft w(ft)1 4.000] Perimeter of Gla 19.17 ft Area of Glass, A 22.33 ft2 Weight of Glass,! 7.5 psf Interior? Zone 5? Supported Wind 7.17 ft2 (Vert) Wind Load= 20.63 psf Tensile Strength 20 psi Shear Strength, ] 1 Psi Supported Wind t 4.00 ft2 (Sill/Head) Wind Load= 20.63 psf CBC 2016 Section 2410.1.1 ASTM C 1249 Section 6.6.1 Bite, C (P*W/2)/F= 0.172 in <--Governs ASTM C 1249 Section 6.6.2 Equation (7) © Critical Structures, Inc 17 ACAD MASSPROP FOR MULLIONS T.H607 Area: 1.6109 Perimeter: 32.3270 Bounding box: X:-1.0333 -1.2168 Y: -2.6494 - 2.9800 Centroid: 0.0000 0.0000 Moments of inertia: 5.9234 1.1640 Product of inertia: XY: 0.6830 Radii of gyration: 1.9176 0.8501 Principal moments and X-Y directions about centroid: 6.0195 along [0.9903 0.1393] 1.0680 along [-0.1393 0.9903] TB606 Area: 2.1638 Perimeter: 40.5387 Bounding box: X:-1.0868 - 1.1634 Y: -2.7933 - 2.8357 Centroid: 0.0000 0.0000 Moments of inertia: 7.9160 1.4267 Product of inertia: XY: -0.1388 Radii of gyration: 1.9127 0.8120 Principal moments and X-Y directions about centroid: 7.9189 along [0.9998 -0.0214] 1.4237 along [0.0214 0.9998] OPG1926 Area: 1.9216 Perimeter: 31.1582 Bounding box: -1.1250 - 1.1250 -2.4914 - 2.5716 Centroid: 0.0000 0.0000 Moments of inertia: 7.3618 1.4538 Product of inertia: XY: 0.0000 Radii of gyration: 1.9573 0.8698 Principal moments and X-Y directions about centroid: 7.3618 along [1.0000 0.0000] 1.4538 along [0.0000 1.0000] U OPG191O Area: 2.0298 Perimeter: 33.2344 Bounding box: X:-1.1250 -- 1.1250 Y: -2.9790 - 3.3320 Centroid: 0.0000 0.0000 Moments of inertia: 8.3861 1.4068 Product of inertia: XY: 0.0000 Radii of gyration: 2.0326 0.8325 Principal moments and X-Y directions about centroid: 8.3861 along [1.0000 0.0000] 1.4068 along [0.0000 1.0000] 6 Area: 0.9969 Perimeter: 19.1255 Bounding box: X: -1.0421 - 1.2082 Y:-1.0433 - 1.1417 Centroid: 0.0000 0.0000 Moments of inertia: 0.7598 0.3662 Product of inertia: XY: 0.0061 Radii of gyration: 0.8730 0.6061 Principal moments and X-Y directions about centroid: 0.7599 along [0.9999 0.0155] 0.3661 along [-0.0155 0.9999] TH6ICOC(1-2) (CORNER) Area: 2.4035 Perimeter: 39.6015 Bounding box: X:-1.1430 -- 1.1070 Y:-3.4825 -- 2.8441 Centroid: 0.0000 0.0000 Moments of inertia: 8.8998 1.9146 Product of inertia: XY: 0.0036 Radii of gyration: 1.9243 0.8925 Principal moments and X-Y directions about centroid: 8.8998 along [1.0000 0.0005] 1.9146 along [-0.0005 1.0000] 18 19 0PG1945 (CORNER) 2.5130 Area: Perimeter: 42.7610 Bounding box: X: -1.4994 -- 1.5006 Y:-3.9317 -- 3.3161 Centroid: 0.0000 0.0000 Moments of inertia: X: 13.4311 Y:4.0913 Product of inertia: XY: -0.0033 Radii of gyration: 2.3119 1.2760 Principal moments and X-Y directions about centroid: 1:13.4311 along [1.0000 -0.0004] J: 4.0913 along [0.0004 1.0000] T.H626 (HORIZONTAL) 1.7075 Area: Perimeter: 30.4609 Bounding box: X:-1.8705 - 1.9601 Y:-1.1250 - 1.1250 Centroid: 0.0000 0.0000 Moments of inertia: 1.3642 3.1086 Product of inertia: XY: 0.0000 Radii of gyration: 0.8938 1.3493 Principal moments and X-Y directions about centroid: 1.3642 along [1.0000 0.0000] 3.1086 along [0.0000 1.0000] T600 (RORIZONTAL) 1.9375 Area: Perimeter: 31.0000 Bounding box: X: -3.0000 - 3.0000 Y:-1.0000 -- 1.0000 Centroid: 0.0000 0.0000 Moments of inertia: 1.4320 8.2757 Product of inertia: XY: 0.0000 Radii of gyration: 0.8597 2.0667 Principal moments and X-Y- directions about centroid: 1.4320 along [1.0000 0.0000] 8.2757 along [0.0000 1.0000] I OPG1900-1901-1902 (HORIZONTAL) Area: 2.9971 Perimeter: 58.8666 Bounding box: X:-3.3191 -- 3.6559 Y:-1.1674 -- 1.0845 Centroid: 0.0000 0.0000 Moments of inertia: 1.6645 15.4066 Product of inertia: XY: -0.1335 Radii of gyration: 0.7452 2.2673 Principal moments and X-Y directions about centroid: 1.6632 along [1.0000 0.0097] 15.4079 along [-0.0097 1.0000] TH675 TH653 (Horizontal) Area: 2.3023 Perimeter: 51.9519 Bounding box: X: -2.7676 - 3.2323 Y:-1.3725 - 0.8835 Centroid: 0.0000 0.0000 Moments of inertia: 1.3962 8.7107 Product of inertia: XY: -0.2317 Radii of gyration: 0.7787 1.9451 Principal moments and X-Y directions about centroid: 1.3888 along [0.9995 0.0316] 8.7181 along [-0.0316 0.9995] 20 1852 Lomita Boulevard, Suite 210 • Lomita, California 90717 Phone: 310-530-3050 9 Fax: 310-530-0184 9 Web: www.critical-structures.com Title Block Line I Project Title: You can change this area Engineer: Project ID: using the nSethngsu menu item Project Descr and then using the Printing & 21 Title Blockn selection. Title Block Line 6 Nnted: 26 JAN 2018, 5:51PM LGeneral Beam Analysis File = R:1.JOBSUO9ECD-118-706-1CALCUL-1PHASE2-117-706-2.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.1210, Ver:10.17.12.10 Description: ELEV 1/4.00: CENTER MULLIONS General Beam Properties Elastic Modulus 10100 ksi Span #1 Span Length = 14.50 ft Area = 1.922 inA2 Moment of Inertia = 7.362 inA4 Span #2 Span Length = 10.0 ft Area = 1.922 1nA2 Moment of Inertia = 7.362 mM I. Span = 14.50 ft •1 Span = 10.0 ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: W = 0.0290 k/ft. Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending= 1.438k-ft Maximum Shear = 0.6038 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Location of maximum on span 14.500 ft Location of maximum on span 14.500 ft Maximum Deflection Max Downward Transient Deflection 0.844 in 206 Max Upward Transient Deflection -0.062 in 1937 Max Downward Total Deflection 0.507 in 343 Max Upward Total Deflection -0.037 in 3229 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-fl) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnx/omega Overall MAXimum Envelope Dsgn. L= 14.50 ft 1 1.18 -1.44 1.44 0.60 Dsgn. L = 10.00 ft 2 0.30 -1.44 1.44 0.49 +D+H Dsgn. L= 14.50 ft 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+L+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 +D+Lr+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 It 2 -0.00 +D+S+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00ft 2 -0.00 +D+0.750Lr+0.750L+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+0.750L+0.7505+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+0.60W+H Dsgn. L= 14.50 ft 1 1.18 -1.44 1.44 0.60 Dsgn. L = 10.00 ft 2 0.30 -1.44 1.44 0.49 +D40.70E+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 +D+0.75OLr+0.750L+0.450W+H Dsgn. L = 14.50 ft 1 0.89 -1.08 1.08 0.45 Dsgn. L = 10.00 ft 2 0.22 -1.08 1.08 0.37 +D+0.750L+0.750540.450W+H Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the "Settings" menu item Project Descr and then using the "Punting & 22 Title Block" selection. Title Block Line 6 Pnnted: 26 JAN 2018, 5:51PM General Beam Analysis File= R:UOBSUO9ECD-ll8-706-lcALCUL-1PHASE2-ll7-706-2.ec6 ENERcALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I Description: ELEV 1/4.00: CENTER MULLIONS Load Combination Max Stress Ratios Summary of Moment Values (k-It) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 14.50 It 1 0.89 -1.08 1.08 0.45 Dsgn. L= 110.0011 2 0.22 -1.08 1.08 0.37 +D+0.750L+0.7505+0.5250E+H Dsgn. L= 14.50 It 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn.L = 14.50 ft 1 1.18 -1.44 1.44 0.60 Dsgn. L= 10.00 ft 2 0.30 -1.44 1.44 0.49 +0.60D+0.70E'0.60H Dsgn. L= 14.50 It I . -0.00 Dsgn.L= 10.00ff 2 0.00 1Vertical Reactions Support notation : Far left is #1' Values in KIPS Load Combination Support Support 2 Support 3 Overall MAXimum 0.676 1.826 0.340 Overall MiNimum 0.304 0.822 0.153 +D+H H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L0.750$+H +D+0.60W+H 0.405 1.096 0.204 +D+0.70E+H +D+0.75OLr+0.750L+0.450W+H 0.304 0.822 0.153 +D+0.750L+0.7505+0.450W+H 0.304 0.822 0.153 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H 0.405 1.096 0.204 +0.60D+0.70E+0.60H DOnly - LrOnly L Only S Only W Only 0.676 1.826 0.340 E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & 23 Title Block" selection. Title Block Line 6 Printed: 26 JAN 2018, 5:51 PIA General Beam Analysis File R:U0BSU09ECD-118-706-1CALCUL-1PHASE2-117-706-2.ec8 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:1O.17.12.10 I IUT!A'EiIibIIIIU. Licensee : CRITICAL STRUCTURES, INC Description: ELEV 1/4.00: CENTER MULLIONS LI LI C 0 E 0 234 4. J) 1L1 149 169E 1t42 21i8 24 wanto I +Df K 1441.411 I 4Df['+K I +D+S-H I 4D+I.?Lu+U5)L+H I 00111.015D+H I +DO.6W+K I +D.7DE-11 I Of USELAIS11fr.4sw+o I +D+DJ5DI+DJ5DS+),ISW+H I I +.ID)iD 6+D.5H I sDMD+DJD+).11H Cr 24 4J0 LGC IM2 2U0 clstancecft) I +Df K I +('+l.iH I 4D+Lu+H I +D+c-H I +J1.+.31.4 104010.0795+11 I +DtD.6D).V+H I +140.7E-11 I 4D+(.7tL'+.5Lt(.45(W+H I +D+OJ5DL+D.15D+.45W+K I 4D+.1SILD.755+D.95DE+H I +.6b)iD 6Y+D3DH I +D.6tDD.701+).tIH Title Block Line I Project Title: You can change this area Engineer: using the Settingsu menu item Project Descr: and then using the uPrinting & Title Block selection. Project ID: 24 I iue blOCK Line 0 Printed: 26 JAN 2018, 5:51 PM General Beam Analysis ENERCALC, INC. 1953-2017, Build:10.17.12.10, Ver:10.17.12.10 File = R:UOBSUO9ECD-.118-706-1CALCUL-1PHASE2-117-706-2.ec6 I Description: ELEV 1/4.00: CENTER MULLIONS 2I8 SAI 825 LIOL 23 Hm 17% 1938 llfl an 4D1.H 1441411 1044 144-11 I 4D5JsR..I..;s)L4H I 4I411J9.4DJD4 I +DDAN I +('+D.7DE-H I 4Df.7SL'+.?5L+E.6EW+H I +D+O]5l+D.75D5+.1)+l1 I 0+.19LfD7StSfD3Z5DE+H I +i0)4D 61+D.5011 I)Oy IL'Cst ULOny iOnIi IEO' IlOy Title Block Line I Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & 25 Title Block selection. Title Block Line 6 Printed: 26 JAN 2018, 5:51PM IGeneral Beam Analysis He= R:UOBSUO9ECD-118-706-1CALCUL-1WHASE2-1%17-706-2.e ENERCALC, INC. 1983-2017. Build:10.17.1210, Ver:10.17.12.10 I Description: ELEV 2/4.00: CENTER MULLIONS General Beam Properties Elastic Modulus 10,100.0 ksi Span 01 Span Length = 14.50 ft Area = 2.030 in"2 Moment of Inertia = 8.386 mM Span 02 Span Length = 10.0 ft Area = 2.030 inA2 Moment of Inertia = 8.386 jA4 Span = 14.50 ft Span = 10.0 ft I. Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: W = 0.03027 k/ft. Tributary Width = 3.0 ft DESIGN SUMMARY Maximum Bending = 1.125k-ft Maximum Shear = 0.4726 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Location of maximum on span 14.500 ft Location of maximum on span 14.500 ft Maximum Deflection Max Downward Transient Deflection 0.580 in 299 Max Upward Transient Deflection -0.043 in 2819 Max Downward Total Deflection 0.348 in 499 Max Upward Total Deflection -0.026 in 4699 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/omega Cb Rm Va Max Vnx Vnx/omega Overall MAXimum Envelope Dsgn. L = 14.50 It 1 0.92 -1.13 1.13 0.47 Dsgn.L = 10.00 It 2 0.23 -1.13 1.13 0.38 +D+H Dsgn. L = 14.50 It 1 -0.00 Dsgn. L= 10.00 It 2 -0.00 +D+L+H Dsgn. L = 14.50 It 1 0.00 Dsgn.L = 10.00 ft 2 -0.00 +D+Lr+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 It 2 -0.00 +D+S+H Dsgn. I = 14.50 ft 1 0.00 Dsgn.1 = 10.00 ft 2 -0.00 D+0.750Lr+0.750L+H Dsgn. L = 14.50 It 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+0.750L+0.7505+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 It 2 -0.00 +D+0.60W+H Dsgn.L = 14.50 It 1 0.92 -1.13 1.13 0.47 Dsgn. L= 10.00 It 2 0.23 -1.13 1.13 0.38 +D+0.70E+H Dsgn. I = 14.50 it 1 -0.00 Dsgn. L = 10.00 It 2 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 14.50 ft 1 0.69 -0.84 0.84 0.35 Dsgn.L= 10.00ft 2 0.18 -0.84 0.84 0.29 D+0.750L+0.7505+0.450W+H Title Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project Descr: and then using the Writing & Title Block" selection. Project ID: 26 Printed: 26 JAN 2018. 5:57PM General Beam Analysis File= R.UOBStJ09ECD-118-706-1tCALCUL-1tPHASE2-117-706-2.ec6 111 I ENERCALC, INC. 1983-2011, Build:10.17.12.10,Ver:1O.17.12.10 Description: ELEV 2/4.00: CENTER MULLIONS Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax- Ma - Max Mnx Mnx!Omega Cb Rm Va Max Vnx Vnx!Omega Deign. L = 14.50 ft 1 0.69 -0.84 0.84 0.35 Dsgn.L= 10.00111 2 0.18 -0.84 0.84 0.29 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 14.50 ft 1 -0.00 Dsgn.L= 10.00ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn.L = 14.50 ft 1 0.92 -1.13 1.13 0.47 Dsgn.L= 10.0011 2 0.23 -1.13 1.13 0.38 +0.60D+0.70E+0.60H Dsgn. I = 14.50 ft 1 -0.00 Dsgn.L= 10.00ft 2 -0.00 VeticiiReactioi - - - Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 0.529 1.429 0.266 Overall MINimum 0.238 0.643 0.120 +D+H +D+L+H +D+S+H +D+0.750Lr#0.7501+H +D+0.750L+0.7505+H +D+0.60W+H 0.317 0.858 0.160 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.238 0.643 0.120 +D+0.750L+0.7505o0.450W+H 0.238 0.643 0.120 +D+0.7501+6.750540.5250E+H +0.60Ds0.60W+0.60H 0.317 0.858 0.160 +0.600+0.70E+0.60H D Only LrOnly LOnly S Only W Only 0.529 1.429 0.266 E Only H Only hi C E 0 0-1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printlng & 27 Title Block" selection. Title Block Line 6 Printed: 26 JAN 2018, 5:57PM File" General Beam Analysis .ENERcALN9B2O17Build:1O.i7.121O,Ver:10.17.12.1b.. I IitY,I,IiI*KIM Description: ELEV 2/4.00: CENTER MULLIONS en 2.34 4. 73 J) u's 14.5$ H 1942 21. cEeft Of I f('+l.iH I 4D+Li+H I +D+S-H I 4.J5L4I.)L+I I +D401D.+DJ5D+H I +D+O.6W+H I f('+D.7DE-H I iDf.?S(L* ?SIL+E.6W+I I +D+Di5DI+D.75DS+).4)sH I 0+.15HL+DSS+D.5Z5D1+H I +UD)40 6+D.5DH I +DMDD.7D1+).4l n ie 2J4 4J0 .fl I ri 142 LGC l,42 214 istanze cru I +Df H I f('+LIH I 4DfL'+H I 14+5-H I 0+5Lu+5)1.4 I +DiDJD.+DJ!OS+H I +D14.6D1.'+H I f 140.1E-11 I 4Di..75tLI+II25L+E.45(W+H I +D+DJDL+D.75D+).155Y+H I 4D+.151. J55sD.SZ5DE+H I +.6D)4D 60i+D3OH I +.6EDfb.7UI+).6DH TiDe Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the "Printing & 28 Title Block" selection. Title Block Line 6 Printed: 26 JAN 2018, 5:57PM General Beam Analysis File" RUOBSUO9ECD-118-706-1CALCUL-1PHASE2-117-708-2.ec6 6 ENERCALC, INC. 1983-2017. Bui!d:10.17.12.10, Ver:10.17.12.10 I ic. KW-06000315 Licensee : CRITICAL STRUCTURES, INC Description: ELEV 2/4.00: CENTER MULLIONS An. 57 825 I1UL 223 Am 11I% 1938 2111 2313 cistancecft I4DeH U 044H U 4D1.L14H 1114I411 0451.4.331.40 14D4DJ!D.4JS5c4H I +DID.6W+H I f+D.7DE-11 I 0+.7 L*.1StLft.4SWH I +D+OJ!DI+D.75M+).4W+H I 4D4 5LfD7S5fO.9Sb+H I +.6D)4D 6+D3DH I+D.6tDf070+).DH I )Oely I bcoly ElLOny I Mill IWO' I E01h hooT Tifle Block Line 1 Project Title: You can change this area Engineer: using the "Settings' menu item Project Descr: and then using the Printing & Title Block selection. Project ID: 29 Printed: 26 JAN 2018. 5:55PM General Beam Analysis File= R:U0BSU09ECD-118.706..1cALCUL-1tPHASE2-117.706.2.ec6 I ENERCALC INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: ELEV 1/4.00: EDGE MULLIONS General Beam Properties Elastic Modulus 10,100.0 ksi Span 01 Span Length = 14.50 ft Area = 2.030 inA2 Moment of Inertia = 8.386 jA4 Span #2 Span Length = 10.0 ft Area = 2.030 inA2 Moment of Inertia = 8.386 mM Span 14.50 ft Span = 10.0 ft 1- 1 'I Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: W = 0.03172 klft, Tributary Width = 1.930 It DESIGN SUMMARY Maximum Bending = 0.759k-ft Maximum Shear = 0.3186 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Location of maximum on span 14.500 It Location of maximum on span 14.500 ft Maximum Deflection Max Downward Transient Deflection 0.391 in 444 Max Upward Transient Deflection -0.029 in 4182 Max Downward Total Deflection 0.235 in 741 Max Upward Total Deflection -0.017 in 6971 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega Overall MAXimum Envelope Dsgn. L = 14.50 ft 1 0.62 -0.76 0.76 0.32 Dsgn. L = 10.00 ft 2 0.16 -0.76 0.76 0.26 +D+H Dsgn. L = 14.50 It 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 +D+L+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn.L = 10.00 it 2 -0.00 +D+Lr+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 +D+S+H Dsgn. I = 14.50 ft 1 -0.00 Dsgn.L = 10.00 ft 2 -0.00 +D+0.7501r+0.7501+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn.L= 10.00ft 2 -0.00 +D+0.7501i0.7505+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 it 2 -0.00 +D+0.60W+H Dsgn. I = 14.50 It 1 0.62 -0.76 0.76 0.32 Dsgn. L = 10.00 It 2 0.16 -0.76 0.76 0.26 +D+Q.70E+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn.L = 10.00 ft 2 -0.00 +D+0.750Lr+0.750L+0450W+H Dsgn. I = 14.50 ft 1 0.47 -0.57 0.57 0.24 Dsgn. L = 10.00 ft 2 0.12 -0.57 0.57 0.19 +D+0.7501+0.750540.450W+H Tile Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then Using the nPrinting & 30 Title Blocku selection. I we DIULK une 0 - Punted: 26 JAN 2018, 5:55PM General Beam Analysis File= 6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.11.12.10 I Lic. Licensee : CRITICAL STRUCTURES, INC Description: ELEV 1/4.00: EDGE MULLIONS Load Combination Max Stress Ratici Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mrnax + Mmax -. Ma - Max Mnx Mnx/omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 14.50 ft 1 OR -0.57 0.57 0.24 Dsgn.L 10.00ft 2 0.12 -0.57 0.57 0.19 +D+0.750L+0.7505+0.5250E+H Dsgn. L= 14.50 ft 1 0.00 Dsgn. L = 10.00 ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn. L 14.50 ft 1 0.62 -0.76. 0.76 . 0.32 Dsgn. L 10.00 ft 2 0.16 -0.76 0.76 0.26 +0.60D+0.70E+0.60H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 rveiil Reactions . Suppárt notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 0.357 0.964 0.180 Overall MiNimum 0.160 0.434 0.081 +D+H +D+L+H +D+Lr+H +D+S+H . . +D+0.750Lr+0.750L+H +D+0.750Ls0.750S+H +D+0.60W+H 0.214 0.578 0.108 +D+O.7OE4H +D+0.75OLr+0.750L+0.450W+H 0.160 0.434 0.081 +D+0350L+0.7505+0.450W+H 0.160 0.434 0.081 +D+0.750L+0.7505+0.5250E+H +0.600+0.60w+0.60H 0.214 0.578 0.108 +0.60D+0.70E10.60H D Only Li Only L Only S Only Wanly 0.357 0.964 0.180 EOnly H Only C 0 E 0 0-1 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & 31 Title Block" selection. Title Block Line 6 Pnnted: 26 JAN 2018. 5:55PM General Beam Analysis File R:U0BSUO9ECD-118-706-1tCALCUL-1PHASE2--1117-706-2.ec6 ENERCALC, INC. 1983-2017, Build:1O.17.12.10, Ver:10.17.12.1O I 'Lic. Licensee : CRITICAL STRUCTURES, INC Description: ELEV 1/4.00: EDGE MULLIONS 234 4. !.3 J) 1,1 14.50 16SE lA2 am 24 wavoi I +Dth 11,141.411 I 4DL'+H I +D+S-K I 4D+I.7L*iS)L+N I +040JD.019411 I +DO.6D1.'+H I iD470E-11 I 4Dfr.7 L'+5iL+t.4StW+0 I +D+DJ!DL+D.7D+).1)+H I 4DAISHAISESORSDEM I +UD)*D 61c+D3DH +D.6(D+D.7M+).011 A 2.4 4. 9l I40 161 042 21AO anceft +Df H I +('+L+H I +D+L'+fl I ++5-H 100.851.0.331.0 I 04010.4150S+H I +D+D.6WsH I ('+O.7DE-H I +0s1.7SCLt+ 5HL.4StW+H I ++DJDt+D. D+.1W+H I 0+ 5L+D.7tSfD3Z5D(+H I +1.0)40 61A+D3011 I 4007tiI0.011 Tide Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project Descr: and then using the Prinflng & Title Block selection. Project ID: 32 I me blOCK Line a Pnnled: 26 JAN 2018, 5:55PM General Beam Analysis File R:UOBSUO9ECD-118-706-1tcALCUL-1PHASE2-117-706-2.ec6 ENERCALC, INC. 19832017, Build:1O.17.12.1O, Ver:1O.17.12.1O I Description: ELEV 1/4.00: EDGE MULLIONS A A. 1,8 51 825 IIUL BJ3 1O4 1938 2111 ?3J3 Dancecft 144 144411 I 4De.t.4111 I44-11 I 451.4.331,.I11 U4I4DJ!D.4DJ5O4H I Of DAN I +('+D.DE-H I iDft.7 L'+.SL+E,4SFW+fl I 00150I+D.75D+).4S+H I 4.7SL+D.7S5D.5Z!D+H I +..6D)4D 6+11.011 I+DD+D.Th+)6DH I )061y I Hily May I W IWO'l 1 E01liOny Title Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project Descr: and then using the nPirinfing & Title Block" selection. Project ID: 33 I WO DIUM LIFIC u Printed: 26 JAW 2018, 6:01PM General Beam Analysis File R:UOBSUO9ECD-118-706-1CALCUL-flPHASE2-117-706-2.ec6 I ENERCALC. INC. 1983-2017. BuiId:1O.17.1210. Ver:10.17.12.1O Description: ELEV 1&214.00: CORNER MULLION General Beam Properties Elastic Modulus 10,100.0 ksi Span #1 Span Length = 14.50 It Area= 2.513 inA2 Moment of Inertia = 13.431 mM Span #2 Span Length = 10.0 ft Area= 2.513 inA2 Momentof Inertia = 13.431 mM Span = 14.50 ft Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: W = 0.03115 k/ft, Tributary Width = 2.360 It DESIGN SUMMARY Maximum Bending = 0.911 k-ft Maximum Shear = 0.3826 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Location of maximum on span 14.500 It Location of maximum on span 14.500 ft Maximum Deflection Max Downward Transient Deflection 0.293 in 593 Max Upward Transient Deflection -0.022 in 5579 Max Downward Total Deflection 0.176 in 988 Max Upward Total Deflection -0.013 in 9298 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-fl) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Overall MAXimum Envelope Dsgn. L = 14.50 ft 1 0.75 -0.91 0.91 0.38 Dsgn. L = 10.00 ft 2 0.19 -0.91 0.91 0.31 +D+H Dsgn.L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 It 2 -0.00 +D+L+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+Lx+H Dsgn.1 = 14.50 ft 1 -0.00 Dsgn. L = 10.00 ft 2 -0.00 +D+S+H Dsgn. L= 14.50 It 1 -0.00 Dsgn. L= 10.00 ft 2 -0.00 +D+0.750Lr+0.750L+H Dsgn. L = 14.50 It 1 -0.00 Dsgn.1 10.00ft 2 -0.00 +D+0.750L+0.750S+H Dsgn. L = 14.50 ft 1 -0.00 Dsgn.L = 10.00 ft 2 -0.00 +D+0.60W+H Dsgn. L = 14.50 ft 1 0.75 -0.91 0.91 0.38 Dsgn. L = 10.00 ft 2 0.19 -0.91 0.91 0.31 +D+0.70E+H Dsgn. I = 14.50 ft 1 -0.00 Dsgn. L = 10.00 It 2 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 14.50 ft 1 0.56 -0.68 0.68 0.29 Dsgn. L = 10.00 ft 2 0.14 -0.68 0.68 0.23 +D+0.750L+0.7505+O.450W+H Title Block Line 1 Project Title: You can change this area Engineer: Project ID:• using the Settings menu item Project Descr: and then using the'Printing & 34 Title Block selection. Title Block Line 6 - Pnnled: 26 JAN 2018, 6:01PM File = 6 General Beam Analysis ENERCALC, INC. 1983-2017,Build:10.17.12.1O,Ver:1O.17.12.1O I Lic. Licensee : CRITICAL STRUCTURES, INC Description: ELEV 1&214.00: CORNER MULLION Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx!Omega Dsgn. 1 14.50 ft 1 0.56 .0.68 0.68 0.29 Dsgn. I = 10.00 ft 2 0.14 -0.68 0.68 - 0.23 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 14.50 It I -0.00 Dsgh.L 10.00ft 2 -0.00 +0.60D+0.60W+0.60H Dsgn.L 14.50ft 1 0.75 -0.91 0.91 0.38 Dsgn.L= 10.00ft 2 0.19 -0.91 0.91 0.31 +0.60D+0.70E+0.60H Dsgn.L= 14.50 It 1 -0.00 Dsgn.L 10.00 ft 2 -0.00 FVertical Reactions____________ - Support notation : Far left is #1 Values in KU'S Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.428 1.157 0.216 Overall MiNimum 0.193 0.521 0.097 +D+H H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L40.7505+H +D+0.60W+H . 0.257 0.694 0.129 +D+0.70E+H - +D+0.750Lr+0.7501+O.450W+H 0.193 0.521 0.097 +D+0.7501+0.7505+O.450W+H 0.193 0.521 0.097 +D+0.750L+0.7505-'0.5250E+H +0.60D+0.60W+0.60H 0.257 0.694 0.129 +0.60D+0.70E+0.60H DOnly LrOnly LOnly S Only WOnly 0.428 1.157 0.216 EOnIy H Only .10 C E 0 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the uSettingsu menu item Project Descr: and then using the nPirinting & 35 Title Block0 selection. Title Block Line 6 Pñnled: 26 JAN 2018, 6:01PM General Beam Analysis File= R:UOBSUO9ECD-118-706-1CALCUL-1lPHASE2-117-706-2.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:1O.17.12.1O I I!!fiIIsIsIi1H. Licensee : CRITICAL STRUCTURES-, INC Description: ELEV 1&214.00: CORNER MULLION 234 430 IS 145 L6SE 19.42 21J8 24 cistanecft I +D4H I f14411 I 4DfLi+H I +D+-H 100.191.40.331.0 I +04010.0111S+H 0460W I f ('+0.70E-H I 4Di'.7StL* SL+E.6(W+H I 0+01501+0.755+).1)+11 I 4D+.15Lf DAM D. D+H I +.6D)iD 6+D3DH 000.7010.011 AV 2,34 4J0 J3 I ri 1450 lGC OR 210 cistante ft) +DH I f ('+LiH I 4DL'+H I +D+S-H I 4D.75lL'+5.3L+H I +D40JD.+DJDS+H +DDAM I s+D.7DE-H I 4Di.7tL'+I,.5L+(.4StW+K I +D+DJ5DI+D.7OS+3.4S3!,'+H I 0+.7 LfD.7S ,D52D+fl I +.6D)41) 6+O3DH I +D.6DD.70E+).6DH Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the Printing & 36 Title Block" selection. Title Block Line 6 Printed: 26 JAN 2018, 6:0113M General Beam Analysis Fite RM0BSU09ECD-118-706-1CALCUL-1PHASE2-117-705-2.ec6 ENERCALC, INC. 1983-2017, 8uild:10.17.12.10, Ver:10.17.12.10 I 'Lic. Licensee : CRITICAL STRUCTURES, INC Description: ELEV 1&214.00: CORNER MULLION A A• 28 51 825 110' B3 Am 17.96 1938 211 ?373 cancefu +DeH 144411 I 4D1.L4H 144-11 I eL'J3L4li I 4(14DJ!D.4DJS594H I +D+D.6D+H I ic+D.7E-H I 4Df.7SCLI+.5LI.r.4StW+H I 0019147DS+).4W+11 I +D+D.ISDLfD7S(fD.5Z!D+tl I +b.tD)4D 003511 I+D$(DfD.7M+).DH I)Only I H11y OLOny 1 M1 IWOi IEO' hOOT o www.hlltl.us Profis Anchor 2.7.5 Company: CSI Page: 37 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-530-3050 I Date: 2/7/2018 E-Mail: Specifier's comments: 867# Hilti Anchor linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [lb. In.Ib] KINK HUS-EZ (KH-EZ) 114 (2 112) heta = 1.920 in., h,,,,, = 2.500 in. Carbon Steel ESR-3027 211120161 12/11/2017 Design method ACI 318-14 / Meth. eb = 0.000 in. (no stand-off); t = 0.060 in. Ix x ly x t = 2.000 in. x 20.000 in. x 0.060 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, = 2500 psi; h = 4.125 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hits AG, FL-9494 Schaan Hull is a registered Trademark of Huh AG, Schaan www.hlltl.us Profis Anchor 2.7.5 Company: CSI Page: 38 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-7062 Phone I Fax: 310-530-30501 Date: 217/2018 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (lbj Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 159 433 433 0 159 433 433 max. concrete compressive strain: - max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 319 UbI resulting compression force in (xly)=(0.000/0.000): 0 [lb] 3 Tension load Load N 5 [lb] Capacity + N [lb] Utilization PN = NUJ+ Nn Status Steel Strength* 159 3679 5 OK Pullout Strength* 159 758 22 OK Concrete Breakout Strength" 319 1475 22 OK * anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-3027 4i N N 5 ACI 318-14 Table 17.3.1.1 Variables 'ee.N [111.2] fu15 [psi] 0.05 125000 Calculations N. [lb] 5660 Results Nan FIb] + steel 4i Nsa [fl] Nua [Ib] 5660 0.650 3679 159 3.2 Pullout Strength Npn,f. = N 20 7 a 2500 refer to ICC-ES ESR-3027 $Npnf, ;t Nua ACI 318-14 Table 17.3.1.1 Variables f [psi] N 2 [lb] 2500 1.000 1166 Calculations 2500 1.000 Results Nnnç ON concrete + Npni (Ib] Nua (Ib] 1166 0.650 758 159 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Huh Is a registered Trademark of Hilti AG, Schaan www.hlltLus Profis Anchor 2.7.5 Company: CSi Page: 39 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210. Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-53D-30501 Date: 217/2018 E-Mail: 3.3 Concrete Breakout Strength Ng = ( AN') 'V ec.N 'V ed.N 'V c.N 'V cp.N Nb 4 Ncg2!Nja ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) AN, =9 hef ACI 318-14 Eq. (17.4.2.1 b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) 'Vec.N = ( +N) ACI 318-14 Eq. (17.4.2.4) 'V ed.N = 0.7 + 0.3 (f!gn) 1.0 af ACI 318-14 Eq. (17.4.2.5b) 'V cp.N = MAX( !!i!, iet) S 1.0 ACI 318-14 Eq. (17.4.2.7b) Cac No = kc X a 'k hJ ACI 318-14 Eq. (17.4.2.2a) Variables h [in.] eC1,N [in.] ec N [in.] Ca pjn [in.] 'V c.N 1.920 0.000 0.000 1.500 1.000 co, [in.] kc a f[Ps'1 2.780 17 1.000 2500 Calculations AN. (in.2] ANCo [in.2] 'V ecl.N 'V ec2.N 41 ed.N 'V cp N Nb Pb] 38.88 33.18 1.000 1.000 0.856 1.000 2261 Results Nthq (Ib] 4) concrete 4t Nthq (Ib] Nua (Ib] 2269 0.650 1475 319 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hiltl AG, FL-9494 Schoen Hull Is a registered Trademark of Huh AG. Schoen www.hlltius Profis Anchor 2.7.5 Company: CSI Page: 40 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-530-3050 I Date: 217/2018 E-Mail: 4 Shear load Load Vua [Ib] Capacity$ V [Ib] Utilization (tv = VUJ$ V, Status Steel Strength 433 930 47 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength 867 1588 55 OK Concrete edge failure in direction x+ 867 946 92 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = ESR value refer to ICC-ES ESR-3027 V, a V ACI 318-14 Table 17.3.1.1 Variables Asev [in.2] f [psi] 0.05 125000 Calculations Vsa Jb] 1550 Results Vsa fib] $ stern • V. [lb] Vua [ib] 1550 0.600 930 433 4.2 Pryout Strength Vqg - rIANC + Vcpg Vua A, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) A "NcO = 9 "ef 1 = 2eNS1.0 ( 'V ecN 3-h;;, 'I'ed.N =O.l+O.3(f.L)l.o V q,N = MAX(E cac ' can 0 Nb =kcX a '/Th' c of ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp hei [in.] eC1.N [in.] e.N [in.] ca.min [in.] 1 1.920 0.000 0.000 1.500 'V c.N C [In.] k. X a t: [psi] 1.000 2.780 17 1.000 2500 Calculations Atic [in.2] A [ifl.1 'V ecl.N 'V ec2.N V ed.N V cpN Nb [Ib] 38.88 33.18 1.000 1.000 0.856 1.000 2261 Results V 9 [lb] $ Concrete $ Vqg [lb] Vua VbJ 2269 0.700 1588 867 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hiltLus 11111111 Profis Anchor 2.7.5 Company: CSI Page: 41 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-530-3050 I Date: 21712018 E-Mail: 4.3 Concrete edge failure in direction x+ Vci,g = W ec.V V ed,v V c.V V h.V 'V Vb parallel.V ACI 318-14 Eq. (17.5.2.1 b) 4) Vft a V ACI 318-14 Table 17.3.1.1 Av0 see ACI 318-14, Section 17.5.2.1. Fig. R 17.5.2.1(b) Avg = 4.5 c 1 ACI 318-14 Eq. (17.5.2.1c) 'l'ec.v =( ACI 318-14 Eq. (17.5.2.5) 3c01 y ed,v = 0.7 + 0.3(T)5 1.0 ACI 318-14 Eq. (17.5.2.6b) = 1.0 4' h.V ACI 318-14 Eq. (17.5.2.8) Vb = (7 (k-) .i) ?. c ACI 318-14 Eq. (17.5.2.2a) Variables c [in.) c [in.) e0v [in.] 'v c.v he [in.] 1.875 - 0.000 1.000 4.125 'a (in.] IL a da [in.) t [psi] 1.920 1.000 0.250 2500 1.000 Calculations Ave (in.2) Avco (in.2) w ac,V 'I' e.v 'V h.V Vb [lb] 31.64 15.82 1.000 1.000 1.000 675 Results Vcig [lb) 4) concrete 4) Vctrq 1(b) Vua [jbj 1351 0.700 946 867 5 Combined tension and shear loads ON 15v C Utilization ON.V [%] Status 0.216 0.917 5/3 95 OK PNv = A + p, <= 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, 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. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased 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 manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPh). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schsan Hilt is registered Trademark of Huh AG, Schaan www.hlltLus CMM--i.1 I Profis Anchor 2.7.5 Company: CSl Page: 42 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-530-30501 Date: 2/7/2018 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) Profile: no profile Installation torque: 216.002 in.lb Hole diameter in the fixture: df = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.060 in. Hole depth in the base material: 2.875 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.125 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque wrench Properly sized drill bit Coordinates Anchor in. Anchor x y C.5 C 5 C., C., 1 0.000 -3.000 1.500 1.875 - - 2 0.000 3.000 1.500 1.875 - - Input data and results must be checked for agreement with the existing conditions and for plausibiiityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan HIIIJ Is a registered Trademark of HIIIJ AG, Schaan www.hlltl.us Profis Anchor 2.7.5 Company: CSI Page: 43 Specifier: SS Project: ViaSat Building 15 Address: 1852 Lomita Blvd. Ste. 210, Lomita, CA 90717 Sub-Project I Pos. No.: 17-706:2 Phone I Fax: 310-530-30501 Date: 2/7/2018 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbliltyl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Hilti is registered Trademark of Hull AG. Schasn CRITICAL PROJE REVISION:_ ____ DATE:_ STRUCTURES PROJECT NO.:=_LL2i___ SHEET NO.' BALANCING ENVIRONMENT AND DESIGN www.criticol-structures.com SUBJECT L b-f4' Oi9)O_ .'U)1l 'S 4f'Ae 4,ve PD mA)c O00(2. ,'ii. . - r C€ui'c OPuc) Pfcgr) e roL, Ass cj c'ceL (,Jri) •' zS" (FuLAY O1JED) Q90 a.Of%2.- '1. -i'-i - &t cJ.-oo 0 , I? -J O'tJ LX ii -t-rJ OW rtAAtJ P(5pi(Z. + 4 1) - 2t.. F.y Cocy' Owe. A- * 1j11j (o ('e. Htvc urry o azet oecai* tOj: - - o o I t - o , Copyright Critical Structures, Inc. 00 ~r4)U 03 0< cn rnCfl1 rJr'-) 00 -• rOt%) cbb 9 Co oo- 50 DCD rn I CO Pj - Qo C) • tQ5I\) (0 CA) - z I0 CD C) () 00 ,w 00 — 0 0 wT - WHTWiG4URNER Whiting-Turner Contracting Co 3911 Sorrento Valley Blvd. Suite 100 San Diego CA 92121 USA PROJECT: ViaSat Bressi Ranch Campus - DATE: 07/30/2018 To: CDS Architects, Inc. dba Smith Consulting Architec RE: 15-053-B15 Curtain Wall Deferred 13280 Evening Creek Drive South Suite 125 San Diego CA92128 United States ATTN: Joseph Dasilva JOB: 016530 WE ARE SENDING: —' Shop Drawings SUBMITTED FOR: lS,/ Approval — Approved as Submitted — Letter Your Use — — Approved as Noted — Prints — As Requested — Returned After Loan — Change Order Review and Comment — — Resubmit — Plans — Submit — Samples — Returned — Specifications / Attached I I Separate Cover — Returned for Corrections — Other: Other: N s/ Due Date: 08/13/2018 / Submittal: — Other: Line Item Package Code Rev. QTY Date Description Status I Submittal 15-053 084413-13 0 07/30/2018 Curtain Wall Deferr Caics & Shops 03. Submitted - REMARKS: CC: Signed: (THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. THIS REVIEW IN NO WAY EASES THE SUBCONTRACTOR/SUPPLIER FROM PONSIBILITY TO ADHERE TO THE REQUIREMENTS OF THE TRACT DRAWINGS. INCLUDING ALL DIMENSIONS AND IEWED BY: JPzar E: 07/30/2018 llrTAL PKG NO.: VBR Submittal 15-053-084413-00-B15 Curtain Deferred.pdf WHITING-TURNER CONTRACTING COMPANY rector shall field verify all dimensions in accordance with the act documents Josh Azar BRESSI RANCH — BLDG. #15 2436 TOWN GARDEN ROAD CARLSBAD, CA SO CAl. GLASS 25255 VISTA MURRIETA MURRIETA, CA 92562 PHONE: (951) 686-1033 lAx: (951)-696-1923 I/\I REVISION IBYl GENERAL CONTRACTOR: WHITING-TURNER CONTRACTING CO 3911 SORRENTO VALLEY BLVD, SUITE 100 SAN DIEGO, CA 92121 ff OF ESS,Q* 61IAN UJ S4204 rn ARCHITECT: SMITH CONSULTING ARCHITECTS ~Z_EO_F GALW 06/05/2018 PT No Exception Taken 0 Make Corrections Noted 0 Rejected 0 Revise and Resubmit 0 Submit Spedfied item Checking is only for general confirmation with the Design Concept of the Project and general compliance with the Information given in the Contract Documents. Any action shown is subject to the requirements of plane and specifications. Contractor Is responsible for quantities; job site; fabrication processes and techniques of construction; coordination of his work with that of aIt other trades, and the satisfactory performance of his work. SMITH CONSULTING ARCHITECTS Adrian Maldonado Date: 08.07.2018 13280 EVENING CREEK DRIVE SOUTH SAN DIEGO, CA 92128 NO EXCEPTiONS TAKEN D FURNISH AS CORRECTED E3 SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT o REJECTED 0 NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance with the inlbrmation induded in the Contract Documents. Any action shown is subject to the requirements of the drawings and specificutlons. 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. WISENAN + ROHY STRUCTURAL ENGINEERS By: DM Daie 07/31/2018 BY: M. OVERHOLT DATE: 04/08/2018 3RD SUBMITTAL SET DELTA 3 jS H 0 R D RAW1 N GS COVER Data: 11/08/2017 Scale: His Drawn: M. OVERHOLT [11111] I PROJECT INFORMATION: I PROJECT: BRESSI RANCH - BLDG. #15 2436 TOWN GARDEN ROAD CARLSBAD, CA 92009 GLAZING CONTRACTOR: SO CAL GLASS, INC. 25255 VISTA MURRIETA MURRIETA, CA 92562 PH: 951-696-1033 FAX: 951-696-1923 EMAIL: INFO@SOCALGLASSINC.COM BUILDING CODE: CALIFORNIA BUILDING CODE 2016 WINDLOADS: BASIC WIND SPEED RISK CATEGORY WIND IMPORTANCE FACTOR (1w) WIND EXPOSURE BLDG. ROOF HEIGHT SEISMIC CRITERIA: SEISMIC DESIGN CATEGORY RISK CATEGORY SITE CLASS SEISMIC IMPORTANCE FACTOR SOS =110MPH = 1.0 =C = 24-0" =C = 1.00 = 0.7570 FRAMING: EXTERIOR CURTAIN WALL: ARCADIA T 500 SERIES -> 1900 OPG 2 Y4" X 7" SYSTEM WITH SPANDREL ADAPTOR (T500-OPGSPDRL) SERIES 2 Y4" X 2%" OFFSET GLAZEDICAPATURED EDGES ARCADIA TC670 SERIES -> 21/4" X 6" SYSTEM OFFSET GLAZED SYSTEM SO CAL GLASS 25255 VISTA UURRIETA MURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-I923 I/\I REVISION IBYl GENERAL NOTES Dote: 11/08/2017 Scale: NTS Drawn: M. OVERKOLT TO MATCH BUILDING I2 AND JA TABLE OF CONTENTS: SHEET DWG DESCRIPTION REVISION 1000 COVER 2 0.01 GENERAL NOTES A A A - 3 1.00 1ST FLOOR PLAN (PART A) A - - 4 1.01 1ST FLOOR PLAN (PART B) 6 1.02 2ND FLOOR PLAN (PART A) 6 1.03 2ND FLOOR PLAN (PART B) - - 7 200 BUILDING ELEVATIONS (EASTMEST) 6 2.01 BUILDING ELEVATIONS (NORTH I SOUTH) A - - 9 3.00 ENLARGED ELEVATIONS I& A - 10 3.01 ENLARGED ELEVATIONS &= 11 302 ENLARGED ELEVATIONS A A 12 3.03 ENLARGED ELEVATIONS A A 13 3.04 ENLARGED ELEVATIONS - 14 3.05 ENLARGED ELEVATIONS - 16 307 ENLARGED ELEVATIONS - - :1 7:A 3.08 ENLARGED ELEVATIONS 18 j%1jW19'WAEt'i.EVATION 19 5.00 DETAILS I&A - 20 5.01 DETAILS - - 21 502 DETAILS 22 5.03 DETAILS - - 23 5.04 DETAILS 24 505 DETAILS 25 S---- 28 26 507 DETAILS V9DETAILS 28 DE L A &-- - 30 ! 5.11 DETAILS 32 6.01 DETAILS A 33 joaLD--._=.. - - - - 1 34 6.03 1 DETAILS i) - - A A - 24.. DETAILS - - REPETITIVE NOTES: NO D E S C R I P T 1 0 N CONTINUOUS SEALANT WITH BACKER ROD SHIMS AS REQUIRED STANDARD ARCADIA WEEP ( REFERENCE INSTALLATION INSTRUCTIONS GLASS SETTING BLOCKS SEAL FASTENER HEADS AS REQUIRED i: SHIM AS REQ'D GLASS ANTI-WALK BLOCKS WATER DIVERTER SET IN SEALANT END DAM AT BOTH ENDS OF SILL ABBREVIATIONS: EQ. = EQUAL = DEAD LOAD ANCHOR D.L.O. = DAYLITE OPENING D.O. DOOR OPENING A =WIND LOAD ANCHOR F.D. = FRAME DIMENSION O.C. = ON CENTER . R.O. = ROUGH OPENING I SETTING BLOCKS FOR HORIZONTALS TYP. = TYPICAL I ARE TO BE AT 1/4 POINTS, UNLESS I OTHERWISE NOTED ON THE ELEVATIONS V.I.F. = VERIFY IN FIELD D.P. = DIMENSION POINT GLASS SCHEDULE MATERIAL LEGEND: MARK TYPE DESCRIPTION 1/4" SOLARBAN 60 ON ATLANTICA GLASS (TEMPERED AS PER CODE) GL-1 1" IG SB 60 ATLANTICA 1/2 BLACK IR SPACE 1/ LEAR GLASS (TEMPERED AS PER CODE) 1/4" SOLARBAN 60 ON ATLANTICA GLASS WITH FRIT GL-1F 1" IG SB 60 AlL. FRIT 1/2)AIR SPACE (TEMPERED AS PER CODE) 1/0tLEAR GLASS (TEMPERED AS PER CODE) 1W SOLARBAN 60 ON ATLANTICA (TEMPERED AS PER CODE GL-2 1" 10 SB 60 SPANDRELJ 1/2" BLACK AIR SPACE "GORGE WATER" (TEMPERED AS PER CODE) 'Isl 1/4" CLEAR GLASS WITH OPACI-COAT 300 FRAZEE 1031W 1/4" SOLARBAI OXLN STARPHIRE (TEMPERED AS PER CODE) GL-3 1" SOLARBAO XL 1 1/IPACE 1! TARPHIRE GLASS (TEMPERED AS PER CODE) '.6" CLEAR TEMPERED GL-6 9/16 CLEAR LAMI 0.060 SGP INTERLAYER Y4" CLEAR TEMPERED oF ES 6frIAN S4204 uIu !EOF CA\.' CUSTOMER, GENERAL CONTRACTOR, & ARCHITECT NOTES: THESE SHOP DRAWINGS. WHEN APPROVED, WILL SUPERSEDE ALL OTHER DOCUMENTS WITH WHICH THE JOB WILL BE MANUFACTURED. ANY SUBSEQUENT CHANGES ARE SUBJECT TO THE APPROVAL OF SO CAL GLASS INC. PRIOR TO FABRICATION, ALL DIMENSIONS, CONFIGURATIONS, AND QUANTITIES ARE TO BE VERIFIED AND/OR CORRECTED ON EVERY SHOP DRAWING SUBMITTAL, BY THE CONTRACTOR. SURROUNDING STRUCTURES ARE TO BE DESIGNED BY OTHERS TO SUPPORT THE LOADS IMPARTED BY THE GLAZING SYSTEM. SO CAL GLASS IS NOT RESPONSIBLE FOR THE WORK AND/OR ERRORS INCURRED BY OTHER TRADES THROUGH THE USE OF THESE SHOP DRAWINGS. TOLERANCE OF ROUGH OPENING SHALL BE A MAXIMUM OF 13/16". FINISH: DURANAR SUNSTORM GALAXY SILVER MATERIALS: - ALL FASTENERS SHALL BE ZINC PLATED STEEL - U.O.N. STAINLESS STEEL FASTENERS WHERE EXPOSED TO WEATHER - DOW CORNIN 795 SILICONE SEALANT AT PERIMETER 06/05/2018 DO NOT SCALE DRAWINGS 50 CAL GLASS 25255 VISTA MURRICTA MURRIETA, CA 92562 PHONE; (951) 696-1033 FAX (951)-696-1923 I/\I REVISION IBYl E B KEY PLAN oFESS/o* IAIVS S4204 rn OVERALL PLAN Data: 11/08/207 Scala: 3/32 l•-0• Drawn: N. OVERKOLT *!EOF CP60 tØ 1ST FLOOR PLAN (PART A 06/05/2018 1.00 DO NOT SCALE DRAWINGS jJLECT!L LvS2 f -- I 0 z 9 (I) U) w Co WI' -J II FIRS] FLOOR Ii ff1 Iz I! riyflTffl11r I N. f ff, -1----- Eel -€ FIRER SO CAl. CLASS 25255 VISTA MURRIETA MURRIETA, CA 82562 PHONE, (951) 696-1033 FAX: (951)-696-I923 l/\I REVISION IBYl L 1A 1v tq cf' uf C.) lri1 S4204 rn *!LOF CAi 06/05/2018 - FRIT GLAZING WITH NUMBER 15 BY OTHERS EA KEY PLAN -Es:>- 1 1ST FLOOR PLAN (PART B) 13-AIOI OVERALL PLAN Date: 11/08/2017 Scale: 3/32 Drawn: M. OVERHOLT 1.01 DO NOT SCALE DRAWINGS Ifta Foil -j I C\2 C4 CV In vo 'ayssiivo CL Ln 9I,#oa1 -HoNvJIss2Je ol ER (I) z CIO Go m cn CD - lei IITTJ1.. JJ u I I U! 6 6 6 6 6 (1 c c o gA3, vim'. Ins 6 flu----- vo'avgs1Jv3 9I.#001e -HoNvIIss2ie 0 u S I ER co Ix cn DWI z ccL i pa PPP P P P P P P P P I j j I I I I tEll I...iuuuuIIuI...IulMEN UE .. mmm moll IIllj liii , J1 11 EAST ELEVATION I- ¶ n I - J.QAT — T.op. 1I' I SO CAl. GLASS 25255 VISTA MURRIETA MURRIETA, CA 92562 PH ONE (951) 696-1033 FAX: (951)-696-1923 REVISION B' U01/06/20186 1! WEST ELEVATION KEY PLAN Data: 11/08/2017 Scale: 3/32 = Drawn: M. OVERHOLT 2.00 06/05/2018 DO NOT SCALE DRAWINGS V••••••___ I I- 0 z _, --- / I I 0• 68 D.L.O. (T\ &!- oPP 75 .01 ' 2-0" f1 1253I41&2\I 5-11" SO CAL GLASS 1711 25255 VISTA MURRIETA • 8'-2 8-4" (1241 - MURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-I923 i 98114j 11001.01 R. 4 REVISION BY 01/06/2018 MO 2'.*U.O . 04/04/2018 MO 127.1/4 11981 FRAME DIM. TYP.PENDING - FRAME DIM. 15. S CAP. TYP AT THIS 8 8 ON is (285181 146 151161. .. (4615116-1 [28 518j I (46151161 .1461511 44 66 2* DO LZT DO Dt&O .A 21 2 / 1253/41\j 1241 DL 21 / 11-0 Opp. —'. 1-io =L• 11.-0. 1 . 11321 102k L 41 2 91.0.[1321 9418-&, D.LO. fl[35114~ 8.101 _ D.LO. (1061 UO W] [ ° 1363/81 ,- 'D.LO. 4 •:..: (363181 LI FL FLOOR L 1-2ND FLOOR 214 -/ 8 fsliND0wLL \05/24/2018O 2-3"12'-O I 2-3" - - (27"] 11 I 11441 I (27"] - (27"] ji I - 11441 (27"] 1 WINDOW TYPE - 1 - I 11 - - I I P I 2 WINDOW TYPE,- 2 • - . - i1 I IC SB 60 SPANDREL L—N I I I IllS OOGL-1:' - . LJ. - I .r...-.:t.j'.I 2n2 13-A5000 CL-i: 1ICS860ATLANTICA GL-2 FINISH: PAINTED -- (2858114615614—(46161* - ________ FINISH:PAINTED 1 IC SB 60 SPANDREL SYSTEM: ARCADIA TC670 (2 1/4"X 6) 2858"] 14615361 t4l61 6i6"] OT c25%1 Lo TC670 (2 1/4 X 6) 7-48& (28 Sf8j R.O. R.O. . .- .. . . . C-32 (991/21 FRAME DIM. FRAME DIM. or 4 A' 4 2rr." G 54 :E 7SS!:/~~*~ 22t- (241 -S4204 m 11321 01 1. 2 01 Z--~ & T I — [98114 R.O. 11061141 C Co I 0 ~--fr 136 381 'DLO I 271/41 V +15 2(35114 .0 06/05/2018 7.1 ij- • - • IFV 41 1 . ) . . ••.• RFV +14 N NOOWSILI. INISH FLOOR :J 2 i 8 1 2ND FLOOR 3 1• -.1 - . 1 I -.... - -• I 1 I 93 . - - _.I . -. •1• - - . -. _____ ELEVATION j. 2-* 6-0 ill ,. . - j. 2* 6-0" Dote: 11/08/2017 (26 1121ji (721 1 I - 3. WINDOW TYPE - 3 126112 172"] I 4 - WINDOW TYPE - 4 . . . . : = - - XX Gil_i IGSB60ATLAN11CA X CL 1 1 IC SB 6OATI.ANTICA • Scale 3/8 10 I I CL-2: 1" IC SB 60 SPANDREL ..; .........I - CL-2: 1 IC SB 60 SPANDREL I FINISH PAINTED I I FINISH PAINTED Drawn M OVERHOLT, SYSTEM: ARCADIA 10670 (2 1/4"X 6") SYSTEM: ARCADIA TC670 (2 1/4X 61 . 2-4- 5-lok OW. 4 THUS - c'Trri.-10Z ow. 5 THUS - - . • (28 5181 7/81 [28 5181 [70 7181 (99 1f2j 1991/21 DO NOT SCALE DRAWINGS 1991121 [99 1121 FRAME DIM. FRAME DIM. PENDING AT THIS 8 [69 1121 128 1111, [691/21 1285/81 t ON. 2k. .4 .00 6841. 3 SO C AL CLASS [69 " 12 2 4 241 12 252iS VISTA UTA 92552 6-1033 1 - 1 w 1 5;10 ; - - __ 8 PHONE! (951) 8 10 10 . 11 01 4 (71 2 2 - 2 11 ell i I ', 2 - 5.0 (2 t (106 1141 5.00 ,j - -. O.L.O. 5.00 R.O.8 .2k I 5.00 OP 5.00 R.O. - . . REIISION BY 198114 w 198 1141 Z 01/06/2018 MO IL 14 2 3. 04/04/2018 MID 1351141 010. Alf- 13FS 3181 7* I . I f %NINDOW SILL ELEv+i52 ZNU FLOOR FINISH FLOOR &29 _ r1i 6'-O _____L . 6'-O 2'*(72"J (26 1,211 5 WINDOW TYPE - 5 ' . .(721 (261I21f 6 WINDOW TYPE - 6 CL-i: 1 IC SB 60 ATLANTICA . -X XX CL-i: 1• IC SB 60 ATLANI1CA CL-2: 1 IC SB•60 SPANDREL .CL-2: 1 IC SB 60 SPANDREL -J FINISH PAINTED Al FINISH PAINTED SYS ARCADIA TC670 (2 1/4X 6") • . - SYST : ARCADIA TC670 (2 1/4"X 6") 7. US VO 7/81 OTYTHUS "''99&1 FRAME DIM I4) . .•. . . .Co :. [28 5181 1811121 1285181 1811/21 L . 12 181. 21 7e]4 100"I Ir 5.00 Y."X 2A36 STEEL 2k f ES slo, 3. 774 2 --1 -- r 1. 4 91. 0~ 15-90 Cn 11 rn [1321 (1241 [132-1 102k 4 D. 8 4 D LO / (351141 L _____ ______ -15 06/05/2018 Ar— -4--L L I - I r I r v ~ oy* - Wr" Ri- -i-14D--rm I WINUIjW'fflIj2 I 'FINISH FLOOR LfJ1 - 3 _/ 8 1 2ND FLOOR ELEVATION Date: 11/08/2017 7'O ill LI .. . Scale: 3/81'-D 2'21-1' (261/241 (841 , 7 WINDOW TYPE -. 7 126 1/2-1 (841 8 WINDOWTYPE - 8 Dratn:M. OVERHOLT I I I X XX CL 1. 1 IC SB 60 ATLANTICA . I X XX CL 1. 1 IC SB 60 ATLANTICA 93 CL-2: 1" IC SB 60 SPANDREL •i:L,...11 I CL-2: 1" IC SB 60 SPANDREL FINISH PAINTED I i FINISH PAINTED SYSTEM: ARCADIA TC670 (2 1/4"X 61 . SYSTEM: ARCADIA TC670 (2 i/4"X 6') OW. 1 THUS . OW. 1 THUS W-10 8Z' 2'4 6'-107,- 1285181 (82 7/81 1285181 [827/8-1 . . 3.01 (1 11 1/21 . DO NOT SCALE DRAWINGS R.O. - XrAa8STEEL - 1 BAR STIFFENER •- V 11111121 FRAME DIM. FRAME DIM. _ 6'-i2 24 710- 2k V V (25 3141 -_7 i::. . [811121 1285181 1811/21 [28 5181 L4 74 e\ [2 11 •U-0 J V V I ii . SO CAL CLASS - :• * . . . . V 255 VISTA UURRIA 1 MURRIETA. CA 92562 68j1_ - 5o 511 II 68 - - 1° I 104 PHONE: (951) 696-1033 4 24 5- 1* D.L.O.P • (1 321 9-0 (1321 DLO p 11241 8-4 (1247 (1061/41 (7il I - 11001 101 (981/47 \ '8. R 0 REVISION BY 01/06/2018 MID c 04/04/2018 MID L.0 I - ....... - k .00 A 05/24/2018 r FINISH FLOOR I 11~.I:j 8- 2ND FLOOR 171 60 SPANEL -7 k D0WTYPE ATLANTICA 9 262.h1 k 1-0 WINDOW : I" IG SO 60 SPANDREL TYPE DR FINISH: PAINTED FINISH: PAINTED SYSTEM: ARCADIA TC670 (2 1/4"X 6") SYSTEM: ARCADIA TC670 (2 1/4"X 6") 8 W-lor Z-48 S4204 Lo (827181 [28 S181 j82 718`1 [28 518'1 Da 11001121 11001/21 E.OF CM. FRAME DIM FRAME DIM ....i V .. . V ( . V ,fl < . - V 24 , . 510 ____ V - 24 , 5'-10" 8 06/05/2018 Q V - . - (28 5/87 . (70 1I27 V - - - - - (28 5/87 . 1701127 25" ____ - ~ 25 66j" - zk, D-' D'O 5 (4'- 4 . & DL 0. D.L.0. 4 4• .V -I— r - 5.00 •. V 5.00 5.00 •.• . Q ,) V V V II F4. 2'.o"-I 2•1" q.Z-0 DL 0 2 I r 2 (253147 D : . 125 3/47 i-" \_ (247 #? 2t ..i 4\U-O III8.* C) At Loll ,'1': —fl 1 V-104- 68t -\(10647 9'-O 1327 941 - 1h/41 84 (1247 LU [1 102k 2 1711 r2 (10871 D. H ' ::.44. . [ : D.L.O. .• (271/47 1'(L0. fr' ?( 35114"j) . 3- ' '?V_i1 I il__.LEI.EV.+15— - . - - IIi...-' ~-o' /F / . -ii-(. Ifl-4] V - V FINISH FLOOR LII 2l __/ S. I . 2ND FLOOR - 4 I 1 N - --4 1 V .Vj 1" ELEVATION I . 1 V Data: 11/08/2017 L 2'-2" 6-1 iii ______ - , 2'-2" _________ 6-1 I - '[26 1/21 (l37i-j-. 11 11 WINDOW TYPE - 11 - . [128 iI2lj (731 12 WINDOW TYPE - 12 Scala: 3/8" = 1-0" I III a aa CL 1. 1 IC SB 60 ATLANTICA I I lIX I CL 1. 1 IC SB 60 ATLANTICA Drawn:M OVERHOLT - -i :. .1 - GL-2: 1" IC SB 60 SPANDREL - ..:4.., .'-..iI I I CL-2: 1" IC SB 60 SPANDREL FINISH PAINTED ' LnNISH PAINTED SYSTEM: ARCADIA TC670 (2 1 /T T 6') SYSTEM: ARCADIA 10670 (2 1/4X 6") 5• V 5'-llk - OIl'. 1 THUS - • . (,T''f'.ii"flJ" 1 THUSZ-41 - (28 5/87 (71 7/87 . . . 1285181 (71 7/87 1100 u2j._______ • 11001121 - 3.02 - R.O. R.O. DO NOT SCALE DRAWINGS s4 ____ 4 4 0L1 1 1721121 TYP.PENDING 1— 1 481121 4 1481121 I FRAME DIM. I 1 AT 3 1 Ik FRAME DIM. I . 3.jk FRAME DIM. I LocA11oNs .8 3-111t . 8 Y-11- [711181 1471/81 . . . 1471/81 6 42k 64. D.L.O. ll H 50 00 24 00 ••• c .00 . 19 .. 228" 21 (253141 (241 [25 3/41 O. SO CAL GLASS 24" 25255 VISTA MURRIETA RRETA. CA 92562 11 11 .00 1241 74n LL-12_ '10-0 1 ___ E:1(951) 696-1033 5,.00 171*1 k-050 8:2::,Ui U-O ±1I 11241 D.L.O. .0 .11 824 8-4 (1241 r s- D.L.O. . II 0' .99D.L.O. (1241 8-4 (124"] - I .11 t. t-00 N • 00 .;0 [98 14-1 . REVISION BY V _27114-1 1321 (132"] . .• 4E1 . . J 2J___JELEV.+15-2 > 14D.L 0. 13511471k D.L.O. - £ I . J J__J_ELEV.+15-2 - \(' IIl fl . I,! -. 1 J ji!_1Ji n+14_n I IL 0 1 3- 21- _./ - 8 .:. I 2ND FLOOR /I. / FINISH FLOOR 2 8 .;I I 2ND FLOOR 4 1 . 3" u .0 ... . 24 1 . ,• ••V . - . 6'-O ____ . V . f- 151-010 — :.. • V iL -°" (72] 13 WINDOW TYPE - 13 1 I . 14 WINDOW TYPE - 14 . . (48"] 15 WINDOW TYPE - 15 x xx GL-11: 1 IC SB 60 ATLANTICA I x XX CL 1. 1 IC SB 60 ATLANTICA X I 101 CL 1. 1 IC SB 60 ATLANTICA - I GL-2:1"ICSB60SPANDREL . -.-•.• CL-2:1ICSB6OSPANDREL I V CL-2:11CSB605PANDREL - - - - FINISH PAINTED FINISH PAINTED FINISH: iNISH PAINTED -- -- SYSTEM ARCADIA 10670 (2 1/4 X 6) SYSTEM ARCADIA 10670 (2 1/4"X 6) SYSTEM ARCADIA TC670 (2 1/4"X 6) 64" QT. 1 THUS - . DIV. 1 THUS • . I'— 0Th 1 THUS - 14') (721/2"] - . V • • - V V • • (481/21 -V V .. V V . V. .• -•.V 0' V • 8'-ll"' . . 8-11" 0 .1 (107"]. 4- 1107'] I FRAME DIM. V I FRAME DIM. . V .5- - II 6-5" • 2.4 . . . II . 6-5" _________ 2-4 C..) V (771 (285%"] • •. • V 1285 . çOf ESS/o* V V I L.O. g5oo' D. L440. Lu 7:3 41- 254-1- loo 22,f 1241 [2S 341 JD.L.O. (253141 1241 .1 S4204 rn r2 3 CD 5 U11 D.L.O. D.L.O. p V-4- [1241 W 11081 OF r ZIA DID 1981141 - VV_=_ V EIJ • . V - V - ç 'II Co 06/05/2018 ( z ii - I 31. ) - V .. (27 1/4 ,> i35ii4'ico..o.r V V /L! _____ ,- )i__. V.+15-2 -• -'' L. ______ V riry . --.- --1--- V TL ' .i/* 1 1r - 3 - FiNISH FLOOR V V • 8- PIP 2ND FLOOR *-' 1' • .;. • 93I •'d V . •k001 V . . V V ., • • ELEVATION - III 6_71" 1 ::. I 6-7 V • Date: 11/08/2017 III 2 2-2 i. ________ . • I_______ _______j. 2-i k ________ -. • - - (791/2"] (2611211 1 6 WINDOW TYPE - 16 V 1791121 (2611211 17 WINDOW TYPE - 17 . Scale: 3/8" - 1-0" 1 I 0 XX GL-1: 1' IC SB 60 ATLANTICA I X XX GL-1: 1 IC SB 60 ATLANI1CA - • • _________________ CL-2: 1" IC SB 60 SPANDREL I I.•.•. :VV • CL-2: 1" IC SB 60 SPANDREL . Drown: M. OVERHOLT I FINISH: PAINTED IIj I FINISH PAINTED SYSTEM: ARCADIA TC670 (2 1/4X 61 • - SYSTEM: ARCADIA 10670 (2 1/4X 61 DIV. 1 THUS V V - V cj''--4rTi . - Q1Y.THUS VS 318 128 5181 C, V8 3/81 I(9J • V •. V 3Q3 11071 (1071 R.O. - . . R.O. - • DO NOT SCALE DRAWINGS LjL:z••J 0 ii )W TYPE — 1 1" IC SB 60 ATE 1 IC SB 60 5P4 oalr.rrrn :1W SO CAL CLASS 25255 VISTA MURRIETA V MURRIETA, CA 92562 V PHONE; (851) 696-1033 : FAX: (951)-698—I923 LI REVISION . 18 01/06/2018 04/04/20)8 MI 05/24/2018 MI ________ V 11-2" 11351 11341121 FRAME DIM. ,- TYP. PENDINGV.. 4-6 4~4 j. 2'-* V A ADDED MULLION). 11,-o. (132] 4-103" L[271 (581121 (56718] 128 58 (85 1121 R.O. —CAP. TYP AT THIS 54 - P 181 128 5181 LOCATIONS& !. 2 24- [25 3141 / I 1241 D.L.O. I *i - Jj• V — — 5.00 I I V 10-4" (6sf) _.. °•1 5.03 V 10-4" (1241 D.L.O.? •0 ( V) 8-4" 11241 (\DLor7112.2t - 1 A10, - [98 1141 8- D.L.O. V 1108 If [2fl1 19 WINDOW TYPE — 19 GL—I: 1' IC SB 60 ATLANTICA SYSTEM: ARCADIA TC670 (2 1/4"X 6") - GL-2: 11" IG SB 60 SPANDREL FINISK, PAINTED 5 :t IS 1,3_1 185121 1851 V FRAME DIM. 1667181 [28 518, - I '--••--" ([28 7.13" I (85 1121 R.O. V L( 1A IV co< f?J V LCT w 06/05/2018 5 V. +15-2 - FLFV +14—WINDOW SILL - 2ND FLOOR V V V V ELEVATION Data; 11/08/2017 Scale: 3/8" = Drawn: M. 0#tRHOLT 3.04 DO NOT SCALE DRAWINGS V• V V V FRAME QIM. (72 1I21 V - 2'-4 4.24r 24 V FRAME DIM. ,4 4. . 128 5181 (50 13/161 - (28 5181 - I D.L. I F 01 500 500 D.L.0 50 500 [25 3141 (241 O. 2511 V T ; . [2 1.. 25F5 VISTA AMURRIETA. CA 92562 V V Q • 10 684i1.. i ~1-01.OPP. . ii'.o- 1iK 88 V ii..o- V V (124D.L.0.$:_-' •V • V "-510, i 8'-4 (1241 - /lap 503 DL.0.,..,J/' - FAX: (951)-696-1923 0 OPI - Lie..) 8'-21- t?\. (1001 (1321 (105/8'J (106114']:00 R.O. 1 (1321 REVISION BY "198 1/43_...\ 2 - 01/06/2018 MO L_M_2~. M231'\.05 312'.1*. 04/04/2018Mo 8 - I j '" 05/24/2018 MO .06, kolo ''- . . 2'-3 L V ••. (27'] (54'] •'T (27J '[ . . 6-0 22 W INDOW TYPE' 22 .' '••••• 23 NDOW TYPE -23.- . 1721 24 WWDOIy.1YPE_24 V AL-1: 1 IC SB 60 ATLANTICA •VV _VVVVVVVV . •VVVVVVVVV X GL-1: 1 IC SB 60 ATLANTICA I I CL 1. 1 IC SB 60 ATLANTICA • V - V CL-2: 1' IC SB 60 SPANDREL ...:. V' •V -------- •VV V•V VV CL-2: 11C SB 60 SPANDREL I V GL-2: 1 IC SB 60 SPANDREL - . - • FINISH: PAINTED V . 41 FINISH: PAINTED V I•l - FINISH: PAINTED- V V SYSTEM: ARCADIA TC670 (2 1/4-X 6) - 16 . SYSTEM: ARCADIA 7C670 (2 1/4'X 6') V VI.V - V SYSTEM: ARCADIA 10670 V OTY. 0 THUS - V 2.48 150 5 131161 2.48 01?. 1 THUS - V I 01?. 1 THUS •V • - (28 5181 - I (28 5181 -5'-11 . - V • . 9-O - V V (71 3181 V V V 14') V V V 11081/161 • V - . j,__ R0. V V •' ko. . .. V ' V - V V - V V V V (9.' Aj V FRAMEDIM FRAME DIM. (991/2'] - _922. 24 (69 112'] (285/8 I (33 1/4'] (74 1/41 (33114 1 128 5/8 1 24 65" D.L.O.7j3 D.L.O.D.L.O. 1. 25t 31 31 ' 0 5.00 oll tOFESS/o* I D.L.O. oqq 22-t 7W, 5,00 3141 125 3/4*1 j3~ S4204 11061/41 U) 04 ow 6 161141 VT D.L.O. 11081 [1321 102t (71-1 L 5_001 Tv- 684 503 :. - J \ (105118'] / D. SAD IAJ -'p — 0.7 R.O. ttOF CA ~00 m e 2 - - - : I /'1 // I V:4,5 - V - 06/05/2018 -rJ il I I FINISH FLOOR - - Z4" I I I I I FINISH L V .. 50 V .V - V - ELEVATION .44"I V Date: 11/08/2017 2'-3 2 II ___ • 2'-3" t. I 12-0" j, L. 2'-3 , V • - - V (271 I (711! 25 WINDOW TYPE - 25 [ (27"] 11 (1441 - ([(271 1 26 WINDOW TYPE - 26 V Scale: 3/8 = 1-0 I 1 I XX CL- 1: 1" IC SB 60 ATLANTICA - . I I I x xx GL-1: 1 IC SB 60 ATLANTICA Drawn: M 0IERNOLT -23 CL-2: 1" IC SB 60 SPANDREL IVVVV' .-. .1 Ir . -.- L.- CL-2: 1" IC-SB 60 SPANDREL - V FINISH PAINTED L _______________ 741 CL —S q CLEAR LAMI -- SYSTEM:, ARCADIA TC670 (2 1/4')C 6") - • • 1 , - -. FINISH: PAINTED I 01?. 1 THUS - 5 2'-°" ________ 6-2 I 2'.Ql" I - SYSTEM: ARCADIA TC670 V J. 2'-4 5.105" , • . . 2'-4 (33 1/41 -t (74 1/41 -r (33 41 2'-* • 01?. 1 THUS - 1 (28 5/8 (707/8 1 . - (28 5/81 V I 1 1285/81 . • V 1/21 •I" V (198] V V - - R.O. * R.O. V 3.05 DO NOT SCALE DRAWINGS - 11981 -+----------4 E DIM. • FRAM j " : • ___________ 16 • I •TYP PENDING IIgFP lfE DIM [D.L.O.T ADOED MUUJON 74'2 _3.10 - 2.4 LoCAU0NSá • • • 2'-4 3.10W 17 6'.21" ___ Z-481- '[28 • 1285181 1741141 _ 146151161 (285/81 - 8 - 14615/161 [74ll4J (28581 • • I:'! oio IL - DLO 4 16 oo DL'0 DLO - - - DLO DLO 1i 2 21 _7 .. [25 3M (253141 2$ ••• __ £• .j:r . T _ .•. • • rin SO CAL GLASS 25255 VISTA MURRIETA i k L'11=OPP. 4 0 - - J 11061141 7 J I = - J 01 3 11-0 684 3 / 05 9j FAX (951)-696-1923 D. ax 5.0 (13 n J ' 11051181 , D.L.O.1'1i (105l41RO (1321 8 2 REVISION BY ' [ 5.0 4 (9ul 6.0 6 'I' 01/06/2018 MO - \ I fZi DO (1061/4—.- - = 04/04/2018 MO D.L.0 (351/41 &9 05/24/2018 MO Ll .,• __ 00 00 00 00 500 15-91 585 (72'j 1271 27 WINDOW TY PE 2 7 1271 1 1441 28, (741141 (46151161 V4 1141 Z-4 8& us Lo 1285181 [285181 1285181 146 1151161 (285181 I F-21' -L—~ L "t T-241- t 2'-48& 2'-4 58- 60 A~A"CA 4'X 15- (46 1 161 - •• R.O. 1199/161 • • • -: • 1199/161 R.O. • • • • • • 164 • S • • • • • • - 16-6' • . • FRAME DIM. FRAM E DIM. 24 (310i-•- 3-10 310i"< 2.4" • • .• Z-48" 3--1 3-10L 3.i*<L 2.4 • II-iI..) 128618-) 6151161 14615110-1 ' 14615116 (28 5/81 • [28 5/81 fI46 15/161 -T-: 146 15/161 146 15/161 f (28 5/81 • if • - LIZ 2* 4_ 44jj 44 4. 44 4 25' . • 251' 4 44' 44j 4 25 S 4204 ml On D.Lo.M D.L.O.. 41.o. DlO. D.L.O. •L • • D.L.O. D.L.O. L.O. -D.LO. - L.t • LJ 22 '125 41 Ji:;. in 110614 . J • . ______P. J f 06/05/2018 - 0.10.1 • I - - app 1 - . '501 • • - - - [1321 9,.b 11321 11 2 10281_ 10 11141 2 11081 il3i0 if1 ,%I hi LO IlL I IlL II !.—iiI Ii I / liL (351 _7L:__ j -NW FLOOR 00 1 --00 E- - 3 _/} •' j i •u I ELEVATION 500 . 506 • . •- • 508 5.00 I 506. • • . • - - • [_ 3.0j [j _ Y.O. • • Dote: • 11/08/2017 2-3 _L . I . - • I ' (361 II. 2-3' ________ • L 2-3 . • I (361 ' 2.3' . Scale: 3/6' 10 ¶ (27')) 12-0 (27') 29 _WINDOWTYPE _29 (27')) 12-0 (2fl 30 _ I . I . I ii X8 _CL-I: _• I (1441 X _XX _CL-hF:_1_ICSB60ALTLAN11CAWITHFRITPATIERN Drawn: M. OVERHOLT I_.4_..___:.. ii I - I Ir - . • .- GL-2:_1_IC_SB_60_SPANDREL .j.:.i Ir . . -. •- CL-_•_1_!Q.$ _60_SPANDREL_- L A__I4 '1 FINISH_ PAINTED I J FINISH SYSTEM: ARCADIATC67O(21/4'X61 SYSTEM: ARCADIATC67O(21/4X6') L[2 4' 4_ 3-10}J 2-4' 01?.1 THUS • 2-4'J-!3'-l*4_ 3.1* _J. 3'-10 L?J 2-4 • 01?.1THUS 8 518')6 4GlS/lS1dSlSIl ''(28 5/81151161 j4615/lsl (4615/16J_'j (28 5/81 _________ __________ • .___ • . • -. . -. 3.06 - R.0. • • • R.O. - DO NOT SCALE, DRAWINGS _______________ 113 -1- 13 11341121 TYP.PEI 2'-4g5'[ IFTI, 46 128 5181 (54 1 CAP. TV LOCA11C 25 5O D.L.O.D.L.O - 5.00 p.00 3 . .. ... . L 2-0 22t- 1253/41 • I -2 D .L.O.[241 70 . I / /4 pl ' oP Uo ;, 68 102 (1321 8•10 2 11081 III I 1106114-1 - - - .05 - i. 11L 31 2'-11-- 2 ' ,/'D.L.oj (35 11 -00A FINI!. FLOOR k-016 15-010 S 1 . 2-3 ____________ ____K ¶ [2TJ 1 1081 1 WINDOW TYPE.— 31 - I - XX GL-1: 1 " IC SIB 60 ATLANTICA - I. U, FINISH PAINTED I:-' •.- ii _____________ ___ .;. - CL-2: 1" IC SB 60 SPANDREL SYSTEM: ARCADIA TC670 (2 1/4'X 61 . 5 4 4 - orr. i Thus (285/81 [52 3/81 11 11351 .110811161 FRAME DIM.. 24 42t 24 Fr (28 5/81 150 13/16 (28 5/8') . 2541- r ,1 ,4°E. - t. . . 3 21 . . 3 •• .. .... =. D.L.O.- 253141 12iJ' I 11-V 68j_ . [1321 'fLI,p [1 321 ITI P. 11081 .1 IL : 8-10 &99\ _______ lI1' --i - (1061i4] L ] -. 3• '} IL. J36 [641 [27'1 WINDOW TYPE — 33 1 GL-2, 1! IG S8 60 SPANDREL SYSTEM ARCADIA TC670 (2 1/4"X FINISH: : PAINTED 61 150131161 (1981 . FRAME DIM. • . Y-10 146 i5)61 - 3 1016 24 , . 1285/81 14615/161 — -. 14615/161 (28 518') • . . 25 D.L.O. _44_J&.251" . . 500 III 500 . •• D.L.O. D. LO. . D.L.O. D.LO. . . Kw 222 ,, II 111113 (2541I IL 2 I I SO CAL CLASS 25255 VISTA MURRIETA Loll, . .- . MURRIETA. CA 92562 11.0 °PP PH0NE:(5I)XX6-O33 [1321 FAX: (951)-696-1923 102• •• _jj I I •. . . [1 2-1 • . • - . — D.L.O. ::. . - .10 5.10 • 90 - REVISION BY 8.101. 11081 - I • 11061141 R.O. . 01/06/2018 MO 04/04/2018 MO I i h..:: r 1 • 05/24/2018 MO, 94: u o — - - - - -. 1NISH FLOOR 34 100 100 * • • j, 2'-3" ... ... — - [ [271 11 (1441 (27'] j F61xil 2 WINDOW TYPE - 32 • • - I I X CL-i: 1' IC SB 60 ATLAN11CA -1...- ii • I .. : -. .- CL-2: 1' IC SB 60 SPANDREL FINISH PAINTED SYSTEM: ARCADIA TC670 (2 1/41C 61 2-4 ~TJ4 3'-10 4 0 —XI• 2'.4 . 01'!'. 2 ThUS (28 S%W1 (46 15/16'] (46 15/161 ¶65 [285%1 1sl161 16-6" • • • - R.O. • - • •- . . (9 Cr MID - . - 0. - • . • . • rn< lo - -• • -. • • - -..• . • •• - c OF CA -- . 06/05/2018 - • • - - ELEVA11ON - • - Data: 11/08/2017 ADDED NEW PAGE) - • DO NOT SCALE DRAWINGS 3.07 1 CURTAIN WALL TYPE - CW1 S 101 GL-3: 1"SOLARBAN VD X= FINISH: PAINTED SYSTEM: ARCADIA 0PG1900 QTY. 1 THUS ESSio7s CW ELEVATION S4204 rn Zo Data: 11/08/2017 Scala: 1/4 = Drawn: M. 011ZRH0LT CT 06/05/2018 4.00 DO NOT SCALE DRAWINGS P 4'- 90" 60-0" (720 " 0 - 01-3 L-3 pL-3 LL-3 jLL-3 GL-3 GL-3 CL-3 - I I 601 , L-3 '.jY" CL-3 !l i1L-3 IGL-3 I L-3 GL-3 L-3 LL-3 m w, m,,. ~24 1'o 4- 6.01 LL-3 PGL-3 101-3 101-3 10L-3 801-3 801-3 L-3 L-3 L L-3 '1-~- L-3 '"""" L-3 L-3 L-3 L-3 OO. I 51" I O.L.O. T 0.LO. T D.LO. T O.LO. T D.LO. T D.LO. T D.LO. T _ D.L.O. T D.LO. T D.LO. T D.LO D.LO. T D.LO. T O.LO. T D. LO. L 4°" 1 (48"J T 4°• 1481 T 4-0 (481 T 4-0" (481 4•-0• 1481 T Iv-O'_L 1481 1 4-01 _j_ (48 4-0• J 40 1481 14811 4-0 I 4-0" I 1481 1' 4-0" I 4-0" I 1 1481 f CURTAIN WALL TYPE - CW1 1481 1 1481 1481 1' 1481 GL-3: 1" SOLARBAN tinXL FINISH PAINTED SYSTEM: ARCADIA 0P01900 OTY. 1 THUS 3-1 1371 SO CAL GLASS 25255 VISTA HURRIETA NURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-I923 REVISION B \I 01/05/2018 1 M tIIIIi:I:IIIIII7 3 PARTIAL FLOOR PLAN - CW1 SCN.O 3/10 - I-O• - .wi ii-.c .wi a L a I I 4 3• •1 .q 4. 4 H4. ....•. I . .. x 1"Silucone t I . •. Setting Block I .. .. .. • 4. 6 A 3 H DIM. DETAIL @ WALL POINT750 EAD D.L.O. C670 O. fl\ __ ..: .. .• OFFSET GLAZED TH626 4 -T Y4"DIA. HILTI KH-EZ ANCHORS WITH 2Y2" EDGE EDGE ANCE OPGSCHR 'LQiJ EMBEDMENT AND 2" MIN. IIiI @ 36" O.C. 50 CAL GLASS * ffESR.3O27 4J .4. 25255 VISTA MURRIETA _j- R.O MURRIETA, CA 92562 FAX: (951)-696-I923 FLASHING WILL BE SLOTTED INTO Structural C1/2"5AWU PHONE: (951) 696-1033 T INTO CONCRETE (BY OTHERS),& 46 LCWG7S L REVISION B - \ 01/06/2018 Mi Sealant 04/04/2018 tv Back Painted Glass ALUMINUM FLASHING SET IN — . • : A 05/24/2018 CONT. SEALANT COLOR _________ 4 4 6" AND FINISH TO MATCH ADJ. MULLION . 4— — (BY OTHERS) 4 I HEAD DETAIL © WALL ___________________ 3. 13. _________________ x 1"Silicone OFFSET GLAZED A750 TC670 — I Setting Block 1 ) TH611 . • I TH606 1MODJEIEJ / . . . • LOOPGSCHR Th626 2t i -; —T H 0 II ! * POINT DIM. 02 01 L" - J D.L.O. •. 0 \ LCWG7S • I R.O . I 4. Structural Sealant 14" X 2"A36 STEEL BAR STIFFENER I • :. o Back Painted Glass WITH SOLID BLOCKING EACH SIDE TO BE . . Z FLUSH WITH MULLION CAVITY WALLS j . .. . WHERE OCCURS (SEE ELVATIONS FOR LOCATIONS.) 8 4 • . C.) 4 6" 3' 3" . •• . .• . (I) Setting Block [1" x " x 4" J 11W BUIDEX 12-24 TEKS/5 SCRES © (I) w 4 WITH 2 " EMBEDMENT, 2" MIN EDGE 2 SB-i .0000xo.4375x 16" O.C. (ICC-ES ESR-1976) . ' • •• I 1 SILL DETAIL UCH13613 2" I I OFFSET GLAZED TH4IO 02 S 4204 . 4 Date: 11/08/2017 DISTANCE, AND 6" MIN SPACING EACH SIDE OF VERTICAL MULLION (ICC-ES-ESR-3O27) • : 3. III —,"~TH607 III Iil~,QFESS A750 I TC670 01 (1)14" DIA. HILTI KH-EZ SCREW ANCHOR l\IAN45 . . . DETAIL 01 _____________ Scale: 1:1 RUCT Drawn: M. OVERHOLT .1. 4. . 4 CONCRETE lEDGE OF SLAB • . . . .OF C .4 FINISH GRADE (BY OTHERS) . 4 _\\ . . 4. . 4 : • 4 - 06/05/2018 . . . . .. (BY OTHERS) . . . . . . .. •• DO NOT ALERINGS 5.00 W l ' 'i t— \ -__.- t t_.— \ \_—jJ_ t_\ .. . •. : . \ I \t \ I I\ \ \ \ . • 4 . 4 .. •• 4 COLOR TO MATCH BUILDING 12 AND 13, TYP. ALL LOCATIONS 2 I HOR. MULLION DETAIL I 9 I A750 I 10670 OFFSET GLAZED A750 DIM. POINT C I I I I D.L.O. Structural Sealant -I 4 I Baer Rod I6IA750 I 2" DIM. POINT D.LO. CONT. 3/16" ALUM CONU. PLATE 53/4" WIDE 6'— r II 12- L. _u T14007 II I Setting Block [1" x x 4"] SB-i .0000XO.4375X4 ITW BUIDEX 12-24 TEKS/5 SCRES @ 16" O.C. (ICC-ES ESR-1976) (1)Y4- DIA. HILTI KH-EZ SCREW ANCHOR WITH 2W EMBEDMENT, 2" MIN EDGE DISTANCE, AND 6" MIN SPACING EACH SIDE OF VERTICAL MULLION ([CC-ES-ESR-3027) 16 3' 1. 02 2 01 1. 18 I . . . j4 . . . . . . .4 . : •• 4.. 4 . . . . 4. 4 . .4 . . • • . .. .. . A. . 4.2 4 . . .. . 4 A. . . 4 4.2 . . . . A . . . . .4 i.i. . . . I. . . • . . . . .. 4 . .q .. . . . 4 . 4 Id . .:44 •• .. .• ••.•• : 47 4 47 .4 . . . 4• . 4 . 4 . . . .4 4 534. lEDGE OF SLAB (BY OTHERS) . %.•• .F t I. 4. .4 4.. 8' SO CAL GLASS 25255 VISTA MURRIETA MURRIETA, CA 92562 PHONE: (951) 696-2032 FAX: (951)-596—I923 REVISION B , 01/06/2018 M CONT. 3/16" ALUM CONU. PLATE 53/4" WIDE D.L.O. N.F.D. R.0 1 SILL DETAIL * 8 A750 10670 OFFSET GLAZED 1' 3. 4 3. LO ( 0 -J im 1< o Cl) z& ESSI 04, W S4204 M Za CT OF C 4 DETAIL Dote: 11/08/2027 Scale: 1:1 06/05/2018 Drown: N. OVERHOLT .41 5.02 DO NOT SCALE IMAWINGS 1 190 DEGREE OUTSIDE CORNER 201 A750 I TC670 OFFSET GLAZED • .. . . . . • . .. ... 4 : :.. . .1 . ci '..• ci ci 6 I') 0PG1912 0 -J .1. 2 Co Z * D.L.O. ____ OF DIM. POINT ESSi0 E5 C,) S4204 rn m DETAIL CT Date: 11/08/2017 06/05/2018 Scale: 1:1 2 VERTICAL MULLION AT JAMB Drawn: M. OERH0LT TC670 OFFSET GLAZED SO CAl. GLASS 25255 VISTA NURRIETA UURRIETA. CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-I923 RESSION B' 4\ 01/06/2018 M 5.03 DO NOT SCALE DRAWINGS 1 JAMB DETAIL © WALL 10670 OFFSET GLAZED D.LO. I VTL-9.5 i. VTL-9.5 Setting Block [ 1" x x4"] SB-I .0000XO.2500X4. DIM. I I9 POINT I. I 3 I TRANSOM DETAIL I_I TC670 [5 _A7j OFFSET GLAZED D.L.O. 0 01 DIM. POINT [UJ1 :. .. .: •.•• il III SO CAL GLASS :MURRIETA :ç CA 92562 696-1923 Cr S 4204 rnAl REVISION _B 11-0 A ni Inc Inn,o ZL OF I it, z d 06/05/2018 D.LO. DIM. POINT 2 HOR. MULLION DETAIL TC670 OFFSET GLAZED * DIM. POINT OPENING Dl__r23) HM349CLIP '#12 x I lir P.H.S. TH653 J Th611 Setting Block [ I" x16 x 4"] SB-i .0000XO.3125X4 I. 2 Rid D.LO. I VTL-9.5 DIM. ___________ I POINT 1 r VTL-9.5 Sefting Block [1"x'x4 I4) SB-i .0000XO.2500X4 ' d 0 T60i) o Z 9 U Fn Cl) W in D 01 DETAIL Data: 11/08/2017 Scale: 1:1 Drawn: M. OVERHOLT (BY PRL GLASS) T41_TRANSOMDETAIL TC670 I 5A72Oj OFFSET GLAZED I 5.04 DO NOT SCALE DRAWINGS 1 THRESHOLD © DOOR OPEN'G (SILL) A720 OFFSET GLAZED U) ( -J 1.1.10 Z Fn Co w of IAIV S4204 m DETAIL ) Date: 01/16/2018 Scale: 1:1 Drawn: U. OVZRHOLT 06/05/2018 I 5.08 DO NOT SCALE DRAWINGS )R D.LO. COLOR AND FINISH TO MATCH ADJACENT MULLION, MATCH BUILDING I2 AND I3 AIROLITE ALUM. LOUVER #AC154 WITH GLAZING ADAPTOR BY SOCAL GLASS 12 2 MID RAIL AT LOUVER SECURITY MESH BY SOCAL GLASS SO CAL GLASS 25255 VISTA MURRIETA MURRIETA. CV 92562 PHONE: (951) 696-1033 FAX: (951)-696-1923 Inj REVISION ISY A 01/06/2018 MO 0PG1912 - 1' — D.L.O. DIM. POINT AIROLITE ALUM. LOUVER #AC154 WITH GLAZING ADAPTOR BY SOCAL GLASS D.L.O. - 1 DIM. POINT 1 x 1"Silicone Setting Block D.L.O. DIM. •1. POINT I •1. I I; I I 2 HEAD DETAIL © WALL I A7501 TC670 OFFSET GLAZED 1 TRANSOM DETAIL TC670 5 A720 OFFSET GLAZED 0.1.0. I VTL-9.5 DIM. POINT J I. 2 31330 3• 4• DOOR OPENG 2' ESS/o* 1I4 Ly CC S4204 Lo Zo 06/05/2018 DO NOT SCALE DRAWINGS C,) U) w co DETAIL Date: 01/16/2018 Scale: 1:1 Drawn: M. OVERHOLT 5.09 AIROLITE ALUM. LOUVER #AC154 WITH GLAZING ADAPTOR BY SOCAL GLASS VTL-9.5 Setting Block [1" x" x 4" 1 SB-i .0000XO.2500X4 3 VERTICAL MULLION I A7501 TC670 OFFSET GLAZED M-2 R.O 6' OPGSCHR LCWG7S STRUCTURAL SEALANT CONTINUOUS FOAM BLOCKING COLOR AND FINISH TO MATCH ADJACENT MULLION, MATCH BUILDING 12 AND 13 25255 VISTA MURRIETA MURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-1923 REViSION B ? 01 /06/2018 Mi SO CAL GLASS SECURITY MESH BY SOCAL GLASS 4j SO CAL GLASS 3/8" DIAL HILTI KH-EZ SCREW ANCHORS WI 2" EMBEDMENT, 3-1/2" MIN. EDGE DISTANCE, 2-314" MIN. END DISTANCE @16" O.C. (ICC-ES ESR41027) D.L.O. DIM. POINT - HM349CLIP 2x1 1/2" PH. DIM. POINT 5.10 L() tt d -J Z 9 U ~jkofESS U) (I) LU S4204 rn CT DETAIL Dote: 04/01/2018 06/05/2018 Scale: 1:1 Drown: H. OVERHOLT 1 JAMB DETAIL © WALL TC670 OFFSET GLAZED 1.1 P LLL II 0 ______ ________ III TH6SI DIM. POINT OPENING rr __ I HRH I I —1" U .1. 4 -I 1 I ---I----- II RHI fri -j REINFORCED - Y U CHANNEL I tEWS =@16-c.IESESR-1976 DRSBOJII DOOR , OPEN'G kI DSOD1 2 _ HOR. MULLION DETAIL 10670 OFFSET GLAZED DOOR TO FOLD TO EXTERIOR 25255 VISTA MURRICTA HURRICTA, CA 92562 PHONE (951) 696-1033 FAX: (951)-696-I923 RES.SION _B 01/06/2018 M oF ESS/O* IAN* cr S4204 rn uIu 2!OF CAd 06/05/2018 ADDED NEW PAGE DO NOT SCALE DRAWINGS 25255 VISTA NURRITA MURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-1923 I/\I REVISION IBYl IA 104/04/201 alMol DETAIL Date: 04/01/2018 Scale: 1:1 Drawn: M. OVERHOLT OLD © DOOR OPEN'G (SILL) DOOR SYSTEM 1/4"x 1-1/2" 1/4"x 1-1/2" ALUMINUM BAR ALUMINUM BAR MEETING OF STILE BI-FOLDING DOOR SYSTEM .w )SURE ANGLE DY DULRL. ULASS 2 HOR. MULLION DETAIL A750 I T500 - OF 1900 OUTSIDE SET I 241. DIM. 0PG2087 POINT OPG 19861P D.L.O. ED 7. Setting Block [ 1" x " x 4] SB_i .0000XO.4375X4 OPGISOO OPG 1985 Gasket 0PG1999 OPGI9OI 0PG1912 0PG2087 - * OPG 19861P - DIM. POINT 0PG1902 1. I 1. 1. JZ8 DIM. POINT 0.10. V INSULATED GLASS Setting Block (V x x 4) SB_I .0000XO.4375X4 SILL DETAIL T500 - OF 1900 OUTSIDE SET -o C) ID M 0PG2087 OPG 19861P (1) ITW BUILDE 12-14 TE S13 WITH 2" MIN. ED NCE SIDE OF VERTICAL MULLION (ICC-ES ESR-1 76) 3 HEAD DETAIL [2 A752 T500 - OP 1900 OUTSIDE SET 0 0 C) ID M 0PG2087 OPG 19861P 0PG1979 SO CAL GLASS R.O I I N.F.D. * 25255 VISTA MURRIETA MURRIETA. CA 92562 PHONE: (951) 696-1033 FAX: (951)-596-1923 \I REVISION lB 7. / Setting Block Ii" x x 4"] SB_i .0000XO.4375X4 OPG1900 1' + OPG•I999 mm OPG1901 I LC) DETAIL HOR. MULLION DETAIL © DOOR FRAME Date: 11/08/2017 T500 - OF 1900 Scala: 1:1 OUTSIDE SET Drown: M. OVERHOLT CONCRETE /EDGE OF SLAB (BY OTHERS) 6.00 DO NOT SCALE DRAWINGS 1 2 (2) Y4" DIA. HILT[ KH-EZ SCREW ANCHOR WITH 2W EMBEDMENT, 2 MIN EDGE DISTANCE EACH SIDE OF VERTICAL MULLION (ICC-ES-ESR-3027), TYP. Eli I -----!iI.I' J 4- I.---------------------I J.. 0PG2087 D.L.O. N.F.D. 1 JAMB MULLION DETAIL A750 T500 - OPG 1900 OUTSIDE SET DO NOT SCALE DRAWINGS 25255 VISTA MURRIETA HURRIETA, CA 92562 PHONE: (951) 696-1033 FAX: (951)-696-I923 SO CAL GLASS 181 REVISION IBY 1,&101/06/20181mol 3/\ r - D.L.O. DIM. POINT DIM. POINT S4204 rn DETAIL Dale: 11/08/2017 Scale: 1:1 Drawn: M. OVERHOLT SEALANT 2--j VERTICAL MULLION DETAIL T500 - OPG 1900 OUTSIDE SET .m. so] 3 90 CORNER ASSEMBLY T500 - OPG 1900 OUTSIDE SET 06/05/2018 6.01 c,?OFESSIO* IAIV le, Lu C.3 S4204 1.11.3 * DOOR OPENG - N.F.D. R.O (2) 34" DIA. HILTI KH-EZ SCREW ANCHOR WITH 2 3" EMBEDMENT, 2" MIN EDGE DISTANCE EACH SIDE OF VERTICAL MULLION (ICC-ES-ESR-3027), TYP. A 7. DSO9O1 11 1r I L 4, 1. 8 DOOR OPENG DIM. POINT N~ W 50 CAL GLASS 25255 VISTA MURRIETA MURRIETA. CA 92562 PHONE; (951) 696-1033 FAX: (951)-696-1923 06/05/2018 REVISION 01/06/2018 M 04/04/2018 M, -i---1' , 05/24/2018 Iv OP 31910 LO nro - ;1912 o'q —J OPG 19861P - 0PG2087 Cn - * ____ __ D.L.O. w DIM. POINT 1 JAMB MULLION DETAIL 2 JAMB MULLION DETAIL DETAIL A750 1500 - OPG 1900 A750 I 1500 - OPG 1900 Date: 11/08/2017 OUTSIDE SET OUTSIDE SET Scale: 1:1 Drawn: M. O'ERHOLT 6.02 DO NOT SCALE DRAWINGS HSS8X8XY2" STEEL BY OTHERS (NOT BY SOCAL GLASS) ii-------------------------------------------/ SO CAL GLASS 25255 VISTA NURRIETA MURRIETA. CA 92562 PHONE (951) 696-1033 rAx: (951)-696-I923 \I REVISION lB DETAIL Date: 04/01/2018 Scala: 1:1 Drawn: M. OVERHOLT