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Home My WebLink About2175 SALK AVE; CURTAIN WALL; PCR09051; Permit07-01-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR0905l Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title Applicant: MATT HENDRY 9535 WAPLES ST STE200 92121 858761 8180 2175SALKAVCBAD PCR 2120210200 Lot#: $0.00 Construction Type: CB081193 VENTANA REAL - DEFERRED CURTAIN WALL SUBMITTAL 0 NEW Status: ISSUED Applied: 04/24/2009 Entered By: LSM Plan Approved: 07/01/2009 Issued: 07/01/2009 Inspect Area: Owner: RIO SD PLAZA II MASTER LLC C/0 NEWPORT NATIONAL CORPORATION 1525 FARADAY AVE #100 CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $362.50 $0.00 Total Fees:$362.50 Total Payments To Date:$362.50 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad Plan Check Revision No. Project Address Building Department .Original Plan Check No. dg>O% Date Name of Business at Project Address Contact AHd-hr fJw)^l Contact Address KpcJ >J City. General Scope of Work cu *. > S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: PIans [^^Calculations Soils | | Energy | | Other. 2 Describe revisions in detail ^kspdr*^;/^ VrJ^> £>r «J«*5 c^rU^ -Vq// Sv/s/r^ 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? | | Yes 6 Does this revision add ANY new floor area(s)? Q Yes Q-"Klb. 7 Does this revision affect any fire related issues? Q Yes Q^No O Is this a complete set? | | Yes [ZT No ^Signature ^^^^^^ 1635 Faraday Ayemje, Carlsbactt!A 92008 Phone: 760-602-2717/2718/2719 Fax: 760-602-8558 EsGil Corporation In (partnersHip with (government for <Bui[d~ing Safety DATE: 04/3O/09 JURIS,, JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 08-1193 Rev # 5 - (PCR09-051) SET: I PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Floor Joists and Girders for Ventana Real II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 2<J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the 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: Matt Hendry 9535 Waples Street suite 200 San Diego, CA 92121 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt Hendry Telephone #: 858-761-8180 Date contacted: (by: ) Fax #: 858-784-3651 Mail Telephone Fax In Person XJ REMARKS: The submitted document^ need to be stamped by the project engineer indicating they have been reviewed and no e^Mrcipfn is taken. *Curtain wall shop drawings and cwmrations are under this deferred submittal package. By: ALI SADRE (FOR D.Y.) Enclosures: EsGil Corporation D GA D MB D EJ D PC 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 *• (858)560-1468 4- Fax (858) 560-1576 City of Carlsbad 08-1193 Rev # 5 - (PCR09-O51) 04/30/09 • - [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad (PCR09-051) PREPARED BY: ALI SADRE BUILDING ADDRESS: 2175SalkAve. PLAN CHECK NO.: O8-1193 Rev # 5 - DATE: 04/30/09 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-N BUILDING PORTION CURTAIN WALL SYSTEM Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq. Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance | ' Type of Review: D Complete Review I I Repetitive FeeRepeats Other Hourly EsGil Fee $362.50 2.5 $116.00 Structural Only Mrs. $290.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc DESIGN ENGINEERING & CONSULTING VENTANA REAL PHASE BUILPIN6 B CARLSBAD, CALIFORNIA WS/OJV SYSTEMS ARCHITECTURAL PRODUCTS 1895GILLESPIEWAY, EL CAJON, CALIFORNIA 92020 TEL (619)258-7300, FAX (619) 562-2630, wvm.visionsystems.org STRUCTURAL CALCULATIONS FOR ALUMINUM CURTAIN /HALL SYSTEM APRIL 1O, 2OO3 2095 North Collins Blvd. • Suite 100 • Richardson, Texas Phone: (972) 644-0640 • Fax: (972) 644-4204 • Email: joh APR 152009 DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TABLE OF CONTENTS ITEM DESCRIPTION DESI6N ASSUMPTIONS 2 DE5I6N CRITERIA 3 ASCE T-O5 WIND LOADS 4 A5CE T-O5 5EI5MIC LOADS 5 MATERIAL SPECIFICATIONS 6 HORIZONTAL ANALYSES MULLION ANALYSES & VARIOUS ANCHOR ANALYSES SILICONS ANALYSES \O MOMENT SPLICE @ CURTAINWALL MULLION 11 SECTION PROPERTIES 12 MISC. REFERENCES PA<3E 3 5 7 1O 21 8>4 51 ~ S13 R1 ~ R16 Date: 4/10/2OCH By: JNL Project:Ventana Real Phase II Pa9e: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 DESIGN ASSUMPTIONS 1. The design wind pressures and seismic loads utilized in this submittal are in accordance with the 2OO1 California Building Code. See Design Criteria for loads in specific areas. 2. The load diagrams on the continuous beam analysis utilize the following legends to designate anchor types and splice locations-. A Wind load Anchor A Dead load Anchor O 5plice / Hinge 3. When reinforcing or multiple part assemblies have been utilized, an assembly action Is assumed between the members. Therefore-. a) Deflections have been calculated using the algebraic sum of the individual Ixx values. b) Bending has been apportioned by the relative Ixx of the appropriate member. 4. Glass setting blocks are assumed to be located at 1/£> points of span or 6>" from glass edge, whichever Is larger, U.C\N. 5. Aluminum extrusions have been designed utilizing allowable stresses for 6O63-T6 alloy and temper. Aluminum sheet has been designed utilizing allowable stresses for 5O52-H32 alloy and temper. See Material Specifications Included within this calculation package for other specified items. b. The concrete compressive strength utilized in the anchor analyses is assumed to be 3OOO psl Normal Weight. Please verify. "7 The allowable stresses for the aluminum and steel members may not be increased by a factor of 4/3 when the Imposed stresses are due to wind load or seismic load acting alone or In combination with other loads. The material yield stress may not be exceeded. Date*4/10/2003 By: JNL Project:Ventana Real Phase II Pa9e: ^ o, DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 2>. The aluminum Framing members and their connections to the structure have been analyzed to be adequate to resist the seismic forces applied and lateral seismic drift as required by the building code. Verification of the adequacy of the glass to meet the applicable code requirements Is the responsibility of the glass supplier. 1. The structural Integrity of the structural steel beams, 16 gage metal stud frames, and floor slabs, etc..., to which the window system is to be attached have not been analyzed within this package. Verification of the adequacy of these members Is the responsibility of the appropriate party. 10. The conditions Investigated In this package represent the most critical within the system. All other items Included within the scope of this package are considered to have less critical loading conditions and are said to be "OK by comparison" to those analyzed. 11. This calculation package represents our Interpretation of the Intent of the design plans and specifications. Design Engineering and Consulting, Inc. (DEC,) is not responsible for the coordination and -verification of dimensions, quantities, or Installation and coordination with other trades. Should as built conditions differ from those originally provided within the calculations and drawings, Vision Systems must bring them to the attention of DEC, so that these deviations can be verified for their structural Integrity. Date: 4/1O/2OO<=t By: JNL Proiect: Ventana Real Phase II Pa9e: ^ of DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 PESK&N CRITERIA VENTANA REAL PHASE II CARLSBAP, CALIFORNIA DESICN WIND PRESSURES ARE BASED ON REQUIREMENTS AS STATED IN 20O-T CALIFORNIA BUILDINC CODE AND ASCE T- 05, BASED ON S5 MPH WIND SPEED, 43.5 FT. OF BUILDINC HEICHT, EXPOSURE C, AND IMPORTANCE FACTOR, I = 1.OO: WIND LOAD: SEISMIC LOAD: DEAD LOAD: DEFLECTION: TYPICAL ZONE: CORNER ZONE: INTERIOR: +2O FSF, -22 PSF +2O FSF, -21 PSF ±10 PSF ** CORNER ZONE IS BASED ON 10% OF THE MIN. BUILDING WIDTH DETERMINED AS *&-On WHICH CIVES T-6" (MAX.; PER 20(91 CALIFORNIA BUILDING CODE AND ASCE 1-O5, BASED ON SEISMIC USE CROUP II, SEISMIC DESIGN CATEGORY D, AND IMPORTANCE FACTOR, I = 1.00: Fp = O3£> * Wp FOR BODY OF THE CONNECTION Fp = 1.27 * Wp FOR ELEMENTS OF CONNECTION 1/4" THICK CLASS: 1" THICK CLASS: MISC. ALUMINUM: DEFLECTION NORMAL: FRAMING MEMBERS: SPANS <= 13'-6": SPANS > 13'-6": 3.25 PSF 6.5O PSF 2.OO PSF L/H5 L/24O + 1/4" DEFLECTION AT JAMBS IS NOT TO EXCEED THE DYNAMIC MOVEMENT CAPACITY OF THE SEALANT DEFLECTION IN-PLANE: FRAMIN6- MEMBERS: 1/&" MAXIMUM DUE TO DEAD LOAD OR DUE TO WIND LOAD AT CORNERS Date:4/10/200^By:JN1- Project:Ventana Real Phase II Page:of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 » Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESSES: THERMAL MOVEMENT: VERTICAL MOVEMENT: STORY DRIFT: 25% OF CLASS BITE FOR ALL OTHER MEMBERS 1/16" FOR DOOR HEADERS THE ALLOWABLE STRESSES FOR FRAMING MEMBERS MAY NOT BE INCREASED BY 1/3 WHEN CAUSED BY WIND OR SEISMIC LOAD ACTING ALONE OR IN COMBINATION WITH OTHER LOADS. EXTERIOR AMBIENT AIR TEMP: 0° F TO 120° F EXTERIOR METAL SURFACE TEMP: 0° F TO 12>O° F MAXIMUM LIVE LOAD DEFLECTION OF FLOOR: ALL = 3/S" MAXIMUM PER DIRECTION FROM THE STRUCTURAL ENGINEER: A5 = O.21 in;Am = 1.21 in Date: 4/10/200=! By: JNL Project:Ventana Real Phase II Page: DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 kNINP LOAPS PER ASCE "7-O5 (2OO1 G.B.G. * 2OO6> I.B.CJ Per section 6.5.12.4.2: Design wind pressures on components and cladding elements for al buildings with h < = 6<9 Ft shall be determined from the following equations: P = CEq. 6-15, Pg. CEq. 6-22, Pg. 2&; Coeffeclent Values for Input: Mean Roof Height Basic Wind Speed Exposure Tributary Effective Area Velocity Pressure Exposure Coefficient Topographic Factor Wind Directionality Factor Importance Factor Components and Cladding Pressures: = -1.1 s -1.4s 1.0 4-KSall at Typical Zone: 5-Wall at Corner Zone: Pesign l^Sind Pressures: Typical Zone: +2<9 psf / -22 psf Corner Zone-. +2O psF / -21 psF h = 43.5- Ft V = £>5 mph C A = 10-ft2 K2 = Kd = O.S5 Itu = 1-<3 CFig. 6-5, Pg. CFig. 6-1 1A, Pg. 55; (Tab. 6-3, Pg. rsect. 6.5.1.2; (Tab. 6-4, Pg. £>o; (Tab. 6-1, Pg. TD P4Neg = -21.3-psf = -26.3- psf Date: 3/1=1/2001 By: JNU Project: Ventana Real Phase II Page: of "1 DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SEISMIC LQAPS PER. ASCE T-O5 (2OO7 C.B.C. * 2QO6 I.B.CJ Each element or component and its connections shall be designed to resist a total lateral seismic force, Fp, as provided by the Following A5CE "7-05 Formula 13.3-1: Fp:=h ("Equation 13.3-1, Page 144.) Ip = 1.0 Z s 43.5-ft h s 43.5-ft Coeffeclent Values for Input: (Per Calculation Checklist provided by Vision Systems.) (Section 13.1.3, Page 143; (Height Of Component Attachment, Assume Roof Height) (Average Roof Height, normalized) (Operating Weight oF Component; Due to the continuity oF the curtalnwall system and a series of lateral load resisting anchors, applied seismic loading can be modified as uniformly distributed load proportionate to the mass distribution over the height. Therefore, the computed magnitude of the seismic load can be compared to the windload pressure to determine the governing normal design load for the anchoring components. In-plane requirements must be Independently Investigated utilizing the computed seismic requirements and continuity developed by the applicable element. For Body of the connections-. Component Amplification Factor, ap Body := 1-^ Component Response Factor, R B0d := 2.5 + (Equation 13.3-1, Page 144.) (Table 13.5-1, Page 1460 Fp_Body = For Fasteners-. Component AmpliFication Factor, apj=astener '•= ' Component Response Factor, ^p_Fastener := Fp_Fastener := 1-^ (Equation 13.3-2, Page 144; (Table 13.5-1, Page 146; Fp_Fastener - 1. Date:3/iq/2OOq By: JNL Project: Ventana Real Phase II Page: of £ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 MATERIAL SPECIFICATIONS ALUMINUM: EXTRUSIONS BARS SLEEVES 4 ANCHOR CLIPS CANDLES, CHANNELS, ETC.; 6063-T6 5O52-H32 6105-T5 STEEL: OPEN SHAPES, ANCHOR CLIPS (ANGLES, CHANNELS, ETC.j ASTM-A36 FASTENERS: THROUGH-BOLTS PRIL-FLEX SCREWS STAINLESS STEEL SCREWS CONCRETE ANCHORS CAP-PLATEP FINISH PER O.O.- 416E, TYPE II, CLASS I ANP MUST MEET REQUIREMENTS OF SAE J- 5 PRIL-FLEX BY ELCO INPUSTRIES KSITH STALCUARP FINISH (NO SUBSTITUTES; 3OO SERIES, COLP-FINISHEP CCONPITION CJAl, FY=65 KSI, ANNEALEP; REP HEAP TRUBOLT WEP6E ANCHORS (SUBSTITUTIONS TO BE VERIFIEP BY PEC, INCJ Date:By: JNL- Project:Ventana Real Phase DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEVATION: V/E-S; DETAIL: 1/D-2& 16 1/2" SPAN TYPICAL HORIZONTAL @ CURTAIN/HALL ON ELEV. V/E-S KNINDLOAD = 22 psf — TRIB. WIDTH = -JO.ST5"/23.75" HORIZONTAL DESCRIPTION: TYPICAL HORIZONTAL W6O-DO6-UI MATERIAL: 6O63-T6 ALUMINUM C! t—•J s;—X~ W60-D06-UI W60-D07 HORIZONTAL Date:By: JNL Project: Ventana Real Phase II DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL. ANALYSIS ELEVATION: V/E-&; DETAIL: 1/P-2S 16? 1/2" 5PAN TYPICAL HORIZONTAL @ CURTAINKHALL ON ELEV. V/E-5 WINDLOAD = 22 p5f — TRIB. WIDTH = 7O.ST5"/23.T5" HORIZONTAL DESCRIPTION: TYPICAL HORIZONTAL W6O-DO6-UI MATERIAL: 6O63-T6 ALUMINUM HORIZONTAL 5ECTION PROPERTIES:Ref. page 5-1 Ixx = 4.1O6-in4 syymin = a2cn-in3 lyy ^ O. Sxxmin = 1.356-in3 Area = 1.32^-in2 Ryy = O. HORIZONTAL SPAN AND PEAP LOAD LOCATION: Module = 16.5-in 'Ws 2.25-in L = Module -y\ L = "74.25- in (Transom Actual Length) L ("Distance Between Genterline of Vertical Mullions and Vertical Mullion a =(Setting Block Location) 6LAS5 SI2ES: MINPOkN ABOVE: Ht = "7O.2>"75-in C6lass Height Above; t s 1.O-in f^lass Thickness; BELOK4: = 23.15-in (6lass Height Belou>; LOADS; p = 6.5-psf C6lass Weight; ("Maximum is Negative Wind Load; -^IN QLI c? L \p •Module 1 Date:'3/2O/2OOq By: JNL Project:Ventana Real Phase DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 PEAP LOAP ANALYSIS: Consider help from lyy = 0.126 lrT4 of W10-00&-U225 alum pressure plate (Ref. Page 5-2) = 122 Ibf - 1136in-lbf PEAP LOAP DEFLECTION CHECK: 5di = 0.12&in ~ 1/2>" C@ Mid Span of Transom,) in (@ Setting Block Location) ** FOR 1/&" LIMIT - DEFLECTIONS OK. ** BENPINC- STRESS PUE TO PEAPLOAP ; fby :=fby = 3£>24psi CHECK LOCAL BUCKLIN6: - in t = O.O1&-'m 12 C6O63-T6, SPECIFICATION Fby :=152 -ksi Fby - 12O4clp5i > K4INP LOAP ANALYSIS: Rw\ = 162 Ibf = 3&O5in-lbf fby = 32>24p5i LOAP DEFLECTION CHECK; 5^=0.052 in [ L/" O.K. ** DEFLECTION O.K.** Date: S^O/SOOq By: JNL. Project: Ventana Real Phase II Page: of /£ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 BENDIN6 STRESS PUE TO KSINPLOAP: Fbx :=fbx = 2&06psl CHECK LATERAL-TORSIONAl. BUCKLING UNBRACED L.EN6TH, l_b := l_ Lb = 14.25 in Ryy - 125 = 5606 p5i > CHECK LOCAL BUCKLING b = 2.25-in t = (. > 12 Fbx2 :=152 •ksi FbX2 = 526^ psi C6O63-T6, SPECIFICATION 11; Fbx = 2£>C>6p5i O.K. C6063-T6, SPECIFICATION 15.) FbX = 2SO6psi O.K. STRESS INTERACTION: Fby < 1.00 INTERACTION O.K. Date:By: JNL Project: Ventana Real Phase Pa9e: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEVATION: P/E12; DETAIL: 1/D2«1 1O2 3/4" SPAN CONTINUOUS 5" X 3" X 1/2" STEEL TUBE HORIZONTAL SUPPORT @ SLIDING 6LASS DOOR HEADER ON ELEVATION P/E-12 WINDLOAD = 21 psf — TRIB. WIDTH = 1.1 HORIZONTAL DESCRIPTION: 5" X 3" x 1/2" STEEL TUBE MATERIAL: ASTM A-5OO STEEL 3/8' X W X 4' LONG SETTING BLOCK (2) PLCS SUCONE SEAUWT (81ACK) <- K 3' x W* ALUM CHANNEL •F Date: 4/10/2001 By: JNL Project: Ventana Real Phase 1! Page: of/4- DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 « Richardson. Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEVATION: P/E12; DETAIL: I/TOI 1O2 3/4" SPAN CONTINUOUS 5" X 3" X 1/2" STEEL TUBE HORIZONTAL SUPPORT @ SLIDING 6LA5S DOOR HEADER ON ELEVATION P/E-12 WINDLOAD = 2T psf — TRIB. WIDTH = q.&15"/^&" HORIZONTAL DESCRIPTION: 5" X 3" X 1/2" STEEL TUBE MATERIAL: ASTM A-500 STEEL 5" x 3" x 1/2" STEEL TUBE SECTION PROPERTIES: Ref. page 5-11 = 16.s>TI-in4 lyy = 1.325-in4 Esti = 2.^-10"•y w1 ^/ H = 6.~142>-in3 '"""" '««" '-3 Area = 6.356-in2 Ryy = 1.074-in HORIZONTAL SPAN AND DEAD LOAD LOCATION: MAX. D.L. SPAN, MAX. W.L. SPAN, SETTING BLOCK LOCATION, as— a = 6- in 6LAS5 SIZES: WINDOW ABOVE: Ht = ^.&"75-in (G>\ass Height Above; WINDOW BELOW: Hb = °&- in f<5lass Height Belaid (3LAS5 THICKNESS: t = LOADS: p = 5.25-p&F (Heights of 6>lass i Aluminum Framing POINT LOAD FROM CENTER MULLION @ ABOVE DOORWAY, /" \ SP- —- -[356.25-in-(^6-in + 10.15-in;] Date: 4/1O/2OOq By: JNL Project: Ventana Real Phase II Page: of /^ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 =2 2"7-psF CMax. Is Negative Wind Load.) POINT LOAD FROM CENTER MULLION @ ABOVE DOORWAY, = -112-IbF ReF. page PEAP LOAP ANALYSIS: PEAPLOAP ENP REACTION, Rd] = 336-IbF PEAP LOAP PEFLECTION CHECK: PEAP LOAP PEFLECTION, 5d| s O.O631 • in ** FOR 1/16" LIMIT - PEFLECTION5 SAY O.K.** BENPIN<? STRESS PUE TO PEAPLOAP MAXIMUM MOMENT,. Md| mm = 14622-in-IbF Fby = 2cH4-psi (ASTM A-5OO; Fby = Fby = Fby E= Fby = 216OO-ps\ KMINP LOAP ANALYSIS: K^liNDLOAD END REACTION, RW| = 25^-lbF WINP LOAD DEFLECTION CHECK: WINDLOAD DEFLECTION, 6W| s OO\&\- in O.K. ALLOW. PEFLECTION,Aa|| =115 Aa|| = O.5S1-in PEFLECTION O.K.** Date: 4/1O/2OO1 By: JNL Project Ventana Real Phase II Page: . of I(J? DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 » Phone (972) 644-0640 • Fax (972) 644-4204 BENDIN<3 STRESS PUE TO WNPi-OAP: MAXIMUM MOMENT, Sxx Fbx = Fbx = 2-T60O-psi STRESS INTERACTION: fbx = 1OS5-psi CASTM A- Fbx = 102-5 -psi O.K. Fbx Fby 1.00 INTERACTION O.K. CHECK 3" X 2" X 1/4" ALUMINUM AN6LE CLIP T6O61-T6; X 3" LOK6 @ EACH ENP OF STEEL TUBE HORIZONTAL Applied Bending Fbx = Allowable Bending Fbx = Fbx = Applied Bending Fby = • ,. \2-O.25-in Fbx = 51£>-psi (6O61-T6 Alum J Fbx = 51&-psi O.K. inj2-3-in Allotuable Bending Fby = Fby = 2&OOO-psi > Fby = l2T73-psi (6061-T6 Alum.) Fby = 12113 -psi O.K. Check Interaction Fbx Fby Fbx + Fby = O.46 < 1.O O.K. Date: 4/10/2001 By: JNL Project: Ventana Real Phase II Page: of /I DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK (6>) 1/4" PIA. PRIL.-FLEX SCREXS5 <§> ENP OF 5TEEL TUBE HORIZONTAL INTO ALUMINUM AMPLE CLIP Applied Tension T =+2.5-in-3 T = 14O-lbF Allowable Tension Ta| = 1526-lbF > T=14O-lbF Ref. page R-5 OK. Allowable Pull-Out Tpo s O.OS L&.5-k9i-0.O2f-m2-2O ReF. page R-f C6O61-T6 AlumJ V Tpo=13£>-lbf = 140-lbF 5AY O.K. Applied Shear v- «..\2 V - 1^3-IbF Allowable Shear Va|sT76-lbF > V = HS-lbF Ref . page R-5 OK. Allow. Bearing Vbrfl s 31-ksl-C?.O&-ln-O.25-In 6 AlumJ Check Interaction Tal I Va! = 6>2O-lbF OK. < 1.0 O.K. Dale:4/1O/2OO<1 By: JNL Project: Ventana Real Phase II Page: of 10 VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/2/2009 13:38 File: HorizCW DH P-E12 DL.cbm 102 3/4" SPAN DOOR HEAD HORIZ. ON ELEV. P/E12 (PL = 5.25PSF) By: JNL Beam Max. Span Deflection = Max. Positive Moment = Results -0.0631" (Span 1, @ 14622"! (Span 1, 8 51.38") 51.38") 5# Span 1 Member Information , Length (in) I(inA4) S(inA3) E(psi) 102.750 7.330 4.880 2.9e+007 Span 1 Point Load Information P(#) X(in) 5.000 5.000 467.000 5.000 5.000 5.500 44.875 51.375 57.875 97.250 Support Reactions Joint Pounds 336 336 P = 3.25psf X 7.875" X 52,375" / 2 = 51 @ PER SETTING BLOCKING SELFWEIGHT OF STEEL TUBE HORIZONTAL: W = 21.586#/ft = 1.799I/" Span 1 Distributed Load Information Wl (it/in) W2(#/in) XI (in) X2(in) 1.799 1.799 0.000 102.750 5# 467$a 5# 5# Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact; Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:56 File: HorizCW P-E12 WL DrH.cbm 102 3/4" SPAN DOOR HEAD HORIZ. ON ELEV. P/E12 (WL = 27 PSF) By: JNL Beam Max. Span Deflection = Max. Positive Moment = Results -0.0169" (Span 1, @ 7319"# (Span 1, @ 51.38") 59.08") Span 1 Member Information Length (in) I(inA4) S(inA3) E(psi) 102.750 16.871 6.748 2.9e+007 Span 1 Distributed Load Wl(#/in) W2 (ft/in) 0.926 10.113 5.742 5.742 10.113 0.926 Information XI (in) X2(in) 0.000 25.688 77.063 25.688 77.063 102.750 -172 # Point Load Information Span P(|) l(in) 1 -172.000 51.375 Support Reactions Joint Pounds 259 259 Wl = 27psf X 9.875" / 2 = 0.926*/" W2 = 27psf X (51.375" / 2) = 5.742I/" W3 = 27psf X (9.875" + 98) / 2 = 10.113I/"Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software®arcwallsys.com DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 « Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION: CC/E-T; PETAIL: 4/P-36 354 -I/& TALL 5E6MENTEP MULLION @ CURTAINKW-L ON ELEV. CC/E-1 WNPLOAP = 22 psf — TRIB. WIPTH = 443V44.5" MULLION PE5CRIPTION: TkNO-PIECE MULLION MATERIAL: 6O63-T6 ALUMINUM CMOPJ 177.9° 1/4' X11/2' PHSMS "A" ASSEMBLY FASTENERS AT HEAD AND SILL DIMENSIONS SYMMETRICAL ABOUT LINE Date:4/3/2001 By:JNL project.ventana phase Page: of •2-1 DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 » Phone (972) 644-0640 • Fax (972) 644-4204 MULLIQN ANALYSIS SUMMARY ELEVATION: CC/E-1; DETAIL: 4/D-36 354 -7/8 TALL SEGMENTED MULLION @ CURTAINKHALL ON ELEV. CC/E-T WNDLOAD = 22 psf ~ TRIB. WIDTH = 44.5V44.5" MULLION DESCRIPTION: SPLAYED MULLION W60-MH 4 1AI60-M18 (MODj MATERIAL: 6O63-T6 ALUMINUM MALE MULLION SECTION PROPERTIES:Ref. page 5- IXXM s 3. SXXM = 1.5OO-in3 AreaM = 1. lyyn = 0-1 Syyn = 0.142-in" RyyM = 0.3^2- in -psi MOD. kN6O-Mia FEMALE MULL SECTION PROPERTIES: ReF. page S-1O = 3.^5^-in Sxxp 3 1.4TO-in3 s 1.200-in2 lyyp = 0.155-in Syyp = 0.138-in RyyF = 0.35^-in lXXmu|| s |XXM SXXmu|| s SXXM + SXXp LOAD ANALYSIS: UNIFORM LOAD, = "WOT in4 LU s 22'psF-44.5-in IbF in Date; 4/3/2001 By: JNL project. ventana Real Phase II Page: of•z/2- DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 DEFLECTION SUMMARY : MAXIMUM DEFLECTION, Amax s O.527in SPAN, L=162-in ALLOWABLE DEFLECTION, Aaii = ReF. page 1T5 Aa|| = <9. STRE55 SUMMARY - MALE MULLIQN MAXIMUM MOMENT, MX ( |X><M "\ Amax fbxM =5xxM MX = 1fi»S7^- in • Ibf fbxM = 62&4 • p5i CHECK LATERAL-TOR5IONAL BUCKLING: UNBRACED LENGTH, [^ = 16- in RyyM FbxMi = = 46 C6063-T6, SPECIFICATION 11; •ksi = 13345-psi CHECK LOCAL BUCKLIN6 1.2 fbXn = 628>4-pSi T6063-T6, SPECIFICATION 15j O.K. O.K. = 15-ksi i > fbxM =O.K. Dale:By: JNL Project:Ventana Real Phase II DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - FEMALE MULLION KS63-M1& MAXIMUM MOMENT, MX ( lxxF MX = SXXp = 6430-psi CHECK LATERAL-TORSIONAL SUCKLING: UNBRACEP LENGTH, (6O63-T6, 5PEGIFICATION /J±_T • ks! = 13O4O-p5i > FbXp = 643O-pSi O.K. CHECK LOCAL BUCKLING = 1.051- in 1.2 C6O63-T6, SPECIFICATION FbXF2=• ksi FbXp2 = 1441"7-psi > fbxp = 6430-psi O.K. Date:4/3/2003 By:JNL Project:Ventana Real Phase II VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 11:49 File: MullCW_CC-E7 . cbm 354 7/8" TALL SEGMENTED MULLION ON ELEV. CC/E7 (WL == 22 PSF) By: JNL Max. Span Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment Beam £ = Results -0.2459 0.1464 10520" -18879" « n 1 1 (Span (Span (Span (Span 2, 9 4, 9 I, 9 2, 9 89 44 55 0 .36 .25 .73 .00 ") 11 ) ') 11 ) Span 1 2 3 4 Member Information Length (in) I(inA4) S(inA3) 148.625 123.250 38.750 44.250 7.907 7.907 7.907 7.907 2.970 2.970 2.970 2.970 E(psi) l.Oe+007 l.OetOO? 1.0et007 l.Oe+007 Span 1 2 3 4 Distributed Load ' Wl(#/in) W2(#/in) 6.799 6.799 6.799 6.799 6.799 6.799 6.799 6.799 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 148.625 123.250 38.750 44.250 Joints Free to Displace Free Joints - 3 5 Support Reactions Joint Pounds 378 1258 776 X\ XIxj 4 <== Moment Splice 5206 Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear MomentDefl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 378.23 0.0 0.0000 0.0 2 O.OOL 0.00 626.17 VENT ANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 11:49 File: MullCW_CC-E7 .cbm 0.10L 14.86 277.18 4870.5 -0.0845 1639.9 0.10L 12.33 542.37 -18878.9 -11677.8 0.0000 -6356.5 3 O.OOL 0.00 -211.81 6655.8 -0.1773 2241.0 4 O.OOL 0.00 300.86 -6656.4 0.0000 -2241.2 -0.0166 -3931.9 0.10L 3.88 -238.16 5784.0 -0.1619 1947.5 0.10L 4.42 270.77 -5391.7 0.0180 -1815.4 0.20L 29.73 176.13 8239.1 -0.1557 2774.1 0.20L 24.65 458.57 -5509.5 -0.0557 -1855.1 0.20L 7.75 -264.50 4810.1 -0.1453 1619.6 0.20L 8.85 240.68 -4260.1 0.0346 -1434.4 0.30L 44.59 75.08 10105.8 -0.2042 3402.6 0.30L 36.98 374.77 -374.0 -0.1056 -125.9 0.30L 11.63 -290.85 3734.1 -0.1279 1257.3 0.30L 13.28 210.60 -3261.7 0.0502 -1098.2 0.40L 59.45 -25.97 10470.7 -0.2249 3525.5 0.40L 49.30 290.98 3728.6 -0.1564 1255.4 0.40L 15.50 -317.19 2556.0 •0.1098 860.6 0.40L 17.70 180.51 -2396.3 0.0650 -806.8 0.50L 74.31 -127.02 9333.8 -0.2167 3142.7 0.50L 61.63 207.18 6798.5 -0.2002 2289.1 0.50L 19.38 -343.54 1275.8 -0.0912 429.6 0.50L 22.13 150.43 -1664.1 0.0792 -560.3 0.60L 89.17 -228.07 6694.9 -0.1827 2254.2 0.60L 73.95 123.38 8835.6 -0.2311 2974.9 0.60L 23.25 -369.89 -106.5 -0.0723 -35.8 0.60L 26.55 120.34 -1065.0 0.0930 -358.6 0.70L 104.04 -329.12 2554.3 -0.1304 860.0 0.70L 86.27 39.58 9839.8 -0.2452 3313.1 0.70L 27.13 -396.23 -1590.8 -0.0535 -535.6 0.70L 30.97 90.26 -599.1 0.1065 -201.7 0.80L 118.90 -430.17 -3088.3 -0.0713 -1039.8 0.80L 98.60 -44.21 9811.3 -0.2406 3303.5 0.80L 31.00 -422.58 -3177.3 -0.0349 -1069.8 0.80L 35.40 60.17 -266.3 0.1198 -89.6 0.90L 133.76 -531.22 -10232.7 -0.0212 -3445.3 0.90L 110.93 -128.01 8749.9 -0.2173 2946.1 0.90L 34.88 -448.93 -4865.8 -0.0170 -1638.3 0.90L 39.83 30.09 -66.6 0.1331 -22.4 l.OOL 148.63 -632.27 -18878.9 0.0000 -6356.5 l.OOL 123.25 -211.81 6655.8 -0.1773 2241.0 l.OOL 38.75 -475.27 -6656.4 0.0000 -2241.2 l.OOL 44.25 -0.00 -0.0 0.1464 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 11:48 File: MullCW CC-E6.cbm 245" TALL SEGMENTED MULLION ON ELEV. CC/E6 (WL = 22 PSF) By: JNL UNIFORM W.L. = 22psf X 44.5" = 6.799I/" Max. Span Deflection Cantilever Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment Beam = Results -0.5272" 0.3429" 0.3545" 16424"! -6656"! (Span (Span (Span (Span (Span 2, 1 1, 1 3, 1 2, 1 2, 1 81 0 44 81 162 .00") .00") .25") .00") .00") Span 1 2 3 Member Information Length (in) I(inA4) S(inA3) 38.750 162.000 44.250 7.907 7.907 7.907 2.970 2.970 2.970 E(psi) l.Oe+007 l.Oe+007 l.OetOO? Span 1 2 3 Distributed Load Wl(#/in) W2(f/in) 6.799 6.799 6.799 6.799 6.799 6.799 Information XI (in) Z2(ln) 0.000 0.000 0.000 38.750 162.000 44.250 Joints Free to Displace Free Joints 1 4 Support Reactions Joint Pounds 805 861 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software9arcwallsys.com XI^J *N JQ Maximum distributed load value shown only, see distributed load table for detailed information. VENTANA REAL - PHASE II 4/3/2009 11:46 Cbeam 2002 DEC, Inc. File: MullCW LOW CC-E5.Gbm 150" TALL SEGMENTED MULLION ON ELEV. CC/E5 (WL = 22 PSF) By: JNL UNIFORM K.L. = 22psf X 44.5" = 6.799#/» Beam Kzx.. Span Deflection = Cantilever Deflection = Kax. Positive Moment = Max. Negative Moment = Results -0.1220 0.0742 8116" -5105" n f It (Span (Span (Span (Span 2, 1 1, I 2, 9 2, 8 58 0 61 0 .41") .00") .19") .00") Span 1 2 Member Information Length (in) I(inA4) S(inA3) 38.750 111.250 7.907 7.907 2.970 2.970 E(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl(t/in) W2(#/in) 6.799 6.799 6.799 6.799 Information XI (in) X2(in) 0.000 0.000 38.750 111.250 Joints Free to Displace Free Joints - 1 Support Reactions Joint Pounds 688 332 X] 1-1 Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at ft- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II 4/3/2009 11:47 Cbeam 2002 DEC, Inc. File: MullCW UP CC-E5.cbm 83" TALL SEGMENTED MULLION ON ELEV. CC/E5 (WL = 22 PSF) By: JNL UNIFORM W.L. = 22psf X 44.5" = 6.799#/" Beam Max. Span Deflection = Cantilever Deflection = Max. Negative Moment = Results 0.0057" (Span 1, t -0.0801" (Span 2, @ -6656"! (Span 1, 8 24.22") 44.25") 38.75") Member Information Span Length (in) I(in*4) S(in*3) 1 38.750 2 44.250 7.907 7.907 2.970 2.970 E(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load KHI/in) W2(t/in) 6.799 6.799 6.799 6.799 Information XI (in) 0.000 0.000 X2(in) 38.750 44.250 Joints Free to Displace Free Joints - 3 Support Reactions Joint Pounds -40 604 /I 31 csR 00 Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: softwareOarcwallsys.com DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLIQN ANALYSIS SUMMARY ELEVATION: V/E-S; DETAIL: 1/D-3T 1/4 TALL POOR JAMB MULLIQN CURTAIN 1*1ALL ON ELEV. V/E-& WINDLOAD = 22 p5f - TRIB. MULLION DESCRIPTION: TkX MATERIAL: 6O63-T6 ALUMINUM = 36.-75V16.5" MULLION JA16O-D16-M + W6O-D16-F 1/4X11/2"PHSMS"A"-7 -CONTINUOUS STRUCTURAL SILICONE OVER BOND-BREAKER -W10-TRS-CLPALUM TRANSFER CLIP X 4" LONG 24" O.C. MAX. -DLO- -7/8'--1/2'- -21/4" -7/8"- -DLO- Date:4/3/2OO1 By:JNL project.ventana Real Phase Page:of DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION: V/E-S; PETAIL: 1/P-31 263 1/4 TALL POOR JAMB MULLION OURTAIN kNALL ON ELEV. V/E-& WINPLOAP = 22 psf — TRIB. WIPTH = 36.15Y16.5" MULLION PESGRIPTION: TWO-PIECE MULLION W60-P16-M + MATERIAL: 6O63-T6 ALUMINUM -M MALE MULLION SECTION PROPERTIES: ^T I,... ^^ ^^ ^^ A 7 u> ^rIXXMs2.5£>1-in 5xxM = 1.n2-in3 s l.oo&-ln* Ref. page 5-3 Ea| = 1.0-1O7 SyyM = 0.235-in3 s 0.561-in KN60-P16-F FEMALE MULLION SECTION PROPERTIES: IXXF = SxxF s :-4 = 0.£>32-in2 IXXmu|| = IXXM + IXXF SXXmu(| = SXXM + SXXF - inlyyF = Syyp Ryyp = O.261 • in Ref. page 5-4 Eal = 1-0-10"7 Syyp = O.O"T5-in lxxmun = 4.61c1-in = 2.062-in3 KSINP LOAP ANALYSIS: UNIFORM LOAP,LU = 21.3-psf- •36.15-in+ 76.5-in ~ = S.316-_lbf in Date:By:JNL project.ventana Real Phase Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 DEFLECTION SUMMARY ; MAXIMUM DEFLECTION, Amax = O.S3£>in Ref. page SPAN, L = 15^.125-in ALLOmBLE DEFLECTION, Aa\\ =L 115 max O.K. STRESS SUMMARY - MALE MULLION KM6O-D16-M; MAXIMUM MOMENT, MX ( IXXM MX E=21546-in-lbF fbxM = SXXM CHECK LATERAL-TORSIONAL BUCKLIN6: UNBRACED LENGTH, Lb = 24-in Lk>- = 42 < ^4 (6O63-T6, SPECIFICATION 11; • ksiFbxM1 = FbxM1 = 13610-psi > FbxM = 102T3-p5i CHECK LOCAL BUCKLING b = 0.121-in t = O.o°(4 -in — = & > 1.2 C6O63-T6, SPECIFICATION 15j V~ OK. FbxM2 s H-O.541- —•ksi FbxM2 = 14&5O-psi fbxM = 1O2i3-psi O.K. Date: 4/3/2OO3 By: JNL Project:Ventana Real Phase II Page:-z^,3-2- DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - FEMALE MULL.ION 1*16O-P16-F; MAXIMUM MOMENT,Mxact s MX-21.3 22 Actual Wind Load (Ref. page 1) Mxact - 2OS6O-in-lbf fbxp =f |XXF 5XXF = 10342-psi CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LENGTH, i-b RyyF " l_b = 24-in r6063-T6, SPECIFICATION 11; FbxFi s 16.T-O.O13/J±_T •Icsi > FbxF = 1O342-psi (Less than 4% over. Negligible,) Sau O.K. CHECK LOCAL SUCKLING b s o. 1.2 C6O63-T6, SPECIFICATION FbxF2 == 1O342-p5i O.K. Date:4/3/2CXW By: JNL. Project:Ventana Real Phase II Page: VENTANA REAL - PHASE II 4/3/2009 13:46 Cbeam 2002 DEC, Inc. File: MullCW DJ V-E8.cbm 269 1/4" TALL SPLIT MULLION ON ELEVATION V/E-8 (WL = 22 PSF) By: JNL Hax. Wax. Max. Beam Span Deflection = Positive Moment = Negative Moment = Results -0.8384" 17668»# -21546"* (Span (Span (Span 1, I 1, « l,-l 71. 63. 159. 61 65 13 ") 11 ) 11 ) Span 1 2 Member Information Length(in) I(inA4) S(inA3) 159.125 110.125 4.619 4.619 2.062 2.062 E(psi) l.Oe+007 l.Oe+007 Distributed Load Span Wl(|/in} W2(f/in) 1 8.651 2 8.651 8.651 8.651 Information n(in) Xl(in) 0.000 0.000 159.125 110.125 Support Reactions Joint Pounds 553 1496 281 X. / X 4 5S Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATIONS: BBL4BBR/E-10; DETAIL: 354 T/S TALL OUTSIPE CORNER MULLION @ CURTAIN/W-L ON ELEVATIONS BBL/E-1O < BBR/E-1O = 22 psf — TRIB. WPTH = 55.6S75"/2 = 2T.&44" MULLION PE5CRIPTION: TKNO-PIECE OUT5IPE CORNER MULLION MATERIAL: 6O63-T6 ALUMINUM .090 THICK XCONT FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONS .090 THICK XCONT FORMED ALUM CLOSER (SET IN SEALANT) -DLO- -THERMALBOND V-2108X.375 THERMALBOND - V-2109X.375 531/32" — -OPENING/FRAME- Date*'4/3/2OCH By:JNL project.yentana phase II DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATIONS: BBUBBR/E-1O; DETAIL: 354 T/& TALL OUTSIDE CORNER MULLION @ CURTAINKHALL ON ELEVATIONS BBL/E-1O * SBR/E-1O WINDLOAD = 22 psf — TRIB. WIDTH = 55.6£r?5"/2 = 27.S44" MULLION DESCRIPTION: TKSO-PIECE OUTSIDE CORNER MULLION /46O-M16 MATERIAL: 6O63-T6 ALUMINUM W6O-M16 MULLION SECTION PROPERTIES: Ixx s 2.331-in4 Sxx s 1.0*75-in3 Area s o.*762-in2 Ref. page 5-5 lyy = Syy = Ryy s O.436- in KHIND LOAD ANALYSIS: UNIFORM LOAD,LU s 22-pSf-55.6£>-75-in W = 4.254 Jbf in DEFLECTION SUMMARY ; MAXIMUM DEFLECTION,= O.-753in Ref. page SPAN,= 14&.625-in ALLOJ^ABLE DEFLECTION, Aa|| =ns = O.£>4<3-'m max O.K. Date 4/3/2OO1 By: JNL project. veritaria Rea| phase II Page: of t(P DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 STRESS SUMMARY - MULLIQN KS6O-M16; MX s 11534-in-lbf fbx = MAXIMUM MOMENT, MXrHv — __^_I k/A = Sxx CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LENGTH, L-b = 1£>-in L-b = 41 16.T-0. FbX1 = 13666-pSi CHECK LOCAL BUCKLING = 11 C6O63-T6, SPECIFICATION 11; •ksi fbx =OK. 7.2 C6063-T6, SPECIFICATION Fbx2= 13-0.541- - FbX2 = • k&i fbx =O.K. Date:By:JNL Project:Ventana Real Phase II Page: VENTANA REAL - PHASE II 4/3/2009 14:28 Cbeam 2002 DEC, Inc. File: MullCW BBL-E10 OSCor.cbm 354 7/8" O.S. CORNER MULLION ON ELEV. BBL/E10 (WL By: JNL 22 PSF) Max.Span Deflection Beam —Cantilever Deflection = Max Max . . Positive Moment Negative Moment = Results -0 0 .4067 .2012 6686" = -11534" n n i # (Span (Span (Span (Span 1, @ 4, ® 1, t 2, • 63 46 55 0 .17") .25 .73 .00 ") ") ») Span 1 2 3 4 Member Information Length (in) I(inA4) S(inA3) 148.625 123.250 36.750 46.250 2.831 2.831 2.831 2.831 1.075 1.075 1.075 1.075 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 Distributed Load Hid/In) W2(#/in) 4.254 4.254 4.254 4.254 4.254 4.254 4.254 4.254 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 148.625 123.250 36.750 46.250 Joints Free to Displace Free Joints - 3 5 Support Reactions Joint Pounds 239 778 493 XIvj XIx| 4 <== Moment Splice Maximum distributed load value shown only, see distributed load table for detailed information. VENTANA 4/3/2009 14:28 Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 238.52 0.0 0.0000 0.0 2 O.OOL 0.00 383.97 -11534.4 0.0000 -10729.7 3 O.OOL 0.00 -140.33 3480.0 -0.2614 3237.2 4 O.OOL 0.00 196.75 -4549.8 0.0000 -4232.4 0.10L 14.86 175.29 3075.1 -0.1512 2860.6 0.10L 12.33 331.54 -7125.1 -0.0223 -6628.0 0.10L 3.68 -155.96 2935.6 -0.2376 2730.8 0.10L 4.63 177.07 -3685.3 0.0271 -3428.2 0.20L 29.73 112.07 5210.6 -0.2790 4847.0 0.20L 24.65 279.11 -3361.9 -0.0831 -3127.3 0.20L 7.35 -171.60 2333.7 -0.2123 2170.9 0.20L 9.25 157.40 -2911.9 0.0514 -2708.7 0.30L 44.59 48.84 6406.3 -0.3668 5959.4 0.30L 36.98 226.68 -244.9 -0.1623 -227.8 0.30L 11.03 -187.23 1674.3 -0.1859 1557.5 0.30L 13.88 137.72 -2229.4 0.0735 -2073.9 REAL - PHASE Cbeam 2002 DEC, Inc. File: MullCW_BBL-E10 0.40L 59.45 -14.38 6662.4 -0.4052 6197.6 0.40L 49.30 174.25 2225.8 -0.2430 2070.5 0.40L 14.70 -202.87 957.5 -0.1587 890.7 0.40L 18.50 118.05 -1637.9 0.0940 -1523.6 0.50L 74.31 -77.61 5978.8 -0.3922 5561.7 0.50L 61.63 121.82 4050.4 -0.3121 3767.8 0.50L 18.38 -218.50 183.3 -0.1311 170.5 0.50L 23.13 98.37 -1137.4 0.1131 -1058.1 0.60L 89.17 -140.83 4355.5 -0.3332 4051.6 0.60L 73.95 69.39 5228.7 -0.3597 4863.9 0.60L 22.05 -234.13 -648.4 -0.1034 -603.2 0.60L 27.75 78.70 -728.0 0.1315 -677.2 II OSCor. 0.70L 104.04 -204.06 1792.6 -0.2408 1667.5 0.70L 86.27 16.96 5760.9 -0.3796 5358.9 0.70L 25.72 -249.77 -1537.6 -0.0760 -1430.3 0.70L 32.38 59.02 -409.5 0.1492 -380.9 cbm 0.80L 118.90 -267.28 -1710.1 -0.1350 -1590.8 0.80L 98.60 -35.47 5646.8 -0.3689 5252.8 0.80L 29.40 -265.40 -2484.2 -0.0493 -2310.9 0.80L 37.00 39.35 -182.0 0.1667 -169.3 0.90L 133.76 -330.51 -6152.4 -0.0432 -5723.2 0.90L 110.93 -87.90 4886.5 -0.3281 4545.6 0.90L 33.08 -281.03 -3488.3 -0.0238 -3244.9 0.90L 41.63 19.67 -45.5 0.1840 -42.3 l.OOL 148.63 -393.73 -11534.4 0.0000 -10729.7 l.OOL 123.25 -140.33 f- 3480. 0«- -0.2614 3237.2 l.OOL 36.75 -296.67 -4549.8 0.0000 -4232.4 l.OOL 46.25 0.00 0.0 0.2012 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II 4/3/2009 14:30 Cbeam 2002 DEC, Inc. File: MullCW Y-E21 OSCor.cbm 192 7/8" O.S. CORNER MULLION ON ELEV. Y/E21 (WL = 27 PSF) By: JNL UNIFORM W.L. = 27psf X (44.5" + 45.375") / 2 = 8.426I/" Beam Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = Results -0.7526" 0.5150" 9754"! -4165'i (Span (Span (Span (Span 1, ® 2, • 1, I 2, ® 70 44 66 0 .60") .25") .88") .00") Span 1 2 Member Information Length (in) I(inA4) S(inA3) 148.625 44.250 2.831 2.831 1.075 1.075 E(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl(#/in) W2(l/in) 4.254 4.254 4.254 4.254 Information XI (in) X2(in) 0.000 0.000 148.625 44.250 Joints Free to Displace Free Joints - 3 Support Reactions Joint Pounds 288 532 ^> For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com Maximum distributed load value shown only, see distributed load table for detailed information. DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 « Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION: N/E-11; PETAIL: 6/P-36 SOI 1/& TALL SPLIT MULLION @ CURTAIN/iM-L ON ELEVATION N/E-11 WNDLOAD - 21 p5f - TRIB. KHIPTH = 45.125Y45.125" MULLION PE5CRIPTION: TkSO-PIECE MULLION ^6O-M16-M + JAI6O-M16-F MATERIAL: 6O63-T6 ALUMINUM -CONTINUOUS STRUCTURAL SILICONE OVER BOND-BREAKER -W10-TRS-CLPALUM TRANSFER CLIP X 4" LONG 24" O.C. MAX. -DLO- -7/8'-7/8'- -21/4'-DLO- Date: 4/3/20<?<=l By; JNL project. ventana Real Phase II Page: offro DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd « Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION: N/E-11; DETAIL: 6/D-36 SOT 1/S TALL SPLIT MULLION @ CURTAINKNALL ON ELEVATION N/E-11 WNPLOAD = 21 psf ~ TRIB. WIPTH = 45.125Y45.125" MULLION PESORIPTION: TWO-PIECE MULLION KM6O-M16-M + W6O-M16-F MATERIAL: 6O63-T6 ALUMINUM W6CP-M16-M MALE MULLION SECTION PROPERTIES: Ref. page 5-6 •..4 = 1.0-10-psi = 0.240-in IXXM = 3. SXXM s 1.4&5-in3 AreaM = LOT^-in 116-F FEMALE MULLION SECTION PROPERTIES: Ref. page 5-1 = 3.O46-in4 lyyp = O.OS^-in4 Sxxp s 1.134-in3 Syyp = O.O~lb-m3 Areap s o.^OS-in2 Ryyp = O.256-in IXXmull = £ SxxmU|| = s |XXM + IXXF SXXmu)|| = SXXM + SXXF LOAP ANALYSIS: UNIFORM LOAP,W s 27-p5f-45.125-in LU = &.461 •jbf in Da'e: 4/3/200^By: JNL project ventana Real Phase II Page: of 4>l E S I G N ENGINEERING & CONSULTING J*** 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 DEFLECTION SUMMARY : MAXIMUM DEFLECTION, Amax = 0.8T7ln SPAN. ALLOJ*IABLE DEFLECTION, Aan =+ —24O 4 Aaii - 0< . page Aa|| > Amax O.K. STRESS SUMMARY - MALE MULLION KM6O-M16-M; MAXIMUM MOMENT, |XXM MX = 2431O • in • Ibf SXXn CHECK LATERAL-TORSIONAL BUCKLIN6: UNBRACED LENGTH, Lb = 24- in C6O63-T6, SPECIFICATION 11;Lb FbxMi=16.T-O,Lb •ksl FbxM1 = 13571-psi > fbxM =O.K. CHECK LOCAL BUCKLING — = & t FbxM2= FbxM2 = -in t = O. > 1.2 1s!- 0.541 •( — \k / • ps i > in (6063-T6, SPECIFICATION 15) •ksi fbxM =O.K. Date:By:JNL Project:Ventana Real Phase II Page: . of lift* DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - FEMALE MUi-LIQN KS6O-M16-F: MAXIMUM MOMENT, MX IXXFfbxF = MX = 2431O • in-Ibf fbxF- CHECK LATERAL-TORSIONAL BUCKLING: UNBRACEP LENGTH, L-b te.T-0.OT3- FbxF1 = CHECK LOCAL BUCKLING b = o.i«n- in — = T.25 FbxF2 = 15-ksi FbxF2 - t s T.2 Lb = 24-in (6O63-T6, SPECIFICATION •ksl C6O63-T6, SPECIFICATION fbxF =psi O.K. O.K. Date: 4/3/2OO<=1 By: JNL Project:Ventana Real Phase Page: VENTANA REAL - PHASE II Cbeaxn 2002 DEC, Inc. 4/3/2009 14:04 File: MullCW_N-Ell. cbm 507 1/8" TALL SPLIT MULLION ON ELEVATION N/E-11 (WL=27PSF) By: JNL UNIFORM W.L. = 27psf X 45.125" = 8.461!/" Max. Beam Span Deflection = Cantilever Deflection = Max. Max. Positive Moment = Negative Moment = Results -0.7016 0.3322 19004" -24370" n " ! ! (Span (Span (Span (Span 4, 9 5, 9 4, « 4, « 94 24 99 0 .88") .00") .19") .00") Span 1 2 3 4 5 Member Information Length(in) I(inA4) S(in*3) 148.625 6.894 123.250 6.894 38.750 6.894 172.500 6.894 24.000 6.894 2.619 2.619 2.619 2.619 2.619 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 5 Distributed Load Wl(!/in) W2(!/in) 8.461 8.461 8.461 8.461 8.461 8.461 8.461 8.461 8.461 8.461 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 0.000 148.625 123.250 38.750 172.500 24.000 Joints Free to Displace Free Joints - 3 6 Support Reactions Joint Pounds 499 1413 1574 806 /\ s\<\ <v ^^\ 4 72.500<n <== Moment Splice 06 Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl.Stress Span No. Location Shear MomentDefl. Stress Span No. Location Shear Moment Defl. Stress Span No. LocationShear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 498.91 0.0 0.0000 0.0 2 O.OOL 0.00 654.04 -19299.0 0.0000 -7368.8 3 O.OOL 0.00 -388.78 -2952.7 0.0140 -1127.4 4 O.OOL 0.00 856.91 -24370.3 0.0000 -9305.2 5 O.OOL 0.00 203.06 -2436.8 0.0000 -930.4 VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:04 File: MullCW_N-Ell . cbm 0.10L 14.86 373.16 6480.5 -0.1427 2474.4 0.10L 12.33 549.75 -11880.6 0.0176 -4536.3 0.10L 3.88 -421.57 -4522.7 0.0221 -1726.9 0.10L 17.25 710.96 -10847.4 -0.1270 -4141.8 0.10L 2.40 182.76 -1973.8 0.0336 -753.6 Q.20L 29.73 247.40 11092.1 -0.2652 4235.2 0.20L 24.65 445.47 -5747.5 0.0087 -2194.6 0.20L 7.75 -454.35 -6219.8 0.0291-2374.9 0.20L 34.50 565.01 157.8 -0.3018 60.3 0.20L 4.80 162.45 -1559.5 0.0671 -595.5 0.30L 44.59 121.65 13834.6 -0.3527 5282.4 Q.30L 36.98 341.19 -899.7 -0.0130 -343.5 0.30L 11.63 -487.14 -8044.0 0.0348 -3071.4 0.30L 51.75 419.06 8645.3 -0.4768 3301.0 0.30L 7.20 142.14 -1194.0 0.1004 -455.9 0.40L 59.45 -4.10 14708.2 -0.3963 5616.0 0.40L 49.30 236.91 2662.8 -0.0370 1016.7 0.40L 15.50 -519.93 0.50L 74.31 -129.85 13712.8 -0.3933 5235.9 0.50L 61.63 132.63 4940.1 -0.0553 1886.3 0.50L 19.38 -552.71 -9995.2 -12073.4 0.0388-3816.4 0.40L 69.00 273.10 14615.2 -0.6154 5580.5 0.40L 9.60 121.84 -877.2 0.1337 -335.0 0.0406 -4609.9 0.50L 86.25 127.15 18067.4 -0.6918 6898.6 0.50L 12.00 101.53 -609.2 0.1668 -232.6 0.60L 89.17 -255.60 10848.4 -0.3468 4142.2 0.60L 73.95 28.35 5932.1 •0.0630 2265.0 0.60L 23.25 -585.50 -14278.7 0.0397 -5452.0 0.60L 103.50 -18.80 19001.9-0.6911 7255.4 0.60L 14.40 81.23 -389.9 0.1999 -148.9 0.70L 104.04 -381.35 6115.0 -0.2661 2334.9 0.70L 86.27 -75.94 5638.8 -0.0579 2153.0 0.70L 27.13 -618.29 -16611.0 0.0358-6342.5 0.70L 120.75 -164.75 17418.8 -0.6093 6650.9 0.70L 16.80 60.92 -219.3 0.2330 -83.7 0.80L 118.90 -507.11 -487.3 -0.1663 -186.1 0.80L 98.60 -180.22 4060.3 -0.0405 1550.3 0.80L 31.00 -651.07 •19070.4 0.0282-7281.6 0.80L 138.00 -310.71 13317.9-0.45335085.1 0.80L 19.20 40.61 -97.5 0.2661 -37.2 0.90L 133.76 -632.86 -8958.7 -0.0685 -3420.6 0.90L 110.93 -284.50 1196.4 -0.0145 456.8 0.90L 34.88 -683.86 •21656.8 0.0165 -8269.1 0.90L 155.25 -456.666699.4-0.2406 2558.0 0.90L 21.60 20.31 -24.4 0.2991 -9.3 l.OOL 148.63 -758.61 -19299.0 0.0000 -7368.8 l.OOL 123.25 -388.78 -2952.7 0.0140 -1127.4 l.OOL 38.75 -716.65 -24370.3 0.0000 -9305.2 l.OOL 172.50 -602.61-2436.8 0.0000-930.4 l.OOL 24.00 0.00 -0.0 0.3322 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:08 File: MullCW_P-E12 AboveDr.cbm 256 1/4" SPLIT MULL <3 By: JNL UNIFORM W.L. = 27psf X (50.25" J ABOVE DOORWAY ON ELEV P/E12 (WL=27PSF) + 2.25") = 9.844H/" Beam Results Max. Span Deflection = -0.8773" (Span 3, f 95.63") Cantilever Deflection = 0.3899" (Span 4, 9 22.63") Max. Positive Moment = 23069"* (Span 3, 9 99.98") Max. Negative Moment = -27873"* (Span 3, i 0.00") Member Information Span Length(in) I(inA4) S(inA3) E(psi) 1 21.000 6.894 2.619 l.Oe+007 2 38.750 6.894 2.619 l.Oe+007 3 173.875 6.894 2.619 l.Oe+007 4 22.625 6.894 2.619 l.Oe+007 Distributed Load Information 'Span Will/in) W2(#/in) XI (in) X2(in) 1 9.844 9.844 0.000 21.000 2 9.844 9.844 0.000 38.750 3 9.844 9.844 0.000 173.875 4 9.844 9.844 0.000 22.625 Joints Free to Displace Free Joints - 2 5 Support Reactions Joint Pounds 1 -172 3 1762 4 933 f^ ^* "i N •^lo -t ^\to »1 'Njo * ^Jj o\ ^ <== Moment Splice 4 KH > Maximum distributed load value shown only, see distributed load table for detailed information. VENT ANA 4/3/2009 14:08 Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 -172.40 0.0 0.0000 0.0 2 O.OOL 0.00 -379.12 -5791.0 0.0529 -2211.2 3 O.OOL 0.00 1001.63 >-27872.8 0.0000 ^10642.5 4 O.OOL 0.00 222.72 -2519.5 0.0000 -962.0 0.10L 2.10 -193.07 -383.7 0.0058 -146.5 0.10L 3.88 -417.27 -7334.0 0.0599 -2800.3 0.10L 17.39 830.46 -11945.1 -0.1669 -4560.9 0.10L 2.26 200.45 -2040.8 0.0394 -779.2 0.20L 4.20 -213.75 -810.9 0.0115 -309.6 0.20L 7.75 -455.42 -9024.9 0.0653 -3445.9 0.20L 34.77 659.30 1006.6 -0.3872 384.3 0.20L 4.53 178.18 -1612.5 0.0786 -615.7 0.30L 6.30 -234.42 -1281.5 0.0173 -489.3 0.30L 11.63 -493.56 -10863.5 0.0687 -4148.0 0.30L 52.16 488.14 10982.1 -0.6042 4193.2 0.30L 6.79 155.90 -1234.6 0.1177 -471.4 REAL - PHASE Cbeam 2002 DEC, Inc. File: MullCW_P-E12 0.40L 8.40 -255.09 -1795.5 0.0229 -685.6 0.40L 15.50 -531.71 0.50L 10.50 -275.76 -2352.9 0.0284 -898.4 0.50L 19.38 -569.85 -12850.0 -14984.2 0.0698 -4906.4 0.40L 69.55 316.98 17981.6 -0.7742 6865.8 0.40L 9.05 133.63 -907.0 0.1567 -346.3 0.0681 -5721.4 0.50L 86.94 145.81 22005.0 -0.8664 8402.0 0.50L 11.31 111.36 -629.9 0.1956 -240.5 0.60L 12.60 -296.44 -2953.7 0.0338 -1127.8 0.60L 23.25 -608.00 -17266.3 0.0631 -6592.7 0.60L 104.33 -25.35 23052.2 -0.8631 8801.9 0.60L 13.57 89.09 -403.1 0.2345 -153.9 II AboveDr 0.70L 14.70 -317.11 -3597.9 0.0389 -1373.8 0.70L 27.13 -646.14 -19696.2 0.0543 -7520.5 0.70L 121.71 -196.51 21123.4 -0.7599 8065.5 0.70L 15.84 66.82 -226.8 0.2734 -86.6 . cbm 0.80L 16.80 -337.78 -4285.5 0.0439 -1636.3 0.80L 31.00 -684.29 -22273.9 0.0413 -8504.7 0.80L 139.10 -367.67 16218.5 -0.5651 6192.6 0.80L 18.10 44.54 -100.8 0.3122 -38.5 0.90L 18.90 -358.45 -5016.6 0.0485 -1915.4 0.90L 34.88 -722.43 -24999.5 0.0234 -9545.4 0.90L 156.49 -538.84 8337.5 -0.3003 3183.5 0.90L 20.36 22.27 -25.2 0.3511 -9.6 l.OOL 21.00 -379.12 -5791.0 0.0529 -2211.2 l.OOL 38.75 -760.58 -27872.8 0.0000 -10642.5 l.OOL 173.88 -710.00 -2519.5 0.0000 -962.0 l.OOL 22.63 0.00 -0.0 0.3899 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.con VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:07 File: MullCW_BBL-E10 .cbm 354 7/8" TALL SPLIT MULLION ON ELEVATION BBL/E-10 (WL=22PSF) By: JNL UNIFORM W.L. = 22psf X (54.9375" + 55.6875") / 2 = 8.451I/" Beam Results Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = -0.3318" (Span 1, i 63.17") 0.1642" (Span 4, « 46.25") 13283't (Span 1, 8 55.7311) -22914"! (Span 2, § 0.00") Member Information Span Length(in) I(inA4) S(inA3) E(psi) 1 148.625 2 123.250 3 36.750 4 46.250 6.894 2.619 l.Oe+007 6.894 2.619 l.Oe+007 6.894 2.619 l.Oe+007 6.894 2.619 l.Oe+007 Distributed Load Information Span HI (I/in) 112 (I/in) XI (in) X2(in) 1 8.451 2 8.451 3 8.451 4 8.451 Joints Free to Displa Free Joints - 3 5 Support Reactions Joint Pounds 1 474 2 1545 4 980 3.451 0.000 148.625 3.451 0.000 123.250 3.451 0.000 36.750 3.451 0.000 46.250 ce 1 "0 06 '-) \ 2 •^ <== Moment Splice •o Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 473.84 0.0 0.0000 0.0 2 O.OOL 0.00 762.80 -22914.3 0.0000 -8749.3 3 O.OOL 0.00 -278.78 6913.4 -0.2133 2639.7 4 O.OOL 0.00 390.86 -9038.6 0.0000 -3451.2 VENTANA 4/3/2009 14:07 0.10L 14.86 348.24 6109.1 -0.1233 2332.6 0.10L 12.33 658.64 -14154.7 -0.0182 -5404.6 0.10L 3.68 -309.84 5831.9 -0.1938 2226.7 0.10L 4.63 351.77 -7321.3 0.0221 -2795.4 0.20L 29.73 222.63 10351.3 -0.2276 3952.4 . Q.20L 24.65 554.49 -6678.8 -0.0678 -2550.1 0.20L 7.35 -340.90 4636.1 -0.1732 1770.2 0.20L 9.25 312.69 -5784.7 0.0420 -2208.7 0.30L 44.59 97.03 12726.8 -0.2992 4859.4 0.30L 36.98 450.33 -486.6 -0.1324 -185.8 0.30L 11.03 -371.95 3326.3 -0.1517 1270.0 0.30L 13.88 273.60 -4428.9 0.0600 -1691.1 REAL Cbeaiu DEC, File 0.40L 59.45 -28.57 13235.6 -0.3305 5053.7 0.40L 49.30 346.17 4421.8 -0.1982 1688.4 0.40L 14.70 -403.01 1902.3 -0.1295 726.3 0.40L 18.50 234.52 -3253.9 0.0767 -1242.4 - PHASE II 2002 Inc. : MullCW_BBL-E10.cbm 0.50L 74.31 -154.18 11877.5 -0.3199 4535.1 0.50L 61.63 242.01 8046.5 -0.2546 3072.3 0.50L 18.38 -434.07 364.1 -0.1069 139.0 0.50L 23.13 195.43 -2259.7 0.0923 -862.8 0.60L 89.17 -279.78 8652.7 -0.2718 3303.8 0.60L 73.95 137.85 10387.4 -0.2935 3966.2 0.60L 22.05 -465.13 -1288.2 -0.0843 -491.8 0.60L 27.75 156.34 -1446.2 0.1072 -552.2 0.70L 104.04 -405.38 3561.1 -0.1964 1359.7 0.70L 86.27 33.69 11444.5 -0.3097 4369.8 0.70L 25.72 -496.18 -3054.6 -0.0620 -1166.3 0.70L 32.38 117.26 -813.5 0.1217 -310.6 0.80L 118.90 -530.98 -3397.3 -0.1101 -1297.2 0.80L 98.60 -70.47 11217.9 -0.3009 4283.3 0.80L 29.40 -527.24 -4935.1 -0.0402 -1884.3 0.80L 37.00 78.17 -361.5 0.1360 -138.0 0.90L 133.76 -656.59 -12222.4 -0.0352 -4666.8 0.90L 110.93 -174.62 9707.6 -0.2677 3706.6 0.90L 33.08 -558.30 -6929.8 -0.0194 -2646.0 0.90L 41.63 39.09 -90.4 0.1501 -34.5 l.OOL 148.63 -782.19 -22914.3 0.0000 -8749.3 l.OOL 123.25 -278.78 6913.4 -0.2133 2639.7 l.OOL 36.75 -589.36 -9038.6 0.0000 -3451.2 l.OOL 46.25 -0.00 -0.0 0.1642 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 11:45 File: MullCW AA-El.cbm 258 3/4" TALL SPLIT MOLLION ON ELEVATION AA/E-1 (WL = 22PSF) By: JNL UNIFORM K.L. = 22psf X 51" = 7.792#/" . Max. Max. Max. Beam Span Deflection = Positive Moment = Negative Moment = Results -0.3763" 13700"! -17385"tt (Span (Span (Span 1, @ 1, ® 2,® 66 59 0 .88") .45") .00") Span 1 2 Member Information Length (in) I(inA4) S(inA3) 148.625 110.125 6.894 6.894 2.619 2.619 E(psi) l.Oe+007 l.Oe+007 Distributed Load Span Wl(#/in) W2(i/in) 1 7.792 2 7.792 7.792 7.792 Information XI (in) X2(in) 0.000 0.000 148.625 110.125 Support Reactions Joint Pounds 462 1283 271 Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software®arcwallsys.com DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION: P/E-12; DETAIL: 2/D-33 356 1/4 TALL JAMB MULLION @ CURTAINkNALL ON ELEVATION P/E-12 JAIINDLOAD = 2~l psf — TRIB. WIDTH = 50.25Y2 + 2" = 2T.125" MULLION DESCRIPTION: JAMB MULLION MATERIAL: 6O63-T6 ALUMINUM METAL FLASHING (BY OTHERS) MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS). HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/ PERIMETER SEALANT PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) LATH & PAPER — OVER SCREED (BY OTHERS) EXTERIOR FINISH (BY OTHERS) -VISION SYSTEMS, INC. RECOMMENDS USING A CUSTOM FORMED METAL TRACK SIMILAR TO DETAILS 8&11/AD.3 Date:By:JNL-Proiect Ventana Real Phase Page: 1 issSi ^is DESIGN ^a ENGINEERING CONSULTING n W • 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEVATION 356 1/4 TALL JAMB MULLION ( : P/E-12; DETAIL: 2/D-33 9 CURTAINWALL ON ELEVATION P/E-12 WINDLOAD = 21 psf - TRIB. WIDTH = 5O.25Y2 + 2" = 21.125" MULLION DESCRIPTION: JAMB MULLION W6>O-MO3-V MATERIAL: 6O63-T6 ALUMINUM WbO-MO^-U MULLION SECTION PROPERTIES: ReF. paae S-S 4 4 ~JIxx s 6.430-ln lyy s <9.61~Mn Eai = 1.0 -10 -psi Sxx s 2.O5"7-in3 Syy = 0.46^- in3 Area = 1.234 -in2 Ryy s o.lOT-in WIND LOAD ANALYSIS: UNIFORM LOAD \n O1 n^ ' 5<-')-2^'ln , -> t^I ,,, c /oo,/e. lt?^ POINTLOAD FROM DOOR HE DEFLECTION SUMMARY ; MAXIMUM DEFLECTION, A SPAN, L = n2.5-in ALLOW. DEFLECTION, A A STRESS SUMMARY - MULLION { 2 ) in :AD, P = 25^-lbf ReF. page -^.o max = 0.3^2'^ ReF. page 3(ja . ( L 1.5.^11 — cviim i in , infj\\ — if in i i ii i . 'in 1^240 4 & ) all = 0.625 -in Aa|| > Amax O.K. W60-MO<=1-U 0 ANCHOR LOCATION: MAXIMUM MOMENT, MX = WR.in-lbf MX rr> V — ^r> V ^I^.™7^1 . ^\C-> \ Sxx Date: 4/3/200=1 By: JNL roiect: Ventana Real Phase II Pa98: 5^ of DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK LATERAL-TORSIONAL BUCKLIN6: UNBRACED LENGTH, i-b C6063-T6, SPECIFICATION 11j= 55 16.7-O.< FbXi = 126^-pSi CHECK LOCAL BUCKLIN6 b = 1.12>£>-in t s O.O£)O-\n i_ — = 15 < 23 C6O63-T6, SPECIFICATION u> STRESS SUMMARY - MULLION @ WITHIN SPAN: MX E= 11001-in-lbfMAXIMUM MOMENT, MXFbx =Sxx CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LEN6TH, Lb -T6, SPECIFICATION 11) &7000 = a3aq-psi > Fbx = 534a-psi O.K. O.K. O.K. Date:4/3/200^By:JNL protect: Ventana Real Phase II Page: VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 15:03 File: JambCW_P-E12.cbm 356 1/4" TALL JAMB MULLION ON ELEVATION P/E-12 (WL By: JNL 27 PSF) Max. Span Deflection Cantilever Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment Bean r Results -0.3447 0.0471 0.1640 11001" -19499" ii n i f (Span (Span (Span (Span (Span 4, § 1, • 5, • 2, 1 4,® 99. 0. 22. 66. 0. 98") 00") 63") 13") 00") Span 1 2 3 4 5 Member Information Length(in) I(inA4) S(in*3) 6.000 6.430 115.000 6.430 38.750 6.430 173.875 6.430 22.625 6.430 2.057 2.057 2.057 2.057 2.057 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 1,00*007 Distributed Load Span Wl(i/in) W2 (If/in) 1 0.000 2 1.143 5.086 5.086 5.086 3 5.086 4 5.086 5 5.086 1.143 5.086 5.086 0.000 5.086 5.086 5.086 5.086 Information XI (in) X2(in) 0.000 0.000 20.688 65.313 92.000 0.000 0.000 0.000 6.000 20.688 65.313 92.000 115.000 38.750 173.875 22.625 Point Load Information Span P(f) X(in) 2 259.000 92.000 Joints Free to Displace Free Joints - 1 3 6 259 # <== Moment Splice JQ Maximum distributed load value shown only, see distributed load table for detailed information. f VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 15:03 File: JambCW P-E12.cbm Support Reactions Joint Pounds 302 1181 453 Span No. 1 Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress O.OOL 0,00 0,00 0.0 0.0471 0.0 2 O.OOL 0,00 298.09 -6.9 0.0000 -3.3 3 O.OOL 0,00 -437.15 1258.6 -0.1719 611.9 4 O.OOL 0,00 546,82 -19499.5 0.0000 -9479.6 5 O.OOL 0,00 115,07 -1301.7 0.0000 -632.8 0.10L 0.60 -0.03 -0.0 0.0424 -0.0 0.10L 11.50 272.34 3297.3 -0.0891 1602.9 0.10L 3.88 -456.86 -473.5 -0.1488 -230.2 0.10L 17.39 458.39 -10760.4 -0.0241 -5231.1 0.10L 2.26 103.56 -1054.4 0.0166 -512.6 0.20L 1.20 -0.14 -0.1 0.0377 -0.0 0.20L 23.00 . 221.89 6160.7 -0.1715 2995.0 0.20L 7.75 -476.57 -2282.0 -0.1258 -1109.4 0.20L 34.77 369.96 -3558.9 -0.0994 -1730.2 0.20L 4.53 92.06 -833.1 0.0331 -405.0 0.30L 1.80 -0.31 -0.2 0.0330 -0.1 0.30L 34.50 163.40 8376.2 -0.2413 4072.0 0.30L 11.63 -496.28 -4166.9 -0.1033 -2025.7 0.30L 52.16 281.53 2104.9 -0.1921 1023.3 0.30L 6.79 80.55 -637.9 0.0496 -310.1 0.40L 2.40 -0.55 -0.4 0.0283 -0.2 0.40L 46.00 104.92 9919.0 -0.2941 4822.1 0.40L 15.50 -515.99 -6128.2 -0.0818 -2979.2 0.40L 69.55 193.09 6231.1 -0,2754 3029.2 0.40L 9.05 69.04 -468.6 0.0660 -227.8 0.50L 3.00 -0.86 -0.9 0.0235 -0.4 0.50L 57.50 46.43 10789.2 -0.3265 5245.1 0.50L 19.38 -535.69 -8165.8 -0.0617 -3969.8 0.50L 86.94 104.66 8819.7 -0.3301 4287.7 0.50L 11.31 57.54 -325.4 0.0824 -158.2 0.60L 3.60 -1.23 -1.5 0.0188 -0.7 0.60L 69.00 -10.77 10988.4 -0.3369 5342.0 0.60L 23.25 -555.40 -10279.8 -0.0435 -4997.5 0.60L 104.33 16.23 9870.7 -0.3439 4798.6 0.60L 13.57 46.03 -208.3 0.0987 -101.3 0.70L 4.20 -1.68 -2.4 0.0141 -1.1 0.70L 80.50 -48.57 10623.1 -0.3247 5164.4 0.70L 27.13 -575.11 -12470.2 -0.0277 -6062.3 0.70L 121.71 -72.21 9384.0 -0.3119 4562.0 0.70L 15.84 34.52 -117.2 0.1151 -57.0 O.SOL 4.80 -2.20 -3.5 0.0094 -1.7 0.80L 92.00 -61.17 9967.9 -0.2908 4845.8 0.80L 31.00 -594.82 -14736.9 -0.0149 -7164.3 0.80L 139.10 -160.64 7359.7 -0.2363 3577.9 O.SOL 18.10 23.01 -52.1 0.1314 -25.3 0.90L 5.40 -2.78 -5.0 0.0047 -2.4 0.90L 103.50 -378.66 5949.6 -0.2374 2892.3 0.90L 34.88 -614.53 -17080.0 -0.0054 -8303.4 0.90L 156.49 -249.07 3797.8 -0.1268 1846.3 0.90L 20.36 11.51 -13.0 0.1477 -6.3 l.OOL 6.00 -3.43 -6.9 0.0000 -3.3 l.OOL 115.00 -437.15 1258.6 -0.1719 611.9 l.OOL 38.75 -634.23 -19499.5 0.0000 -9479.6 l.OOL 173.88 -337.50 -1301.7 0.0000 -632.8 l.OOL 22.63 -0.00 -0.0 0.1640 -0.0 VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:54 File: JambCW N-Ell.cbm 507 1/8" TALL JAMB MITLLION ON ELEVATION N/E11 (WL By: JNL UNIFORM W.L. = 27psf X (43" / 2 + 2") = 4.406I/" 27 PSF) Beam Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = Results -0.3917" 0.1855" 9896"! -12691"! (Span (Span (Span (Span 4, 9 5, « 4, 9- 3, 1 94.88") 24.00") 99.19") 38.75") Span 1 2 3 4 5 Member Information Length(in) I(inA4) S(inA3) 148.625 6.430 123.250 6.430 38.750 6.430 172.500 6.430 24.000 6.430 2.057 2.057 2.057 2.057 2.057 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 5 Distributed Load »l(*/in) W2(|/in) 4.406 4.406 4.406 4.406 4.406 4.406 4.406 4.406 4.406 4.406 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 0.000 148.625 123.250 38.750 172.500 24.000 Joints Free to Displace Free Joints - 3 6 Support Reactions Joint Pounds 260 736 819 420 X*-4 XI?xjf ^ I <== Moment Splice Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 259.80 0.0 0.0000 0.0 2 O.OOL 0.00 340.58 -10049.8 0.0000 -4885.7 3 O.OOL 0.00 -202.46 -1537.6 0.0078 -747.5 4 O.OOL 0.00 446.23 -12690.7 0.0000 -6169.5 5 O.OOL 0.00 105.74 -1268.9 0.0000 -616.9 VENTANA REAL - PHASE II Cbeaxn 2002 DEC, Inc. 4/3/2009 14:54 File: JambCW_N-Ell.cbm 0.10L 14.86 194.32 3374.7 -0.0797 1640.6 0.10L 12.33 286.28 -6186.7 0.0098 -3007.7 0.10L 3.88 -219.53 -2355.2 0.0123 -1145.0 0.10L 17.25 370.23 -5648.7 -0.0709 -2746.1 0.10L 2.40 95.17 -1027.8 0.0188 -499.7 0.20L 29.73 128.83 5776.1 -0.1481 2808.0 0.20L 24.65 231.98 -2993.0 0.0049 -1455.0 0.20L 7.75 -236.60 -3238.9 0.0163 -1574.6 0.20L 34.50 294.22 82.2 -0.1685 39.9 0.20L 4.80 84.60 -812.1 0.0375 -394.8 0.30L 44.59 63.35 7204.3 -0.1969 3502.3 0.30L 36.98 177.67 -468.5 -0.0073 -227.8 0.30L 11.63 -253.67 -4188.8 0.0195 -2036.4 0.30L 51.75 218.22 4502.0 -0.2662 2188.6 0.30L 7.20 74.02 -621.8 0.0561 -302.3 0.40L 59.45 -2.13 7659.2 -0.2213 3723.5 0.40L 49.30 123.37 1386.6 -0.0207 674.1 0.40L 15.50 -270.75 -5204.9 0.0217 -2530.3 0.40L 69.00 142.22 7610.8 -0.3436 3699.9 0.40L 9.60 63.45 -456.8 0.0746 -222.1 0.50L 74.31 -67.62 7140.8 -0.2196 3471.5 0.50L 61.63 69.06 2572.5 -0.0309 1250.6 0.50L 19.38 -287.82 -6287.1 0.0227 -3056.5 0.50L 86.25 66.21 9408.5 -0.3862 4573.9 0.50L 12.00 52.87 -317.2 0.0931 -154.2 0.60L 89.17 -133.10 5649.2 -0.1936 2746.3 0.60L 73.95 14.76 3089.1 -0.0352 1501.7 0.60L 23.25 -304.89 -7435.5 0.0222 -3614.7 0.60L 103.50 -9.79 9895.1 -0.3859 4810.5 0.60L 14.40 42.30 -203.0 0.1116 -98.7 0.70L 104.04 -198.59 3184.4 -0.1486 1548.1 0.70L 86.27 -39.54 2936.4 -0.0323 1427.5 0.70L 27.13 -321.97 -8650.1 0.0200 -4205.2 0.70L 120.75 -85.79 9070.7 -0.3402 4409.7 0.70L 16.80 31.72 -114.2 0.1301 -55.5 0.80L 118.90 -264.07 -253.8 -0.0928 -123.4 0.80L 98.60 -93.85 2114.3 -0.0226 1027.9 0.80L 31.00 -339.04 -9930.8 0.0157 -4827.8 0.80L 138.00 -161.80 6935.2 -0.2531 3371.5 0.80L 19,20 21.15 -50.8 0.1486 -24.7 0.90L 133.76 -329.56 -4665.2 -0.0383 -2267.9 0.90L 110.93 -148.15 623.0 -0.0081 302.9 0.90L 34.88 -356.11 -11277.6 0.0092 -5482.6 0.90L 155.25 -237.80 3488.7 -0.1344 1696.0 0.90L 21.60 10.57 -12.7 0.1670 -6.2 l.OOL 148.63 -395.04 -10049.8 0.0000 -4885.7 l.OOL 123.25 -202. 46£- -1537. 6<- 0.0078 -747.5 l.OOL 38.75 -373.19 -12690.7 0.0000 -6169.5 l.OOL 172.50 -313.80 -1268.9 0.0000 -616.9 l.OOL 24.00 0.00 0.0 0.1855 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 14:48 File: JambCW_BBL-E10 . cbm 354 7/8" TALL JAMB MULLION ON ELEV. BBL/E10 (WL = 22 PSF) By: JNL UNIFORM W.L. = 22psf X (52 .9375" / 2 + 2") = 4.349JJ/" Beam Results Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = -0.1830" (Span 1, « 63. 17") 0.0906" (Span 4, 9 46.25") 6836"# (Span 1, • 55.73") -11792"* (Span 2, @ 0.00") Member Information Span Length(in) I(inA4) S(inA3) E(psi) 1 148.625 2 123.250 3 36.750 4 46.250 6.430 2.057 l.Oe+007 6.430 2.057 l.Oe+007 6.430 2.057 l.Oe+007 6.430 2.057 l.Oe+007 Distributed Load Information Span ' Hl(f/in) H2(i/in) XI (in) X2(in) 1 4.349 t 2 4.349 ' 3 4.349 t 4 4.349 * Joints Free to Displa Free Joints - 3 5 Support Reactions Joint Pounds 1 244 2 795 4 504 1.349 0.000 148.625 i.349 0.000 123.250 1.349 0.000 36.750 1.349 0.000 46.250 :e 4.349 Ib/inIfS V 5«N VO>J- -'lo** *\B^ ^ <== Moment Splice §»-( s*&~\ >xJ8 ' >o<Nvo^ A ^ \ Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 243.84 0.0 0.0000 0.0 2 O.OOL 0.00 392.55 -11792.0 0.0000 -5732.6 3 O.OOL 0.00 -143.47 3557.8 -0.1177 1729.6 4 O.OOL 0.00 201.14 -4651.4 0.0000 -2261.3 VENTANA 4/3/2009 14:48 0.10L 14.86 179.21 3143.8 -0.0681 1528.3 0.10L 12.33 338.95 -7284.2 -0.0100 -3541.2 0.10L 3.68 -159.45 3001.2 -0.1069 1459.0 0.10L 4.63 181.03 -3767.6 0.0122 -1831.6 0.20L 29.73 114.57 5326.9 -0.1256 2589.7 0.20L 24.65 285.35 -3437.0 -0.0374 -1670.9 0.20L 7.35 -175.43 2385.8 -0.0956 1159.9 0.20L 9.25 160.91 -2976.9 0.0231 -1447.2 0.30L 44.59 49.93 6549.4 -0.1651 3184.0 0.30L 36.98 231.74 -250.4 -0.0730 -121.7 0.30L 11.03 -191.41 1711.7 -0.0837 832.2 0.30L 13.88 140.80 -2279.2 0.0331 -1108.0 REAL Cbeaiti DEC, File 0.40L 59.45 -14.70 6811.2 -0.1824 3311.2 0.40L 49.30 178.14 2275.5 -0.1094 1106.2 0.40L 14.70 -207.40 978.9 -0.0714 475.9 0.40L 18.50 120.68 -1674.5 0.0423 -814.1 - PHASE II 2002 Inc. : JambCW BBL-ElO.cbm 0.50L 74.31 -79.34 6112.3 -0.1765 2971.5 0.50L 61.63 124.54 4140.8 -0.1405 2013.0 0.50L 18.38 -223.38 187.4 -0.0590 91.1 0.50L 23.13 100.57 -1162.8 0.0509 -565.3 0.60L 89.17 -143.98 4452.8 -0.1500 2164.7 0.60L 73.95 70.94 5345.5 -0.1619 2598.7 0.60L 22.05 -239.36 -662.9 -0.0465 -322.3 0.60L 27.75 80.46 -744.2 0.0592 -361.8 0.70L 104.04 -208.61 1832.6 -0.1084 890.9 0.70L 86.27 17.34 5889.5 -0.1709 2863.2 0.70L 25.72 -255.34 -1571.9 -0.0342 -764.2 0.70L 32.38 60.34 -418.6 0.0672 -203.5 0.80L 118.90 -273.25 -1748.3 -0.0608 -849.9 0.80L 98.60 -36.26 5772.9 -0.1660 2806.5 0.80L 29.40 -271.33 -2539.7 -0.0222 -1234.6 0.80L 37.00 40.23 -186.1 0.0750 -90.5 0.90L 133.76 -337.89 -6289.8 -0.0194 -3057.8 0.9QL 110.93 -89.86 4995.6 -0.1477 2428.6 0.90L 33.08 -287.31 -3566.2 -0.0107 -1733.7 0.90L 41.63 20.11 -46.5 0.0828 -22.6 l.OOL 148.63 -402.53 -11792.0 0.0000 -5732.6 l.OOL 123.25 -143.47 3557.8 -0.1177 1729.6 l.OOL 36.75 -303.29 -4651.4 0.0000 -2261.3 l.OOL 46.25 0.00 0.0 0.0906 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com VENTANA REAL - PHASE II Cbeam 2002 DEC, Inc. 4/3/2009 11:42 File: JambCW AA-El.cbm 258 3/4" TALL JAMB MULLION ON ELEVATION AA/E-1 (WL By: JNL UNIFORM W.L. = 22psf X (50" / 2 + 2") = 4.125I/" 22 PSF) Max. Max. Max. Span Deflection Positive Moment Negative Moment Beam S Results -0.2136" 7253"! -9204"! (Span (Span (Span 1, f 1, 1 2, fl 66 59 0 .88") .45") .00") Span 1 2 Member Information Length(in) I(inA4) S(inx3) 148.625 110.125 6.430 6.430 2.057 2.057 E(psi) l.Oe+007 l.OetOO? Span 1 2 Distributed Load HI (I/in) W2(f/in) 4.125 4.125 4.125 4.125 Information XI (in) X2(ln) 0.000 0.000 148.625 110.125 Support Reactions Joint Pounds 245 679 144 I$ <§' Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 > Phone (972) 644-0640 • Fax (972) 644-4204 SLJPIN6 DOOR MULLION ANALYSIS SUMMARY ELEVATION: P/E-12; PETAIL: 3/P-42 " TALL. 5LIPIN6 (3LASS DOOR INTERLOCK AT FIXEP ON ELEV P/E-12 WINPLOAP = 21 psf MULLION PE5CRIPTION: INTERLOCK AT FIXEP MATERIAL: 6O63-T6 ALUMINUM 10-24 X 3/4' (SS) SOCKET HEAD CAP SCREW (INTO HORZONTAL SCREW RACE) (2) 1" X 1 1/4" STEEL BARS X 78' LONG (CENTERED IN INTERLOCK) w/(2) 1/4-14 X 3/4'FHSMS (SS) TYPE-B (DRILL AND TAP STEEL BAR) TR-10400E7 #10X1/2"PHSMS (SS) TYPE-B (18" OC) PLUG (BLACK) 9688K241 ACTIVE/FIXED PANEL Date:4/3/2OO3 By:JNL Project:Page: DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 6LAS5 POOR MULL-ION ANALYSIS SUMMARY ELEVATION: P/E-12; DETAIL: 3/D-42 " TALL SLIDING (SLASS DOOR INTERLOCK AT FIXED ON ELEV P/E-12 K4INDLOAD = 21 psF MULLION DESCRIPTION: INTERLOCK AT FIXED MATERIAL: 6O63-T6 ALUMINUM SDT-DOI-S FRONT INTERLOCK SECTION PROPERTIES: ReF. page 5-12 ^\ *}fafa IK1 '* " ' *** ^f^S- li—^ r? A s*\ A ^\ ' s o.2&4-in3 SDT-D1O-S BACK INTERLOCK SECTION PROPERTIES: Ref. page 5-13 = O.2OO -in4 s o.253-in3 Eai s 1.O-10 -psi SyyB s O.22Tin3 RyyB = O.~14O-'m ASSEMBLY SDT-D1O-S INTERLOCK SECTION PROPERTIES: ReF. page 5-13 r\4 Ea| = 1.0-10 s Sxxp + IXX|L = O.466'in SXX|L = O.54-in3 IXXAsselL = O.54cl-in' Date: 4/3/2OOq By: JNL project: ventana Real Phase II Page: of£>t DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 REINFORCEMENT DESCRIPTION: 1" X 1 1/4" 5TEEL BAR MATERIAL: A5TM-A36 STEEL 1" X 1 1/4" 5TEEL BAR SECTION PROPERTIES: IXXgti =Cl-inMl.25-in;: 12 SXXst| s 0.625- in = £.163-in4 Sxxsti = 0.26-in3 KSINP LOAP ANALYSIS: UNIFORM LOAD,w s LU =Jbf in DEFLECTION SUMMARY MAXIMUM DEFLECTION, SPAN, ^max - Actual wind load, Ref. page ALLOKi. DEFLECTION, Aa|| =L H5 Aa|| = <9.(Less than 3% over; Sau O.K. Date:4/3/2OO3 By:JNL ventana Real Phase Page: DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - FRONT INTERLOCK MAXIMUM MOMENT @ REINFORCED SECTION, MXi IXXp fbxF1 = ——SXXp MAXIMUM MOMENT @ UNREINFORCED SECTION. Mx2 = 6164- p5i CControlsJ MX2 = fbxF2 = SXXp 1 IXX|i_ Fbxp2 - 4£>13-psi CHECK LATERAL-TORSIONAL SUCKLING: UNBRACED LENGTH, Lb s q3 • in B s 1.532-in 2-t1-t2-CA-t2;2-CB-ti;2 2-Lb-SxXp B-t1-t22-t12 = 166 > 130 J = O.i-4' FbXFi =16.T-O.14O- 2-Lb-SxXp C6O63-T6, SPECIFICATION •kslV'yyp-J > fbXpi = 6164-psi CHECK LOCAL BUCKLINO t Fbxp2s nq-c Fbxp2= 136S>S-psi > 23 (6O63-T6, SPECIFICATION 16j £ t fbxF1 = 6164-psi O.K. O.K. Date:4/3/200=1 By: JNL Ventans Real Phase II Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - BACK INTERLOCK SPT-P1O-S: MAXIMUM MOMENT @ REINFORCED SECTION, - MX1 IXXB B1 " MAXIMUM MOMENT @ UNREINFORCED SECTION, MX2 - ^3T7in-lbf = 525Tpsi MX2 = 242Oin-lbF FbxB2 =5xxB - 4105- psi CHECK LATERAL-TOR5IONAL BUCKLING: UNBRACED LENGTH, i_b = °S>- in A = 1.565-in t1sO.O6O.in B = 1.532-in t2 = O.O6O-in , 2-t1-t2-CA-t2;2-CB-ti;2 , „ B-t1-t22-t12 2-Lb-5xxB = 200 130 C6063-T6, SPECIFICATION FbxB1= FbxBi = 16.7-O.14O- psi 2-l_b-SxxB • ksi fbxBi - 5251-psi CHECK LOCAL BUCKLING b = 1.565- in > 23 C6O63-T6, SPECIFICATION 16; O.K. FbxB2 = FbxB2 = 14566- psi FbxBi = 5251-psi O.K. Date:By:JN1_project: yentana Real Phase II Page: ofO2 S" DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - 1" X 1 1/4" STEEL BAR; MAXIMUM MOMENT @ REINFORCED SECTION, IXXsti-2.1 fbxst| = .^- IXXst| • 2 CA5TM A-36J = 12054-psi Fbx = 216O0-psi = 12054-pS i O.K. Date:4/3/2003 By:JNL Proieck Ventana Real.Phase Page: VENTANA REAL - PHASE II 4/3/2009 10:48 Cbeam 2002 DEC, Inc. File: Mull SlidDr P-E12.cbm 93" TALL INTERLOCK MULLION ® SLIDING DOOR (WL = 27 PSF) By: JNL Beam Results Max. Span Deflection = Max. Positive Moment (1) = Max. Positive Moment(2) = -0.5606" (Span 2, 8 39.00") 2420"# (Span 1, 8 7.50") 9377"# (Span 2, 8 39.00") Span 1 2 3 L(ln) 7 78 7 .500 .000 .500 Member Information I(inA4) S(inA3) E(psi) 0 0 0 .549 .549 .549 0 0 0 .540 .540 .540 1 1 1 .Oe+007 .Oe+007 .Oe+007 Reinf-I Reinf-E 0.326 2.9e+007 Span 1 2 3 Distributed Load Wl(i/in) W2(|/in) 0.000 2.879 9.598 9.598 2.879 2.879 9.598 9.598 2.879 0.000 Information XI (in) 0.000 • 0.000 17.500 60.500 0.000 X2(in) 7.500 17.500 60.500 78.000 7.500 Joints Free to Displace Free Joints - 2 3 Support Reactions Joint Pounds 326 326 I I I I § Maximum distributed load value shown only, see distributed load table for detailed information. VENTANA 4/3/2009 10:48 Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 326.33 -0.0 0.0000 -0.0 2 O.OOL 0.00 315.53 2420.5 -0.1450 4482.4 3 O.OOL 0.00 -315.53 2420.5 -0.1450 4482.4 0.10L 0.75 326.22 244.7 -0.0149 453.2 0.10L 7.80 281.40 4763.7 -0.2805 8821.7 0.10L 0.75 -317.59 2183.1 -0.1312 4042.7 0.20L 1.50 325.90 489.3 -0.0298 906.1 0.20L 15.60 223.90 6749.5 -0.3968 12499.2 0.20L 1.50 -319.42 1944.2 -0.1172 3600.3 0.30L 2.25 325.36 733.5 -0.0446 1358.4 0.30L 23.40 149.73 8209.0 -0.4858 15201.8 0.30L 2.25 -321.04 1704.0 -0.1030 3155.5 REAL Cbeam DEC, File: 0.40L 3.00 324.60 977.3 -0.0594 1809.8 0.40L 31.20 74.86 9084.9 -0.5416 16823.8 0.40L 3.00 -322.44 1462.7 -0.0886 2708.6 - PHASE 2002 Inc. Mull_SlidDr_ 0.50L 3.75 323.63 1220.4 -0.0740 2259.9 0.50L 39.00 0.00 9376.8 -0.5606 17364.5 0.50L 3.75 -323.63 1220.4 -0.0740 2259.9 0.60L 4.50 322.44 1462.7 -0.0886 2708.6 0.60L 46.80 -74.86 9084.9 -0.5416 16823.8 0.60L 4.50 -324.60 977.3 -0.0594 1809.8 II P-E12. 0.70L 5.25 321.04 1704.0 -0.1030 3155.5 0.70L 54.60 -149.73 8209.0 -0.4858 15201.8 0.70L 5.25 -325.36 733.5 -0.0446 1358.4 cbm 0.80L 6.00 319.42 1944.2 -0.1172 3600.3 0.80L 62.40 -223.90 6749.5 -0.3968 12499.2 0.80L 6.00 -325.90 489.3 -0.0298 906.1 0.90L 6.75 317.59 2183.1 -0.1312 4042.7 0.90L 70.20 -281.40 4763.7 -0.2805 8821.7 0.90L 6.75 -326.22 244.7 -0.0149 453.2 l.OOL 7.50 315.53 2420.5 -0.1450 4482.4 l.OOL 78.00 -315.53 2420.5 -0.1450 4482.4 l.OOL 7.50 -326.33 0.0 0.0000 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TYPICAL HEAP ANCHOR ® 16 <3A. METAL STUP Loading: ELEVATION: YR/E-22; DETAIL: 1/P-21 4 SIMS. SLf = 146- Ibf EXTERIOR FINISH (BY OTHERS) MEMBRANE PUSHING OVER METAL FLASHING (BY OTHERS) LATH & PAPER OVER SCREED (BY OTHERS) - METAL STUD FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS - CONTINUOUS 16GA(MIN) METAL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS LJ 1M-20 X 2 MT HWHM DRIL-FLEX (AF890) IN PS-125-265 (6061-T6) ALUM SLEEVE (QUANTITY AND HEAD AT SOFFIT REF: 23/AD.3 16 6AU<5E METAL STUP (BY OTHERS; MUST BE VERIFIED ADEQUATE TO SUPPORT ALL LOADS IMPOSED BY APPROPRIATE PAKTY Date: 4/g,/200q By: JNL project: ventana Real Phase II Page: - ^ ofd?^ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TYPICAL HEAP ANCHOR ® 16 6A. METAL STUP ELEVATION: YR/E-22; DETAIL: 1/D-21 4 SIMS. Loading; Max. wind loading JAIL = 2TpsF-3cl£>13-in-cn.£>-?5-m-O.5 WL = 365-lbF , Actual wind load, Ref. page 1 ^263-psF^Actual wind loading W_act = ^L-| „ „ ] ^Lact = 356- IbF21-psF Weight controlled by anchor k\p = KC--KSp= 115-lbf2T-p5F Seismic loadings 5Lb = O3£>-Wp SLfc = 44-IbF CBody of connection) SLf s 1.2TK4p SLf = 146-IbF (Fasteners) CHECK fcj 1/4" PI A. PRIL-FLEX SCREENS INTO 16 6A. METAL STUP y Including Tolerance Applied Tension T = O.T5-in-2 Applied Shear V s Allowable Tension Ta| = 1526-IbF Allowable Pullout of 16 <Sa. Metal Allowable Shear Allowable Shear on 16 6-a. Metal Movable Bearing on 6063-T6 Alum Check Interaction Va| s 116-IbF Valf = 633-IbF = 21-k5i-0.125-in-0.25-in ,2 / . , \2 V = 1&3-lbF Ref . page R-5 Per ICG-ES Report ER-4-T&0, Table 1 Ref. pageR-10 Ref. page R-5 Per ICC-ES Report ER-41&0. Table 2 Ref. page R-10 ,-., .- ..,, J_ Tal V O.K. O.K. Date: 4/6/2001 By: JNL project: ventana Real Phase II Page: of-\o DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK 0.656" O.D. X O.125" KHALL ALUMINUM SLEEVE (61O5-T5; Moment of Inertia _ TT-|_fO.656-in,)4- (OAOb-\(\f\IXX =64 = 0.0OT76-in4 Section Modulus Sxx s Ixx SXX-0.02365-in3 Applied Bending fbx = 5xx-2 fbx = 6T5S>-psi Allowable Bending Fbx = 24-ksi (6105-T5 Aluminum^ fbx = 6-75&-pSi O.K. Date:4/6/200*1 By:JNL Project: Ventana Real Phase II E S I G N ENGINEERING CONSULTING J*** 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 C/VS 5ILL ANCHOR @ CONCRETE FOUNDATION Loadin; ELEVATION: V/E-&; PETAIL: 3/P-3O = 2TI-lbf § y LONG WEEP NOTCH AT CENTER OF EACH DLOW/ 3/4' X F BAFFLE X13/81 LONG AND 4' GAP IN GASKET J J 3/8' DIARAMSET/ REDHEAD TRUBOLT WEDGE ANCHOR vl y (MIN) EMBEDMENT QUANTITY AND LOCATION PER ELEVATIONS Date:By:JN1_project yentana Real Phase Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SILL ANCHOR @ CONCRETE FOUNDATION ELEVATION: V/E-S; PETAIL: 3/P-30 Loading: Max. wind loading WL = 553-IbF ReF. page ^> q- Pead loading PL = S.5-psF-56.625-in-26c1.25-in PL = 300- Ibf Weight controlled by anchor Seismic loadings 5Lt> = SLf = 1.2-7 - CHECK 3/&" PIA. IT^N REP HEAP TRUBOLT CARBON STEEL ANCHOR KV 1 3/4" MIN. EMBEPMENT Assume F'c = 3OOO P5I, Normal Weight Uncracked Concrete 22-psF; = £>1 • IbF (Body oF connection) = 211 • IbF (Fasteners) Applied Shear 2 SLf Allowable Shear va] = 13S2-lbF - 2-71 • IbF VSL= 136-IbF Per ICC-ES Report ESR-2251, Table 6 OK. ReF. page R-14 Date: 4/6/20O1 By: JNL project: ventana Real Phase II Pa9e: ^^ of DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 JAMB JAJINPLOAP ANCHOR @ STEEL PECK ELEVATION: P/E-12; PETAIL: 1/P-45 4 SIMS. Loading: = 141-IbF SLf = STEEL PECK ETOE (BY OTHERS; MUST BE VERIFIED ADEQUATE TO SUPPORT ALL LOADS IMPOSED BY APPROPRIATE PARTY Dale; 4/6/2OOq By: JNL project: ventana Real Phase II Page: of 1^ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 JAMB ^INPLOAP ANCHOR @ STEEL P£C< EP6E ELEVATION: P/E-12; DETAIL: 1/D-41 4 5IM5. Loading: Max. wind loading WL = 112>1-lbf Ref. page 55 Weight controlled by anchor |A|p == JAIL.. Seismic loadings 5Lt? = O38>-Wp SLf = 1.2T-JA|p <7 = 141-lbf (Body of connection^ = 412-lbf (Fasteners) <7 STEEt. DECK EDGE (BY OTHERS) L5X5X1M STL ANGLE (MOD) X 4" LONG 3/8-16 X1 1/2'LONG HEX HD THRU-BOLT (6R5) W/(1) NYLON, AND (1) FLAT WASHER 4' XW THICK ALUM TAP PLATE X61 LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD #!4X3M LONGFHSMS (SSJTYPE-B (4) PLACES Date: 4/6/2003 By: JNL project: ventana Real Phase II Pa9e: ^^ o, DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK CO 3/g>" PIA. 6RAPE 5 MACHINE BOLT @ JAMS MULUON Applied Tension T = SLp T = 4"72-lbf Applied Shear V = kNL V = 1 1S1 • Ibf Allowable Tension Ta| s 3120 -IbF Ref. page R-5 O.K. Allowable pullout of Tpo = --- •£>-ksi-0.O52-in -16 Ref. page R-T 1/4" thick alum, tap V4 16/ plate C5O52-H32; O.K. Allowable Shear Va| s 1^31- Ibf O.K. Allowable Bearing V^ = 32-ksi-<9.3"75-in-O.25-in Ref. page R-15 T5O52-H32 AlumJ O.K. CHECK (4) #14 FH STAINLESS STEEL SCREWS INTO JAMB MULLION 5LfApplied Tension T s T=118-lbf4 XSLApplied Shear V = V = 2«B-lbF4 Allowable Tension T&\ = 12~/2-lbF Ref. page R-6 O.K. Allowable pullout of Tpo = •&-k5i-O.O2"7-in2-2<9 Ref. page R-T 1/4" thick alum, tap ^4 2Oy plate T5O52-H32; O.K. Allowable Shear V = 64"7-lbF O.K. Allowable Bearing Vbrg = 32-ksi-O.25-in-<9.25-in Ref. page R-15 C5O52-H32 AlumJ Vbrg=200C».|bf O.K.fc^i y Date: 4/e,/2OO<1 By: JN1_project: yentana Real Phase II Page: of ^ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK L5" X 5" X 1/4" STEEL AN6LE SUPPORT X 4" LON6 Applied Bending CO.25-in; - (Sl_b).f3.in; (Controls) (0.25-in; -C4-in; Allowable Bending Fby = £.-75-36 Fby = 21OOO-ps\ rA5TM-A36 Steel; Check bendlna stress @ V16" x 2 1/2" lona vertical slot due to mlndload Applied Bending Allooiable Bending Fbx = —4 n.25-in-O.21-in;2-ro.25-in; 6 fbx - 163-H-psi Fbx = 21600-psi SteeU fbx = 16371- psi O.K. CHECK 3/16" FILLET *NELP @ STEEL. AN6LE TO EP6E STEEL SUPPORT Properties: b s 4.5-in Swy = Ref. page R-S d =.4-in Ao» = q-ln 5tuy = "/-in2 Date: 4/6/2OO1 By:JNL project ventana Real Phase Page: of 11 DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check applied stress: Aw fVXs| = 5Lf Alt'in t>; 2 Swy 5Lf 3-in Swy = 656-JbF in fbS| = 210-—in Check applied resultant stress due to mind loading: +?rw\ = ten- (Controls) jbf In" Check applied resultant stress due to seismic loading-. frsl.in Required Fillet KHeld CETOxx Electrode) for Applied Resultant Stress: Required min. throat ^ , , =ofweld = ro.3j.no-ksu.ro.-O.O53-in Required min. thick, of steel base (O.4O)- Steel = O.O55-in **3/16" FILLET i^ELP O.K. Date:By: JNL project: yentana Real Phase II DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 G/n JNINDLOAD ANCHOR @ TOP OF STEEL I-BEAM ELEVATION: V/E-5; DETAIL: 1/D-46 t 1/D-52 ' i I ^ \ \ STEE HIT 7 /\ LI- | 1 ^.-air > T~ ! r 7/W XI 1/T VERT SLOT \ » ; T X ^ V ^x^. vfgp i V v \ 1 1 -t —-2W j ' ALUM TUBE OADOING1 (PAINT TO MATCH C.W.) I BEAM (BY SUPPORT ALL Dstei ^4 /^L /O^^^}Cf ' ^r ' F— 1 / | ^ P ~ i l ( /- METAL STUD FURRING f™* "^ / (BY OTHERS) ' I 1 ~r"V \\ \K \\ W rW 1 i> 1 f I s y- STEEL BEAM (BTQTHE!Y \ \ii i- s l I I I \. iS — I/ i / GYP BOARD OTHERS; MUST BE VERIFIED ADEQUATE TO LOADS IMPOSED BY APPROPRIATE PARTY By: JNL.project: ventana Real Phase II Page: -. of DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 JNINPLOAP ANCHOR <§> TOP Or STEEL BEAM ELEVATION: V/E-&; DETAIL: 1/D-46 4 1/D-52 Loading: Max. wind loading JAIL s 14^6-Ibf Ref. page Height controlled by anchor Wp = )AII_ 22-psf J Seismic loadings 5Lfc s O.35-JAlp SLfc = 22O-lbF CBody of connection^ SLfs1.2TKSp Sl_f = 734-lbf (Fasteners; TS2X4'XtM'TUBE STEEL X18'LONG 3/S-16X43M*LOH6HEXHO (2)rHYLON,(2)1'FLAT WASHERS, AND (1) NYLOCK NUT 1/2- NYLON SHIM/SLIP PAD FIELD HATCH DRILL ALUM Date: 4/e,/2OO<:1 By: JNL proiect ventana Real Phase II Page: of ^<? DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 « Phone (972) 644-0640 • Fax (972) 644-4204 CHECK (1) 3/£>" PIA. 6RAPE 5 MACHINE THRU. BOLT @ MULLION Applied Tension T = 5Lf Allowable Tension Ta| = 3~720-lbf = 734-lbf ReF. page R-5 O.K. Applied Shear V s V = Allowable Shear Va| s Ref. page R-5 O.K. Alloiu. Bearing C6O63-T6 AlumJ = 21-ksi-O.375-in-O.OcI4-in = ~74O-lbf Sau O.K. CHECK 2" X 4" X 1/4" STEEL TUBE X 13" L.ON6 Bending stress due to seismic loading Applied Bending fby = Allowable Bending Fby = 0.60-46-ksi Fby - 2760O-Dsi > • ./Tolerance fby = CASTM-A50O Steel; fby = ^S-psi O.K. Bending stress due to tulnd loading e> 7/16" x 2" lona vertical slot 2-in Applied Bending fbx -O.25-in Fbx = 14116-pel Allowable Bending Fbx = O.CASTM-A5OO Steel; Fbx = 216(%>-psi fbx = 14TI6.ps! OK. Date:By: JNL.yentana Real Phase II DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK 3/16" FILLET KSELP @ STEEL TUBE TO STEEL I-BEAM KSeld Properties-. b = 3-in SlUX s 3 5wy s b-d JLU = - Ref. page R-S> d = 1-in ALU = 2-in Suux = O.333-ln2 = 3- in2 JLU = 5-in Check applied stress: Atu-2 SLf ALU-2 Including Tolerance 5tuy-2 SLf-3-in 4.25-in-Aiu1 FvyS| = 1S4 FvxW| = 3-74 in jbF in _lbF ' in IbFFaS| =in , Tolerance FtxS| =Juu-2 ftxs| -JbF in Ftys, ^ Jtu-2 Ftys( = 16&1 in Date:By: JNL project yentana Real Phase II Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 « Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check applied resultant stress due to Wind Loading: = £>3fe-Ibf—in Check applied resultant stress due to Seismic Loading: frsi s (fvyS| + Ftys,)Frsi =Jbf in Required Fillet >Neld (ETOxx Electrodej For Applied Resultant Stress: Required mm. throat of weld -O.132-in Required mm. thick, c^eel = — of steel base = (OAO)-(36>-te\) **3/16" FILLET KMELP O.K. Date:4/6/2001 By:JNL project: yentana Real Phase II Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd > Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SIUGONE ANALYSIS @ BUTT <3LAZED MULLION _?>, ! Wind load at corne Max. Uniform Wind Allowable Stress Required min. beac Actual bead width ELEVATION: P/E-12; PETAIL: 6/P-36 r L_ ? rL TR-11924W7 Lpk^lJ <§! 3 A /l" ~J \ 1 s fe S if /^/ (/ / \ fras^/S&l V ^W10-TRS-CLPALUM TRANSFER CLIP X 4' LONG 24' O.C.MAX. "1 /-CONTINUOUS / STRUCTURAL SILICONE OVER BOND-BREAKER ~l-> TR-11924W7 I '^ "^-' > N / /f-wy-,' /*-io--^ 5 7/8' j'-lfl1-?* 7/8' r zone w\ = 2"/-psf , . . ^52.5-in^iC*-z\n MI —• ii i J ill A 000 I 2 ) in 00 oe. i CPooi Corning °PE>o-gll = ^c^-p&i silicone Sealant; w^ inix4fl«i Ui l« /^ Ovl/i» in breq = o.246-in O.K. Date: By: Project: Paga: ._ of 4/1O/2OO3 JNL Ventana Real Phase II pfy DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 « Fax (972) 644-4204 SILICONS ANALYSIS @ OUT5IPE CORNER MUU.ION ELEVATION: Y/E-21; DETAIL: 3/D-3<=l DIMENSIONS SYMMETRICAL ABOUT LINE .090 THICK XCONT FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONS) OPACIFY INTERIOR FACE OF GLASS AT CORNERS #8 X1/2" WF TEK 18'O.C. .090 THICK XCONT FORMED ALUM CLOSER (SET IN SEALANT) THERMALBOND | V-2108 X .375 Date: 4/1O/2OO1 By: JNL. Project: Ventana Real Phase !l Page: ofes DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK STRUCTURAL SIL.ICONE CONTACT KW7TH Wind load at corner zone if I = 2~7-psF '45.315- in ^Max. Uniform Wind Load LU = w\- Allowable Stress Required min. bead width breq = _lbf in = 20-p&i 0) fall = 4.254 (Dow Corning Silicone Sealant,) brecl = 0.213-in Actual bead width =O5- in CHECK *& KMF TEK SCREKSS @ 1&" o.c. INTO ALUMINUM MULLION Applied Tension . T = w-1£>-in Allowable Tension Ta| = 612-Ibf = TMbF Ref. page R-5 O.K. STtST V= 0.06-Jr].&5.te|.0.010.in2.32 »f.WR--T32 = TMbF O.K. CHECK BENPIN6 ON O.O*" THICK FORMEP ALUMINUM Ci-C^SER Applied Bending fby s :.^2 Allowable Bending Fby = H-ksi Fby = fby = 13=153 -psi • Effective Length C5O52-H32 Aluminum; fby =O.K. Date; 4/10/2003 By: JNL Project Ventana Real Phase II Page: _ „ ofBCo DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOADING; Maximum Shear: Moment: MOMENT SPLICE @ JAMB MULLION ELEVATION: P/E-12; DETAIL: U2/D-44 Vmax = 43"T-lbf M = 125<1 in-Ibf i ^PrTn ^f -413/16'XWTHICK ALUM BAR (610515) X27LONG -(6) 1/WOxt 1/2* HWH« FASTENER PER SPLICE BAR Date: 4/10/2001 By: JNL Project: Ventana Real Phase Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MOMENT SPLICE @ JAMB MULLIQN ELEVATION: P/E-12; DETAIL: U2/D-44 LOADIN6-: Maximum Shear:Ref. page 55 Moment:M s 1251-in-lbf CHECK 1/4" X 4 13/16" ALUMINUM SPLICE BAR (6105-T5; Applied Bending fbx =V • 13.25- in + M fbx = Alloiuable Bending Fbx s C6105-T5 Alum J Fbx =O.K. Applied Shear Fs =Vmax a25-in-4.612-!n fs = 363-psi Allowable Shear F& s 12-ksi C6105-T5 AlumJ Fs =fs = 363-psi O.K. Check Interaction fbx +Fbx s = 0.41 < 1.0 O.K. Date:By: JNL Project: Ventana Real Phase Page: DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx 4.106 Sxx(max) 1.466 Sxx(min) 1 .356 rxx 1.758 Area 1 .329 Perim. 29.656 in4 in3 in3 in lyy 0.472 Syy(max) 0.714 Syy(min) 0.297 ryy 0.596 in2 Weight 1.595 in WailThk. 0 in4 in3 in3 in Ibs/ft in o10 CN 10 £ N V^ 3.027" 2.312" no; cso O 0.078" ^J bto(N (N 2.802" 5.829" HORIZONTAL W60D06-UI 6063-T6 ALUMINUM SCALE: FULL £ct: £o; S § VISION SYSTEMS o VENTANA REAL PHASE II « JNL ^ S-1Q_ 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.721" to 804 04 SECTION PROPERTIES Ixx 2.581 Sxx(max) 1.188 Sxx(min) 1.172 rxx 1.600 Area 1.008 Perim. 21.068 in4 in3 in lyy 0.324 Syy(max) 0.637 Syy(min) 0.235 ryy 0.567 in2 Weight 1.210 in WallThk. 0 in4 in3 in3 in Ibs/ft in HORIZONTAL PRESSURE PLATE W10-008-U225 6063-T6 ALUMINUM SCALE: FULL ao; aCK %Q § VISION SYSTEMS q VENTANA REAL PHASE II » JNL ^ S-2 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.721" ro' (N8oi SECTION PROPERTIES Ixx Sxx(ma> Sxx(min rxx Area Perim. 2.581 ) 1.188 1.172 1.600 1.008 21.068 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.324 0.637 0.235 0.567 1.210 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION W60-D16-M 6063-T6 ALUMINUM SCALE: FULL £ex. £ct: 1 § VISION SYSTEMS o VENTANA REAL PHASE II « JNL ^ S-3 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.797" SECTION PROPERTIES Ixx 2.038 Sxx(max) 0.977 Sxx(min) 0.890 rxx 1 .565 Area 0.832 Perim. 15.626 in4 in3 in3 in lyy 0.057 Syy(max) 0.236 Syy(min) 0.075 ryy 0.261 in2 Weight 0.999 in WallThk. 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION W60-D16-F 6063-T6 ALUMINUM SCALE: FULL £0; aO£ LU § § VISION SYSTEMS Q VENTANA REAL PHASE II « JNL | S-4 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.688" \ V CN q U") \ CNCO>q CN V 1 1L ^|u y 0.080" Y £ -N Y Oq O SECTION PROPERTIES \xx Sxx(max) Sxx(min) rxx Area Perim. 2.831 1.165 1.075 1.927 0.762 19.683 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.145 0.403 0.109 0.436 0.915 0.080 in4 in3 in3 in Ibs/ft in 0.359"1 .329" 1 .688" VERTICAL MULLION W60-M16 6063-T6 ALUMINUM SCALE: FULL | g VISION SYSTEMS aex L1J Q o VENTANA REAL PHASE II ~ JNL | S-5 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.688" <N•Oq CO-0 oi 04 CM q d 0.080" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 2.831 1.165 1.075 1.927 0.762 19.683 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.145 0.403 0.109 0.436 0.915 0.080 in4 in3 in3 in Ibs/ft in 0.359" /f 1 .329" 1 .688" VERTICAL MULLION W60-M16-M 6063-T6 ALUMINUM SCALE: FULL | g VISION SYSTEMS | LLI5O Q VENTANA REAL PHASE II » JNL | S-6 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.797" IO01 IT)oo•o CN o oi o o 0.094" Y Y 0.775" SECTION PROPERTIES Ixx 3.046 Sxx(max) 1.249 Sxx(min) 1.134 n<x 1.837 Area 0.903 Perim. 17.237 in4 in3 in3 in lyy 0.059 Syy(max) 0.263 Syy(min) 0.076 ryy 0.256 in2 Weight 1.083 in WallThk. 0 in4 in3 in3 in Ibs/ft in 1.000" 0.225" VERTICAL MULLION W60-M16-F 6063-T6 ALUMINUM SCALE: FULL | g VISION SYSTEMS | o VENTANA REAL PHASE II 1 S JNL ^ S-7 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING CN CO CN 0.080" x- SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 6.430 2.237 2.057 2.283 1.234 30.340 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.617 0.898 0.469 0.707 1.480 0 in4 in3 in3 in Ibs/ft in 1.188" 1.314"0.686" 2.000" JAMB MILLION W60-M09-U 6063-T6 ALUMINUM SCALE: FULL 2;0£ sex. LUi § VISION SYSTEMS § VENTANA REAL PHASE II « JNL i2 S-8o_ 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.985" N. V CO>oo LO CM CN cs d SECTION PROPERTIES Ixx 3.948 Sxx(max) 1.624 Sxx(min) 1 .500 rxx 1.826 Area 1.184 Perim. 21.114 in4 in3 in3 in lyy 0.182 Syy(max) 0.523 Syy(min) 0.142 ryy 0.392 in 2 Weight 1 .421 in WallThk. 0.125 in4 in3 in3 in Ibs/ft in 0.125" 0.348"1.277" 1.625" VERTICAL MULLION - SPLAYED W60-M17 6063-T6 ALUMINUM SCALE: FULL S,Ql g VISION SYSTEMS g Q VENTANA REAL PHASE II %£ JNL | S-9 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 3.959 1.671 1.470 1.816 1.200 21.098 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.155 0.467 0.138 0.359 1.440 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION - SPLAYED MODIFIED W60-M1 8 6063-T6 ALUMINUM SCALE: FULL £O£ £ 0£ 1 g VISION SYSTEMS Q VENTANA REAL PHASE II ~ JNL % S-10CL_ 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 16.871 6.748 6.748 1.629 6.356 14.283 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 7.325 4.884 4.884 1.074 21.586 0 in4 in3 in3 in Ibs/ft in o8 co X X 2.500"2.500" 5.000" 5" X 3" X 1/2" STEEL TUBE DOOR HEAD HORIZ. ASTM A-500 STEEL SCALE: FULL ! g VISION SYSTEMS £o; 1 q VENTANA REAL PHASE II & ML % S-11O_ 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 0.266 0.290 0.287 0.667 0.597 12.848 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.396 0.358 0.284 0.815 0.716 0 in4 in3 in3 in Ibs/ft in 1.875" SLIDING DOOR INTERLOCK SDT-D09-S @ FRONT 6063-T6 ALUMINUM SCALE: FULL £a: 1 1 § VISION SYSTEMS Q VENTANA REAL PHASE II & JNL g S-12 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES (SDT-D10-S) Ixx 0.200 Sxx(max) 0.270 Sxx(min) 0.253 rxx 0.627 Area 0.509 Perim. 10.498 in4 in3 in3 in lyy 0.279 Syy(max) 0.230 Syy(min) 0.227 ryy 0.740 in2 Weight 0.611 in WallThk. 0 in4 in3 in3 in Ibs/ft in SECTION PROPERTIES (SDT-011-S) Ixx Sxx(max) Sxx(min) rxx Area Perim. 0.083 0.138 0.063 0.581 0.246 7.985 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.032 0.108 0.034 0.359 0.295 0 in4 in3 in3 in Ibs/ft in 2.440" SECTION PROPERTIES (ASSEMBLY) Ixx Area 0.283 in 4 0.755 in 2 lyy 0.311 Weight 0.906 in4 Ibs/ft oo- <N O <NCO IT) ttlO X 1/2* PHSMS (SS) TYPE-B <18' DC) SLIDING DOOR INTERLOCK @ BACM63-T6 ASSEMBLY SDT-D10-S ALUMINUM SCALE: FULL 2;az. £o; £Q | VISION SYSTEMS o VENTANA REAL PHASE II ~ ML $ S-13Q_ 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 Type of Stress TENSION, axial TENSION IN BEAMS, extreme fiber, net section BEARING Type of Member or Element Any tension member gross section net section Flat elements in uniform tension Round or oval tubes OQo- Rat elements in bending In their own plane, symmetric shapes On rivets and bolts On flat surfaces and pins and on bolts in slotted holes Sec. 3.4.Allowable Stress 19 21 19 24 26 39 26 i 2S 16 Table 2-20 ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES 6005-T5 Extrusions up through 1.000 in. thick 6105-T5 Extrusions up through 0.500 in. thick White bars apply to unwelded metal For tubes with circumferential welds, Sections 3.4.10,3.4.12, and 3.4.16.1 apply for RJ t < 20 Type of Stress Type of Member or Element Sec. 3.4. Allowable Stress,S,Allowable Stress, S, < S < S, 2.4 23.1-0.787 bit 2.4 23.1-0.787 bit i•3 COMPRESSION IN COLUMNS, axial All columns Flat elements supported on one edge - columns buckling about a symmetry axis -I-E-H Flat elements supported on one edge - columns not buckling about a symmetry axis ' COMPRESSION IN COLUMN ELEMENTS, gross section Flat elements supported on both edges I 1 /~\V/~ I I -Ul- Rat elements supported on one edge and with stlffener on other edge 9.1 Flat elements supported on both edges r *-—.* .—.—. and with an intermediate stlffener ^ Curved elements supported on both edges 9.2 see Part IA Section 3.4.9.1 see Part IA Section 3.4.9.2 COMPRESSION IN BEAMS, extreme fiber, gross section COMPRESSION IN BEAM ELEMENTS, (element in uniform compression), gross section Single web shapes -I-T-E- Round or oval tubes Solid rectangular and round sections Tubular shapes Flat elements supported on one edge Flat elements supported on both edges Curved elements supported on both edges Flat elements supported on one edge and with stiffener on other edge Flat elements supported on both edges and with an intermediate stiffener see Part IA Section 3.4.16.2 see Part IA Section 3.4.16.3 64 | 38700 i39- 3sii 66 I 53200 /( COMPRESSION IN BEAM ELEMENTS, (element In bending in own plane), gross section Flat elements supported on tension edge, compression edge free Flat elements supported on both edges Flat elements supported on both edges and with a longitudinal stiffener SHEAR IN ELEMENTS, gross section Unstiffened flat elements supported on both edges Stiffened flat elements supported on both edges Type of Stress TENSION, axial TENSION IN BEAMS, extreme fiber, net section BEARING Type of Member or Element Any tension member gross section net section Flat elements in uniform tension Round or oval tubes 00o- Rat elements in bending In their own plane, symmetric shapes On rivets and bolts On flat surfaces and pins and on bolts in slotted holes Sec. 3.4.Allowable Stress 15 15 15 .'48 20 31 21 Table 2-24 ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES 6063-T6 Extrusions and Pipe White bars apply to unwelded metal For tubes with circumferential welds, Sections 3.4.10, 3.4.12, and 3.4.16.1 apply for Rb/1 < 20 Type of Stress Type of Member or Element See. 3.4. Allowable Stress,s,Allowable Stress, s,<s<s, 15 16.1-0.458 bit 15 16.1-0.458 b/t 15 0.9 15.6-0.502 s COMPRESSION IN COLUMNS, axial All columns Flat elements supported on one edge - columns buckling about a symmetry axis -I-E-H Rat elements supported on one edge - columns not buckling about a symmetry axis Flat elements supported on both edges COMPRESSION IN COLUMN ELEMENTS, gross section MH H r^~-UL. Flat elements supported on one edge and with stiffener on other edge t> *c Flat elements supported on both edges and with an intermediate stiffener Curved elements supported on both edges ^&c£ PPMlisi January 2005 VII-73 19. FASTENER LOAD TABLES B. Unified Coarse Threads TABLE 5 , ,„; ,j;-%» * , SAE Grid* 2 Slee) for D!am«t*r* Up-thru 9/1JS* ; ,', .. - f, •. .-. ^, ,.,--,' >,, -. -^ • -' ' ' '' ^ 't *-; ^ '" * ASTMAM7S1edWraamefer»tf8*«nd6v«y, ''" " ' ' " '* '""s '-,'*• " '"•> „ S"? % - Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/15-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.3068 0.4418 0.6013 0.7854 A(R) Thread Root Area (Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pound*) 269 414 518 716 941 1551 2294 3146 4200 5334 6136 8836 12026 15708 Allowable Shear Single (Pound*) 133 212 260 366 479 802 1195 1642 2208 2844 3068 4418 6013 7854 Double (Pounds) 267 424 520 731 957 1603 2389 3285 4416 5687 6136 8836 12026 15708 SAE GRADE 2 ASTM A 307 For Diameters up thru 9/16" Fu (Min. Ultimate Tensile Strength) 74.000 psi- . 60,000 'psi* , F, (Allowable Tensile Stress) 29,600 psi '-20,000 psi"" A(R) = 0.7854 D - Fv (Allowable Shear Stress) 17,090 psi 10.000 psi* ^ A(S) . ojewfo - Bearing (Pounds) 1/8" St. A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4694 5437 6525 7612 8700 1.2269V H I 0.9743f N } 1/8- Al. 6063-T5 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.101 0.128 0.136 0.159 0.180 0.225 0.268 0.311 0.357 0.399 0.411 0.484 0.555 0.627 F Allowable tensta F Allowable shear (Single 6063-TS 0.211 0.280 0.286 0.344 0.385 0.492 0.637 0.740 0.860 0.965 0.985 1.170 1.348 1.526 , - 0.40F. n - 0.40F, [A 0.40 pV"^~U 1 OMFU) ^ F.IA 6063-T6 0.154 0.202 0.209 0.248 0.279 0.354. 0.425 0.494 0.571 0.640 0.655 0.766 0.892 1.010 (S)l (B)] TABLE 6 SAE Grade 5 Ste«l for Diameter* Up thru 9/16* ASTM A 449 Steel for Diameter* S/8* and Over Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 O.U19 0.1819 0.3068 0.4418 0.6013 0.7854 A(R) Thread Root Area (Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pounds) 437 672 840 1162 1526 2515 3720 5102 6811 8731 12149 17495 23811 31102 Allowable Shear Single (Pounds) 216 344 421 593 776 1300 1937 2663 3580 4611 6259 9013 12267 16022 Double (Pounds) 432 687 842 1186 1552 2599 3874 5326 7161 9223 12517 18025 24533 32044 SAE GRADE 5 J: ASTM A 449 For Diameters up thru 9/16" Fu (Min. Ultimate Tensile Strength) 120,000 psi 12O.OOO psi' F, (Allowable Tensile Stress) 48.000 psi 39,600 psi' A(R) - 0.7854 ID - Fv (Allowable Shear Stress) . 27,713 psi , 20,400 psi* * ':.:• ..-•••• x-::.:---,:' v .-, . - A(S) • 0.7854(0 - Bearing (Pounds) 1/8- St A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1.2269V N J 0.9743V N j 1/8" Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Al Allowable Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.144 0.188 0.195 0.232 0.261 0.330 0.396 0.460 0.532 0.596 0.732 0.867 0.998 1.129 6063-T6 0.231 0.308 0.313 0.377 0.422 0.539 0.651 0.756 0.878 0.966 1.220 1.452 1.674 1.894 F, = 0.40FU owable tension - 0.40F, |A(S)] '"ff- snaar (aingie) • ru[A(H)| v$ For diameters 5/8" and over: A(S) = 0.7858D2* •For fasteners 5/8" diameter and greater, values, formulas and procedures used are taken from the AISC, 'Manual of Steel Construction," 9th Edition. (See page #24 lor additional notes.) Source: AAMA, "Metal Curtain Wall Fasteners," 1991 (AAMA TIR-A9-1991) 19. FASTENER LOAD TABLES 8. Unified Coarse Threads TABLE 10 *',"•• > - " , " ••; ' •* STAINLESS STEEL - Alloy Qroups'l, 2 and 3, Condition A * ' *'-'-'*•- Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 03125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 —0.2260 0.3345 0.4617 0.6057 A(R) Thread Root Area (Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pounds) 205 315 • 394 544 716 1179 1744 2392 3193 4093 5085 7526 10388 13628 Allowable Shear Single (Pounds) 101 161 197 278 364 609 908 1248 1678 2162 2690 4015 556S 7314 Double (Pounds) 203 322 395 556 727 1218 1816 2497 3357 4323 5381 8031 11135 14627 Fu (Min. Ultimate Tensile Strength) 75,000' psi : A(Ft) - 0.7854(0 - F (Min. Tensile Yield Strength) 30,000 psi I F, (Allowable tensile Stress) 22.500 psi •;:. . Fy (Allowable Shear' Stress) 12,990 psi "•• A(S) = 0.7854ID - Bearing (Pounds) 1/B- St. A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1.2269? N j/ 0.9743 V " / 1/8' Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8' Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.084 0.105 0.114 0.131 0.149 0.184 0.219 0.254 0.290 0.324 0.356 0.427 0.494 0.561 F Allowable tensior F Allowable shear (Single 6063-TS 0.168 0.221 0.227 0.271 0.305 0.387 0.466 0.580 0.672 0.754 0.832 1.011 1.180 1.340 W63-T6 0.125 0.161 0.169 0.199 0.224 0.282 0.338 0.392 0.453 0.507 0.559 0.676 0.786 0.892 , - 0.75F, 1 - 0.75F, [A(S)] . 0-75 p '-|w (R)l TABLE 11 STAINLESS STEEL - Alloy Groups 1, 2 and 3, Condition CW Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.2260 0.3345 0.4617 0.6057 A(R) Thread Root Area (Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pounds) 364 560 700 968 1272 2096 3100 4252 5676 7276 9040 11289 15582 20442 Allowable Shear Single (Pounds) 180 286 351 494 647 1083 1614 2219 2984 3843 4783 6023 8352 10970 Double (Pounds) 360 573 702 988 1293 2166 3229 4439 5967 7686 9566 12046 16703 21941 Bearing (Pounds) 1/8- SI. A36 1201 1427 1653 1879 2175 2719 3262 . 3806 4350 4894 5437 6525 7612 8700 1/8' Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/B- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.126 0.162 0.170 0.200 0.226 0.284 0.341 0.395 0.456 0.510 0.563 0.590 0.686 0.778 6063-TS 0.274 0.368 0.372 0.450 0.541 ... ... ... ... ... 6063-T6 0.198 0.261 0.267 0.321 0.360 0.459 0.553 0.642 0.745 0.836 0.923 0.963 1.123 1.276 * DIAMETER, ^ . „ Up Thru SIS' * 3/4' and Over A(R) - 0.7854 D -For Diameters 3/4" and Over: fa (Mm Ultimate Tensile Strength) 110,000psi 85,000 psi «,,,,,,,M F = 0 7SF Fv (Mm Tensila Yield Strength) 65,000 psi 45,000 psi A(S) = 0.7854|D - F, (Allowabla Tensile Stress) 40,000 psi 33,750 psi (N J Allowable tension - 0.75F, [A{S)j Fy (Allowable Shear Stress) 23,094 psi 19,466 psi For Diameters Up Thru 5/8": 0.75 " V.v '"'- ' ' ' " , ,v'", /• '*<;*'•* ^y '••'•/, ' Allowable tension -040FJAfS)l 075'•'••'.." • » -\ a Allowable sheaf (Slnole) - FJA(R)1•.... , tn>~- ' ' ,"• , \ ^ "• * /'''"• \ •• A 0 40 y 3 ' '• • : , ", <^/ "^^'^^•" - - & -— ' '-•"•• "- ' ' * " '•• ,-' , '\ ^ *"\ '• 5^? """^*<' ^'-r" Allowable shear (Slngte) - -5^°FJA(R)1 In Tables 9 thru 15. for Group Type and Condition Definitions me pages 22 and 23. Source: AAMA, "Metal Curtain Wall Fasteners," 1991 (AAMA TIR-A9-1991) DESIGN ENGPTEKRING «Sc CONSULTING 1401 North Central Expressway • Suite 380 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 FASTENER FULL0UT STRENGTH PLILLOUT OF 1/4" PIA.SCREW FROM 1/2" 30O3-H14 ALUM. EN<3A<SEMENT LENGTH: NUM. OF THREAPS PER INCH: ALLOW.SHEAR OF BASE METAL: INTERNAL THREAP STRIPPING AREA: LE N . Fv := O -- 2O 125 •= (OA)-(12OOO-p&\) TSAI : =O.O2~l-\r\2 (RE: TABLE BELOW) ALLOW. PULLOUT = -ill / * TABLE 4 . Nominal Thread Diameter & Thread Per Inch #6-32 #6-32 # 10-24 #12-24 1/4-20 5/15-18 3/8-16 7/15-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter Inch 0.1380 0.1640 0.1900 0.2160 0.25OO 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.000 A(S) Area Sq. In. 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1619 0.2260 0.3345 0.4617 0.6057 A(R) Thread Root Area Sq. In. 0.0078 0.0124 0.0152 0.0214 0.0260 0.0469 0.0699 0.0961 0.1292 0.1664 £.2071 0.309T 0.4286 0.5630 TSA (E) £ _ 1'j-Fv-TSAI-N . . FASTENER STRESS AREAS TSA (I) Thread Stripping Area Sq. In/Thread External 0.006 0.007 0.011 0.013 0.018 0.026 0.036 0.048 0.060 0.074 0.091 0.121 0.159 0.207 Internal 0.009 0.010 0.017 0.019 0.027 0.038 0.052 0.070 0.086 0.106 0.130 0.172 0.225 0.292 = 25<=l-lbf - UNIFIED COARSE- THREADS (UNO) External Threade - Clas* 2A Major Diameter Max. 0.137 0.163 0.189 0.215 0.249 0.311 0.374 0.436 0.499 0.561 0.623 0.748 0.873 0.998 Mln. 0.131 0.157 0.182 0.208 0.241 0.303 0.364 0.426 0.468 0.550 0.611 0.735 0.859 0.983 Pitch Diameter Max 0.117 0.143 0.162 0.188 0.216 0.275 0.333 0.390 0.449 0.507 0.564 0.683 0.801 0.917 Mln. 0.114 0.140 0.159 0.185 0.213 0.271 0.329 0.385 0.444 0.502 0.559 0.677 0.795 0.910 Internal Thread* • Claae 2B K Minor Diameter Mln. 0.104 0.130 0.145 0.171 0.196 0.252 0.307 0.360 0.417 0.472 OJ27 0.642 0.755 0.865 Max 0.114 0.139 0.156 0.181 0.207 0.265 0.321 0.376 0.434 0.490 0.546 0.663 0.778 0.890 O4UIC Pilch Diameter Minor Diameter Mln. 0.118 0.144 0.163 0.189 0.218 0.276 0.334 0.391 0.450 0.508 0.566 0.685 0.803 0.919 Max. Inch 0.121 0.0997 0.148 0.1257 0.167 0.1389 0.193 0.1649 0.222 0.1887 0.262 0.2443 0.340 0.2983 0.397 0.3499 0.457 0.4056 0.515 0.4603 0.573 0.5135 0.693 0.6273 0.811 0.7387 0.928 0.8466 Tap Drllli Commercial Orlilf NoJSIze Dec. Equivalent 36 0.1065 29 0.1360 25 0.1495 16 0.1770 7 0.2010 F 0.2570 5/16 0.3125 U 0.3680 27/64 0.4219 31/64 0.4544 17/32 0.5312 21/32 0.6562 49/64 0.7656 7/8 0.8750 , Dat':BY: f AILf S—of IWi m Urn- Jo Mil (abowt horizontai axis *-x) Tyrtsting -1 in,2 in. , j*r— i i*,..!'! ** »» :op bottom 5yy - bd -f ' {2bfd}3 b^b + d)2 _, f X S< «f top bottom S J * 3 (b + d) top bottom (op bottom * bd d* (b-f A^{4bf d) ... b£_ '" 4- d) * 6 4 3 bd + LEGACY REPORT ER-4780 Reissued February 1, 2004 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 » (205) 599-9800 Regional Office • 4051 West FlossmoorRoad, Country Club Hills, Illinois 60478 • (708) 799-2305 Legacy report on the 1997 Uniform Building Code™ DIVISION: 05—METALS Section: 05090—Metal Fastenings DRIL-FLEX AND KWIK-FLEX STRUCTURAL FASTENERS SELF-DRILLING ELCO INDUSTRIES, INC., CONSTRUCTION PRODUCTS DIVISION 5110 FALCON ROAD POST OFFICE BOX 7009 ROCKFORD, ILLINOIS 61125 HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners. 2.0 DESCRIPTION 2.1 General: Dril-Flex Structural Fasteners, by Elco Construction Products, and Kwik-Flex Self-Drilling Fasteners, by Hilti, Inc., used for connections to metal members, are steel screws and are identical in design and manufacture except for the product identification. The steel screws have a dual heat treatment and coating consisting of electroplated zinc. The fasteners are available as tapping metal screws for installation in predrilled holes, and as self-drilling/tapping metal screws. The lead threads of both screw types and the drill point of the self- drilling/tapping fasteners are heat-treated to a high hardness for thread forming and drilling. The balance of the fastener shank is the load-bearing area of the fastener and is treated to a lower hardness complying with SAE J429 Grade 5. The No. 10,12, '/„- and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners have hex washer heads, and are available in various lengths. 2.2 Installation: 2.2.1 Self-tapping Fasteners: Self-tapping fasteners must be installed in predrilled holes having the appropriate diameter specified in Table 1. The fasteners must be installed with a screw gun with a depth-sensitive or torque-limiting nose piece. Installed fasteners shall protrude through the attached members, with the high-hardness lead threads beyond the attached members. 2.2.2 Self-drilling/Self-tapping Fasteners: Self-drilling/self- tapping fasteners are installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. This is accomplished by predrilling a clearance hole in the component being fastened to the attached member. Clearance holes shall be 13/64,15/64, 17/64 and 21/M inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for No. 10 gage diameter, No. 12 gage diameter, Y4-inch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. Fasteners must be installed with a 1,800 to 2,500 rpm screw gun incorporating a depth-sensitive or torque-limiting nose piece. Installed fasteners must protrude through the attached members, with the high- hardness drill point and lead threads extending beyond the attached members. 2.3 Allowable Loads: Allowable loads for the fasteners are as shown in Tables 1 and 2. The allowable values are for a single shear connection consisting of two members, with the material type and thickness of each member noted in the table. Minimum fastener spacing and edge distances must comply with Table 3. 2.4 Identification: Fastener heads are marked with the Elco Textron logo within a raised circle. Each box of fasteners has a label bearing the company name (Textron Fastening Systems or Hilti, Inc.), fastener type, evaluation report number (ER-4780) and description (including load bearing area). See Figure 1. 3.0 EVIDENCE SUBMITTED Data in compliance with the ICC-ES Interim Criteria for Tapping Screw Fasteners (AC118), dated July 1996. 4.0 FINDINGS That the Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions: 4.1 Fasteners are installed in accordance with the manufacturer's instructions and this report. 4.2 Allowable pullout values comply with Table 1. 4.3 Allowable shear values comply with Table 2. ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2004 Page 1 of 3 Page 2 of 3 ER-4780 4.4 Minimum spacing, edge distance and end distances 4.6 Calculations demonstrating that the applied loads comply with Table 3. 4.5 The capacity of the connections must be investigated in accordance with accepted design criteria forfastener bearing on connecting members and for fastener pull-through. are less than the allowable values are submitted to the building official for approval. This report is subject to re-examination in two years. TABLE 1—ALLOWABLE PULLOUT VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS1 SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 V4-14 1/4-20 V24 5/,e-244 DRILL POINT TYPE 3 3 3 4 4 - DRILL CAP.2 (inch) 0.150 0.187 0.187 0.312 0.312 - PULLOUT (pounds) STEEL GAGE3 OR THICKNESS (inch) No. 18 158 158 159 - No. 16 200 210 212 206 - No. 14 254 284 274 260 - No. 12 638 460 480 500 859 760 v, 677 620 740 765 1029 932 3/,e - 1159 1015 1045 1690 1729 \ - - - 1215 1936 1931 5/,e - - - 1275 2182 2662 3/, - - - - - 3422 \ - - - - • - 3421 ALUM 6063-T5, THICKNESS (inch) 1/8 306 210 240 230 417 308 \ - 914 969 700 1027 802 3/8 - - - 1473 - - For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N. 'Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy. "The maximum drill capacity is the maximum metal thickness the fastener can self-drill and self-tap. 3The base-metal thickness of No. 12 gage steel is 0.105 inch, of No. 14 gage steel is 0.075 inch, of No. 16 gage steel is 0.060 inch and of No. 18 gage steel is 0.048 inch. 4For self-tap fasteners, use 0.290-inch predrilled holes through members. TABLE 2—ALLOWABLE SHEAR VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS1 SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 V,-14 1/4 - 20 V24 6/,6-24< DRILL POINT TYPE 3 3 3 4 4 - DRILL CAP.2 (inch) .150 .187 .187 .312 .312 - SHEAR (pounds) STEEL GAGE3 OR THICKNESS (inch) No. 18-18 Gage 545 526 558 540 No. 18-14 Gage 693 847 925 835 No. 16-16 Gage 585 662 672 633 No. 14-14 Gage 727 967 980 11 it 3/ it '> ~ '16 635 670 2194 2182 3| fi 1l ii'16 ' <4 715 2113 2116 V-12 Gage 660 1904 ALUM 6063-T5, THICKNESS (inch) v-v 587 335 405 395 740 804 v-v 475 590 570 1147 1170 For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N. 1Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy.2The maximum drill capacity is the maximum metal thickness the fastener can self-drill and self-tap. 3The base-metal thickness of No. 12 gage steel is 0.105 inch, of No. 14 gage steel is 0.075 inch, of No. 16 gage steel is 0.060 inch and of No. 18 gage is 0.048 inch.4For self-tap fasteners, use 0.290-inch predrilled holes through members. ESR-2251* Issued January 1, 2007 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Workman Mill Road, Whrtrjer, CaHbmia 90601 • (562) 6930543 Regional Office • 900 Montdair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office " 4051 West Rossmoor Road, Country dub Hills, Illinois 60478 • (708) 799-2305 DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: ITW RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 (800) 899-7890 www.itw-redhead.com techsupport@ltw-redhead.com EVALUATION SUBJECT: ITW RED HEAD TRUBOLT CARBON STEEL WEDGE ANCHORS IN CONCRETE ADDITIONAL LISTEES: ITW BRANDS 955 NATIONAL PARKWAY, SUITE 95500 SCHAUMBURG, ILLINOIS 60173 (877) 489-2726 www.itwbrands.com 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code9 (IBC) • 2006 International Residential Code® (IRC) Properties evaluated: Structural 2.0 USES The ITW RED HEAD TRUBOLT Wedge Anchor is used to resist static and wind, tension and shear loads in uncracked normal-weight concrete having a specified compressive strength 2,500 psi <; fe <. 8,500 psi (17.2 MPa s f e <; 58.6 MPa). The anchoring system is an alternative to cast-in-p!ace anchors described in the IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the IRC. 3.0 DESCRIPTION The Trubolt wedge anchor is a zinc plated, torque-controlled expansion anchor, available in V4-inch ,3/e-inch and V2-inch diameters (6.4,9.5 and 12.7 mm). The Trubolt wedge anchor consists of a fully threaded stud, expansion clip, nut and washer. The anchor stud is cold-formed from carbon steel materials. The expansion clip is fabricated from Type 302 or Type 430 stainless steels. The standard hexagonal nut 'Corrected conforms to ANSI B18.2.2-65, and the washer conforms to ANSI/ASME B18.22.1 1965 (R1981). The anchor stud is threaded throughout the majority of its length and has a straight cylindrical section reduced in diameter, around which the expansion clip is formed. The expansion clip, consisting of a split-ring element with a "coined" groove at each end, is shown in Figure 1. During installation of the anchor, the expansion clip engages the walls.of the concrete as the wedge portion of the stud is forced upward against the interior of the clip. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Design strengths must be determined in accordance with ACI 318-05 Appendix D as modified by IBC Section 1908.1.16 and this report. Design parameters are provided in Table 3. Strength reduction factors (<|>) as given in ACI 318 Section D.4.4 must be used for load combinations calculated in accordance with Section 1605.2 of the IBC. Strength reduction factors (4>) corresponding to ductile steel elements may be used. ? 4.1.1 Requirements for Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension in regions where analysis indicates no cracking is calculated in accordance with ACI 318 Section D.5.2.6. See Section 4.1.3 in this report for limiting tension values for a single anchor. 4.1.2 Requirements for Critical Edge Distance: In applications where c < ccr and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, must be further multiplied by the factor ip,^ as given by the following equation: where c 2 c^ from Table 3 , need not be taken as less than . For all other cases, 41 „<(,,<, = 1.0. Values for the critical whereby the factor edge distance ccr must be taken from Table 3. 4.1 .3 Requirements for Pullout Strength in Tension: The pullout strength for a single anchor in uncracked concrete must not exceed the values given in Table 4. 4.1 .4 Requirements for Static Shear Capacity Vs: In lieu of the values of V, as given in ACI 31 8 Section D.6. 1 .2(c), the shear values given in Table 3 of this report must be used, February 2008 3gS REPORTS" are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2007 Page 1 of 6 Page 2 of 6 ESR-2251 4.1.5 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of cmln and smin as given in Table 3 of this report must be used. Additional combinations for minimum edge distance cm/nand spacing smln may be derived by linear interpolation between the given boundary values. 4.2 Allowable Stress Design: Design resistances for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Where Nn represents the limiting design strength in tension (Npunc) or shear (Ns) as noted in Table 3 in this report. Allowable stress design values for static shear and tension are noted in Tables 5 and 6. Limits on edge distance, anchor spacing and member thickness, as given in Table 3 of this report, must apply. The appropriate strength reduction factors 4> are noted in Table 3. In lieu of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction must be calculated as follows: For shear loads VsO.2 • V^, ASD, the full allowable load in tension T^,,, ASO may be taken. For tension loads T sO.2 • Tallow, ASD, the full allowable load in shear Va,/w, ,,SD may be taken. For all other cases: (4) * 4.3 Installation: The anchors must be installed in accordance with the manufacturer's installation instructions and this report. Embedment, spacing, edge distance, and concrete thickness are shown in Tables 2 and 3. Holes must be predrilled in concrete with a cornpressive strength from 2,500 to 8,500 psi (17.2 to 58.6 MPa), using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to the anchor diameter. The drilled hole must exceed the required embedment in concrete as noted in Table 2. The hole must be cleaned with pressurized air prior to installation of the anchor. A standard hexagonal nut and washer must be used over the material being fastened and the nut tightened (three to five turns) until the minimum installation torque, as specified in Table 2, is reached. 4.4 Special Inspection: Special inspection is required, in accordance with Section 1704.13 of the IBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, anchor spacing, slab thickness, anchor embedment and tightening torque. 5.0 CONDITIONS OF USE The ITW Red Head Trubolt Wedge Anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, and installation are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report in uncracked normal-weight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.3 The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.4 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design, and in accordance with Section 1605.3 of the IBC for allowable stress design. 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2 of this report. 5.7 Anchor spacing and edge distance, as well as minimum member thickness, must comply with table 3. 5.8 Prior to installation, calculations justifying that the design loads comply with this report, and are less than or equal to the applied loads, must be submitted to the building official for approval. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors used to resist seismic loads are limited to locations designated as Seismic Design Categories A and B. 5.11 Anchors may be used to resist short-term loading due to wind forces, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, Trubolt wedge anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.14 Anchors are manufactured under an approved quality control program with inspections by PFS Corporation (AA-652). 6.0 EVIDENCE SUBMITTED 6.1 Data complying with the ICC-ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC193), dated October 2005 (ACI 355.2) for use in uncracked concrete. 6.2 A quality control manual. 7.0 IDENTIFICATION The concrete anchors are identified by their dimensional characteristics, the anchor size, and by the length code stamped on the anchor, as indicated in Table 1. Packages are identified with the anchor type and size, the manufacturer's name and address, and the name of the quality control agency (PFS Corporation). ruye TABLE 3—ITW TRUBOLT WEDGE ANCHOR, DESIGN INFORMATION DESIGN INFORMATION Anchor O.D. Effective min. embedment Minimum member thickness nstallation Torque Critcial edge distance Minimum edge distance Minimum anchor spacing Min. hole depth in concrete Min. Specified Yield Strength Min. Specified Ultimate Strengtt Steel strength in tension Steel strength in shear Pullout strength, uncracked concrete SYMBOL da her hmin Tw ca Cmln smin h. fy fa AK Ase N, V, AW UNITS in mm in mm in mm ft-lb N-m in mm in mm in mm in mm Ib/in2 N/mm2 Ib/in2 N/mm2 in2 mm2 in2 mm2 Ib kN Ib kN Ib kN Anchor Category Effectiveness factor kun(:r uncracked concrete Axial stiffness in service load range P Ib/in kN/mm Coefficient for variation for axial stiffness in service load range Strength reduction factor <|> for tension, steel failure modes Strength reduction factor <j> for shear, steel failure modes Strength reduction factor $ for tension, concrete failure modes, Condition B Strength reduction factor $ for shear, concrete failure modes, Condition B NOMINAL ANCHOR DIAMETER 1/4 0.250 6.4 1 1/2 38 4 102 2 51 4 102 4 5 25/8 67 1 1/2 38 1 1/2 38 2 51 3 76 1 1/2 38 11/2 38 21/2 64 3/8 0.375 9.5 1 3/4 44 4 102 25/8 67 5 127 25 34 25/8 67 11/2 38 11/2 38 21/2 64 51/4 133 1 1/2 38 11/2 38 33/8 86 1/2 0.500 12.7 1 7/8 48 5 127 33/8 86 6 152 55 75 33/4 95 33/4 95 33/4 95 23/4 70 63/4 171 33/4 95 33/4 95 41/4 108 55,000 379 75,000 517 0.032 20.5 0.032 20.5 2385 10.6 1430 6.4 0.078 50.0 0.078 50.0 5815 25.9 2975 13.2 3490 15.5 0.142 91.5 0.142 91.5 10645 47.3 4450 19.8 6385 28.4 See Table 4 1 24 14,651 2.6 34 9,385 1.6 47 17,515 3.1 28 26,424 4.6 45 32,483 5.7 17 26,136 4.6 33 0.75 0.65 0.65 0.70 For SI: 1 inch = 25.4 mm, 11bf = 4.45 N, 1 psi = 0.006895 Mpa. For pound-inch units: 1 mm = 0.03937 inch. All anchors are classified an ductile in accordance with D1 of ACI318. raytj o ui o TABLE 4—ITW TRUBOLT WEDGE PULLOUT STRENGTH (NpiUnc) (pounds)1'2 Nominal Anchor Diameter (in.) 1/4 3/8 1/2 Embedment Depth (in.) 1-1/2 2 1-3/4 2-5/8 1-7/8 3-3/8 Concrete Compressive Strength f c = 2,500 psi 1,392 1,706 2,198 3,469 2,400 4,168 f c = 3,000 psi 1,525 1,869 2,408 3,800 2,629 4,520 fc = 4,000 psi 1,610 1,947 2,621 3,936 3,172 4,520 f c = 6,500 psi 1,822 2,151 3,153 4,275 4,520 4,520 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa. 1 Values are for single anchors with no edge distance or spacing reduction. 2 Condition B applies where supplementary reinforcement in conformance with ACI318-02 Section D.4.4 is not provided, or where product pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 5—ITW TRUBOLT WEDGE ANCHOR ALLOWABLE STATIC TENSION (ASD), NORMAL WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds)1'2 Nominal Anchor Diameter (in.) 1/4 3/8 1/2 Embedment Depth (in.) 1-1/2 2 1-3/4 2-5/8 1-7/8 3-3/8 Concrete Compressive Strength f c = 2,500 psi 646 792 1,021 1,611 1,114 1,935 f c = 3,000 psi 708 868 1,118 1,764 1,221 2,100 fc = 4,000 psi 747 905 1,217 1,827 1,473 2,100 fc = 6,500 psi 846 999 1,464 1,985 2,100 2,100 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa. 1 Values are for single anchors with no edge distance or spacing reduction. 2 Condition B applies where supplementary reinforcement in conformance with ACI318-02 Section D.4.4 is not provided, or where product pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 6—ITW TRUBOLT WEDGE ANCHOR ALLOWABLE STATIC SHEAR (ASD) (pounds)1 Nominal Anchor Diameter (in.) 1/4 3/8 1/2 Embedment Depth (in.) 1-1/2 2 1-3/4 2-5/8 1-7/8 3-3/8 Allowable Load 664 1,382 1,619 2,067 2,965 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1 Values are for single anchors with no edge distance or spacing reduction. I Type of Stress TENSION, axial TENSION IN BEAMS, extreme fiber, net section BEARING Type of Member or Element Any tension member gross section net section Flat elements in uniform tension Round or oval tubes 0-Qo- Rat elements in bending in their own plane, symmetric shapes On rivets and bolts On flat surfaces and pins and on bolts in slotted holes Sec. 3.4.Allowable Stress 16 14 14 16 18 32 21 Table 2-9 ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES 5052-H32 Sheet, Drawn Tube White bars apply to unwelded metal 26 I Shaded bars apply to weid-i For tunes with circum'erentiai welds, Sections 3.4.10, 3.4.12, and 3.4.16.1 apply for Rbl t < 20 Type of Stress Type of Member or Element Sec. 3.4. Allowable Allowable Stress, S,<S<S,S,Allowable Stress, 5 roo ° COMPRESSION IN COLUMNS, axial All columns 51600 l(kUif Flat elements supported on one edge - columns buckling about a symmetry axis -"-]-"- I"-"- 1 _ -4 •1C. |_L ' Flat elements supported on one edge - columns not buckling about a symmetry axis Flat elements supported on both edges COMPRESSION IN COLUMN ELEMENTS, gross section H -1*1- Flat elements supported on one edge and with stiffener on other edge H-| Flat elements supported on both edges and with an intermediate stiffener b° ^ Curved elements supported on both edges to G- < 00 Single web shapes Round or oval tubes COMPRESSION IN BEAMS, extreme fiber, gross section Solid rectangular and round sections Tubular shapes Flat elements supported on one edge Flat elements supported on both edges COMPRESSION IN BEAM ELEMENTS, (element In uniform compression), gross section 280 3810 / 1 + Curved elements supported on both edges Flat elements supported on one edge and with stiffener on other edge see Part IA Section 3.4.16.2 Flat elements supported on both edges and with an Intermediate stiffener see Part IA Section 3.4.16.3 I 23.1-0.604 bit 56 23.1 -0.116 hit Flat elements supported on tension edge compression edge freeCOMPRESSION IN BEAM ELEMENTS, (element in bending in own plane), gross section Flat elements supported on both edges -. •. ••- •- - . . • \ m - -- .- - 130 23.1-0.050 hitFlat elements supported on both edges and with a longitudinal stiffener Unstiffened flat elements supported on both edges 43i I 11.1-0.072 M 73 i 15.3-0.099~"a«// 103 39000 KhlffSHEAR IN ELEMENTS, gross section Stiffened flat elements supported on both edges PCR09051 2175 SALKAV VENTANA REAL - DEFERRED CURTAIN WALL SUBMIT!AL TO Gucu, w/ori<» 0608- VISION SYSTEMS ARCHITECTURAL PRODUCTS VENTANA REAL PHASE II Building B CARLSBAD, CALIFORNIA ARCHITECT McArdle Associates Architects, Inc. 5838 Edison Place - Suite 100 Carlsbad, California 92009 Tel (760) 431-7775 Fax (760) 431-7585 GENERAL CONTRACTOR TSA Contracting, Inc. 9535 Waples Street - Suite 200 San Diego, California 92121 Tel (858) 784-3650 Fax (858) 784-3651 GLAZING CONTRACTOR Vision Systems, Inc. 1895GillespieWay El Cajon, California 92020 Tel (619) 258-7300 Fax (619) 562-2630 GENERAL NOTES: 1 . ALUMINUM GLAZING SYSTEMS TO BE SERIES "W45' (2" X 4 1/2" OFFSET-GLAZED) AND "Sis' (2' X 4 1/2' CENTER-GLAZED) AND "W60" (2' X 6" OFFSET-GLAZED), MANUFACTURED BY VISION SYSTEMS, INC. OF EL CAJON, CALIFORNIA. 2. ALUMINUM AND GLASS STOREFRONT DOORS TO BE 'MEDIUM STILE' (4" NOMINAL SITE-LINE), OFFSET-HUNG, MANUFACTURED BY VISION SYSTEMS, INC. OF a CAJON, CALIFORNIA. 3 ALL GLASS "HERCULITE' STYLE DOORS TO BE CENTER-HUNG WITH CONTINUOUS TOP AND BOTTOM RAILS. MANUFACTURED BY GRANDVIEW GLASS AND METAL, INC. OF ONTARIO, CALIFORNIA. 4. ALUMINUM EXTRUSIONS TO BE 6063-T6 ALLOY (UNLESS NOTED OTHERWISE) AND SHALL CONFORM TO ASTM 8221. 5. ALUMINUM SHEET TO BE 5052-H32 ALLOY (UNLESS NOTED OTHERWISE) AND SHALL CONFORM TO ASTM B209. 6. ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A36, STEEL TUBE SHAPES SHALL CONFORM TO ASTM A5008. 7. ALL STEEL TO BE PAINTED WITH A RED OXIDE PRIMER (UNLESS NOTED OTHERWISE). 8. ALL INTERNAL ASSEMBLY AND JOINERY SEALS TO BE DOW CORNING 791 SILICONE SEALANT (STANDARD COLOR AS SELECTED BY VISION SYSTEMS). ALL EXTERIOR PERIMETER SEALANT TO BE DOW CORNING 795 SILICONE SEALANT (COLOR TO BE STANDARD BRONZE). ALL STRUCTURAL SEALANT TO BE DOW CORNING 795 SILICONE SEALANT (COLOR TO BE STANDARD BLACK). ALL INTERIOR PERIMETER SEALANT (IF PROVIDED BY VISION SYSTEMS) TO BE PECORA AC-20+ SILICONE ACRYLIC LATEX SEALANT (COLOR PER APPROVED SUBMITTAL). 9. ALL BACKER RODS TO BE NOMACO 'SOF-ROD" (UNLESS NOTED OTHERWISE) . 1 0. EXPOSED ALUMINUM SURFACES TO RECEIVE A SPRAY-APPLIED, THERMALLY-SET, aUOROPOLYMER BASED TWO-COAT ORGANIC FINISH CONSISTING OF 70 % KYNAR FLUROPON II BY VALSPAR (TO MATCH) DURANAR XL #UC51568 'CHAMPAGNE GOLD'. NON-EXPOSED ALUMINUM TO BE MILL FINISH, ANODIZED AND/OR PAINTED (AT THE OPTION OF VISION SYSTEMS). 11. TYPICAL FASTENERS TO BE CARBON STEEL WITH A ZINC PLAT NG. FASTENERS NOTED AS 'SS" TO BE 300 SERIES NON-MAGNETIC STAINLESS STEEL. FASTENERS NOTED AS 'DRIL-FLEX1 TO BE CARBON STEEL WITH A STALGARD FINISH. 1 2. EXPANSION TYPE ANCHORS TO BE ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS PER ICC-ES ESR-1372. CONCRETE SCREWS TO BE HILTI KWIK CON-II PER ICC-ES ER-5259. SELFORlaiNG FASTENERS TO BE ELCO DRIL-FLEX PER ICC-ES ER4780. 13. ALL SHIMS TO BE HIGH IMPACT POLYSTYRENE (UNLESS NOTED OTHERWISE). 14. ALL GASKETS, SETTING BLOCKS AND EDGE BLOCKS TO BE PER THE RUBBER PARTS SCHEDULE. SETTING BLOCKS AND EDGE BLOCKS TO CONFORM TO ASTM C864. SETTING SLOCK LOCTIONS TO BE PER GANA GLAZING MANUAL (1/8th POINTS OR 6' FROM GLASS EDGE, WHICHEVER IS GREATER), EDGE BLOCKS TO BE LOCATED AT THE MIDPOINT OF THE DAYLITE OPENING. ALL SETTING AND EDGE BLOCKS TO BE SET IN SEALANT TO MINIMIZE SHIFTING. SETTING BLOCK LENGTH TO BE PER GANA GLAZING MANUAL (4' MINIMUM), EDGE BLXKS TO BE 6" LONG. 1 5. ALL GLAZING TAPES TO BE SILICONE COMPATIBLE THERMALBOND SERIES V2100 OR NORSEAL SERIES V990 AS NOTED ON DRAWINGS. PLAN REVIEW NOTES: 1 . ALL STRUCTURE AND SUPPORTS BY OTHERS MUST BE ADEQUATELY DESIGNED, FABRICATED AND INSTALLED TO SUPPORT ALL LOADS IMPARTED BY THE SCOPE OF WORK INDICATED ON THESE DRAWINGS. ADDITIONALLY, METAL STUD FRAMING SUPPORTING THIS SCOPE OF WORK MUST BE 16 GAUGE MINIMUM FOR ATTACHMENT PURPOSES. 2. CONFIRM ALL OPENING DIMENSIONS SHOWN ON THESE DRAWINGS ARE CORRECT AND GUARANTEED WITHIN ±1/4" SO MATERIALS CAN BE ORDERED AND FABRICATED (BEFORE FIELD DIMENSIONS EXIST TO MEET PROJECT SCHEDULE). ALSO, ALL LOCATIONS OF INTERMEDIATE HORIZONTALS AND VERTICAL MULLIONS WITHIN THE GLAZING SYSTEM MUST BE REVIEWED AND APPROVED. 3. THE SCOPE OF WORK INDICATED ON THESE DRAWINGS IS PROPRIETARY TO, AND BASED ON THE INTELLECTUAL PROPERTY OF, VISION SYSTEMS, INC. OF EL CAJON, CALIFORNIA, AND MAY NOT BE USED OR COPIED IN ANY WAY WITHOUT THE PRIOR WRITTEN CONSENT OF VISION SYSTEMS, INC. 4. WHILE ALL BEST EFFORTS HAVE BEEN MADE TO ACCURATELY REPRESENT PROJECT CONDITIONS, VISION SYSTEMS, INC. IS NOT RESPONSIBLE FOR THE USE OF AND/OR RELIANCE UPON THESE DRAWINGS BY OTHERS. ANY SUCH USE AND/OR RELIANCE IS AT YOUR OWN RISK. THESE DRAWINGS ARE SUBJECT TO CHANGE. RUBBER PARTS SCHEDULE: Pi" WEDGE GASKET )/)/ TR-11925E(EPDM70) V \tn BACKUP GASKET ) pJ TR-11926E (EPDM SPONGE) [JM% SILICONE BACKUP GASKET [Uj-l) TR-11924W(SCR90070) \] WEDGE GASKET ^\ CRLRG-12 tg*^" DEEP POCKET EDGE BLOCK ^""^^ TR-1 5079E (EPDM 70) - 1/2* LONG <^^~ 3/1 6' FACE CLEARANCE O~ BULB GASKET TR4862W(SCR90070) ^- — C x X ^ GLASS SCHEDULE: 0 1/4' VIRACON VY1-20 SILVER REFLECTIVE *2 (HEAT STRENGTHENED) VISION GLASS <W) 1/4" VIRACON VY1-20 SILVER REFLECTIVE #2 (TEMPERED) VISION GLASS /Z\ 1/4' VIRACON VY2-20GREE \ / VISION GLASS <(V2?) 1/4' VIRACON VY2-20GREE , — , 1" INSULATED VISION (1/4" (V3) STRENGTHENED) VISION C X — ' (HEAT STRENGTHENED) V N REFLECTIVE #2 (HEAT STRENGTHENED) N RERECTWE #2 (TEMPERED) VISION GLASS VIRACON VE2-2M CLEAR LOW E (HEAT ,LASS - 1/2' MILL FINISH AIR SPACER • 1/4' CLEAR SION GLASS) , — v 1 " INSULATED VISION (1/4' VIRACON VE2-2M CLEAR LOW E (TEMPERED) (V3T } VISION GLASS - 1/2' MILL FINISH AIR SPACER - 1/4" CLEAR (TEMPERED) X — ' VISION GLASS) O/4T\ 3/8" CLEAR (TEMPERED) V (L1> 3/8" CLEAR (TEMPERED) Q /TA 1/4' VIRACON VY1-20SILV! \ / SPANDREL GLASS w/ POL /Oi 1/4" VIRACON VY1-20SILVE \C_/ GLASS w/ POLYESTER OPf /TI\ 1/4' VIRACON VY2-20GREE \ / SPANDREL GLASS w/ POLY /CA 1/4" VIRACON VY2-20GREE \ / GLASS w/ POLYESTER OP* SILL/HORIZONTAL SETTING BLOCK 1/4" INFILL TR4598E9 (EPDM 85) - 1/2" x 5/8" ^^. HORIZONTAL SETTING BLC . | 1" IGU INFILL SHALLOW POCKET EDGE BLOCK 1/4' INFILL (1/8" x 1/2") TR-0477E6 (EPDM 60) - 6' LONG SETTING BLOCK 1/4" INFILL (1/2' x 1/41 TR-1294E9(EPDM85)-4"LONG SETTING BLOCK 1/4" INFILL (3/8" x 1/4") TR-0520E9 (EPDM 85) - 4' LONG WEATHER STRIP FOAMTITETPE CLOSED CELL FOAM 32006 X;K 8'X1/4' SION GLASS LASS w/ SAN MARINO GLASS FILM R REFLECTIVE #2 (HEAT STRENGTHENED) TESTER OPACIFIER #2 R REFLECTIVE #2 (TEMPERED) SPANDREL lCIFIER#2 N REFLECTIVE #2 (HEAT STRENGTHENED) ESTER OPACIFIER02 N REFLECTIVE #2 (TEMPERED) SPANDREL CIFIER#2 I- X 4 1/2' (W45 i S45) SYSTEM S 2" X 6" (W60) CURTAIN WALL SYSTEM >< IX mK-o-rvrvn SILL/HORIZONTAL SETTING BLOCK r IGU INFILL TR-21 70E9 (EPDM 85) - 1 1/4' X 5/8' ^ 1' IGU INFILL TR-0512E9(EPDM85)-1 1/4'XW SHALLOW POCKET EDGE BLOCK 1" IGU INFILL (1/8"X 11/41 TR-1489E6 (EPDM 60) - 6" LONG > WEEP BAFFLE <! 1'X1"X2"LONG >< WB-1(30PPI) -C RETICULATED PVCTO4W DRAWING INDEX: C-1 COVER SHEET GN-1 GENERAL NOTES & MATERIAL SCHEDULES GN-2 DOOR HARDWARE SCHEDULE K-1 KEY PUN -Building 8- 1sl Floor K-2 KEY PLAN- BuildingB -2nd Floor K-3 KEY PLAN -BuiWingB -3rd Floor E-1 ELEVATIONS -BuldingB E-2 ELEVATIONS -BuldingB E-3 ELEVATIONS -BuiWingB E4 ELEVATIONS -BuiWingB E-5 ELEVATIONS -BuldingB E-6 ELEVATIONS -BuldingB E-7 ELEVATIONS -BuldingB E-8 ELEVATIONS- Building B E-9 ELEVATIONS -BuldingB E-10 ELEVATIONS -BuldingB E-1 1 ELEVATIONS - Building B E-12 ELEVATIONS- Building B E-13 ELEVATIONS -BuldingB E-14 ELEVATIONS -BuldingB E-1 5 ELEVATIONS -BuldingB E-16 ELEVATIONS- Building B E-17 ELEVATIONS -BuldingB E-18 ELEVATIONS -BuldingB E-19 ELEVATIONS -BuldingB E-20 ELEVATIONS -BuiWingB E-21 ELEVATIONS -BuiWingB E-22 ELEVATIONS -BuldingB E-23 ELEVATIONS -BuiWingB E-24 ELEVATIONS -BuiWingB E-25 ELEVATIONS -BuiWingB E-26 ELEVATIONS -Building B-Wertor D-1 DETAILS D-2 DETAILS D-3 DETAILS D4 DETAILS D-5 DETAILS D-6 DETAILS D-7 DETAILS D-8 DETAILS D-9 DETAILS D-10 DETAILS D-11 DETAILS D-12 DETAILS D-13 DETAILS D-14 DETAILS D-15 DETAILS D-16 DETAILS D-1 7 DETAILS D-18 DETAILS D-19 DETAILS 0-20 DETAILS D-21 DETAILS D-22 DETAILS D-23 DETAILS D-24 DETAILS D-25 DETAILS D-26 DETAILS D-27 DETAILS D-28 DETAILS D-29 DETAILS RELEASE LOG: • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • * • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' DRAWING INDEX: D-30 DETAILS D-31 DETAILS D-32 DETAILS D-33 DETAILS D-34 DETAILS D-35 DETAILS 0-36 DETAILS D-37 DETAILS D-38 DETAILS D-39 DETAILS D40 DETAILS D41 DETAILS D42 DETAILS 043 DETAILS D44 DETAILS D45 DETAILS D46 DETAILS D47 DETAILS D48 DETAILS D49 DETAILS D-50 DETAILS D-51 DETAILS D-52 DETAILS D-53 ASSEMBLY!, INSTALLATION INSTRUCTIONS D-54 ASSEMBLY & INSTALLATION INSTRUCTIONS D-55 ASSEMBLY i INSTALLATION INSTRUCTIONS D-56 ASSEMBLY & INSTALLATION INSTRUCTIONS D-57 ASSEMBLY & INSTALLATION INSTRUCTIONS D-58 ASSEMBLY & INSTALLATION INSTRUCTIONS D-59 ASSEMBLY* INSTALLATION INSTRUCTIONS J*%Wt 1v ^^^iW ^Ssg^W^s^ UJi 3CRIPTIONRELEASE LOG: S 1 FIRST SUBMITTAL \• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • I ITTAL - REVISED PRELIMINARY RELEASEnans (MOTS W 1• • • • • • • • • • • • • • • • • • • • • •| A DEFERRED SUBMITTAL PACKAGE• • S C/J CC. i • • • • I </> O a: i"^ A < 0 NFORMATPROJECT 1LU Q CO Ow UJor m VISION SYSTEMSH ARCHITECTURAL PRODUCTS |1 CC,9 pP" 1895GILLESPIEWAY, ELCAJON, CALI'r TEL (619)258-7300, FAX (619)562-2630, visionsystems.org 1•^w/// COfCO VENTANA REAL PHASEI Of VISED PRELIMINARY RELEASEUJcc ^2175 SALK AVENUEI 03•z.o | /fl\ ARCHITECTURAL REVIEW COMMENTSCARLSBAD, CAI co•z.o EW COMMENTS| /c\ STRUCTURAL REVIDATE: 1/23/2009SCALE:<CHECKED:DRAWN: RJHPROJECT # A0817 GN-1 C)VISION SYSTEMS, INC. 2009 I I ©©© ] ' r"imN>v!?v j 1 ~- - TT — " — ^~^ " — ^"^ J^OD^~YEE\ S^E-ze/MiJ I-AJ if ©©©©© . E-11 AS AS AS , E-13 . AS v E-13 , AS .E-13 FIRST FLOOR VENTANA REAL PHASE II • Buiding B M QTY: (1) REQUIRED AN QTY: (5) REQUIRED AS QTY: (6) REQUIRED BBL QTY: (1) REQUIRED BBR QTY: (1) REQUIRED CC QTY: (1) REQUIRED DD QTY: (1) REQUIRED EE QTY: (3) REQUIRED FTN QTY: (1) REQUIRED G-E1 QTY: (1) REQUIRED G-W1 QTY: (1) REQUIRED H QTY: (1) REQUIRED H1 QTY: (1) REQUIRED J-E1 QTY: (1) REQUIRED J-W1 QTY: (1) REQUIRED L-W1 QTY: (1) REQUIRED M QTY: (1) REQUIRED N QTY: (1) REQUIRED S QTY: (1) REQUIRED T QTY (1) REQUIRED T-W QTY (1) REQUIRED U V W XN XS Y YL YR QTY (1) REQUIRED QTY (1) REQUIRED QTY (1) REQUIRED QTY (1) REQUIRED QTY (1JRECMREO QTY (1) REQUIRED QTY (1) REQUIRED QTY (1) REQUIRED APR 1 5 2009 LU g PROJECTS A0817 K-1 5)VISION SYSTEMS, INC. 2009 VENTANA REAL PHASE II - Building B AN QTY: (8) REQUIRED AS QTY: (9) REQUIRED C QTY: (6) REQUIRED EE QTY: (1) REQUIRED G-E2 QTY: (3) REQUIRED G-W2 QTY: (1) REQUIRED H2 QTY: (2) REQUIRED J-E2 QTY: (1) REQUIRED J-W2 QTY: (1) REQUIRED L-E2 QTY: (1) REQUIRED L-W2 QTY: (2) REQUIRED M QTY: (1) REQUIRED N QTY: (1) REQUIRED P QTY: (1) REQUIRED CIVISION SYSTEMS. INC. 2009 A3 QTY: (3) REQUIRED A3S QTY. (2) REQUIRED A7N QTY: (1) REQUIRED A7S QTY (1) REQUIRED AN QTY: (8) REQUIRED AS QTY: (14) REQUIRED QTY (2) REQUIRED QTY (2) REQUIRED QTY: (1) REQUIRED QTY (1) REQUIRED - Building B QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: (1) REQUIRED QTY: ((/ REQUIRED QTY: (1) REQUIRED ^PR 152009 ^ o DC PROJECT*A0817 K-3 [C)[C)VISION SYSTEMS, INC. 2009 ALUM COLUMN COVER (FINISH TO MATCH GLAZING SYSTEM) (BY OTHERS] 2' —j 257'FRAME 50'51' 0 0 0 0 0 0 I > 0 0 0 0 0 V2 J -,;^- r 104'FRAME 0 0 S2 0 0 <— 2' 0 0 0 S2)| J 1/r D-36 s t \~~n-r^-in| 11 n n n .^L. s*' , "^N Jj' \ .'Li U J- W/IXr— Lve^^FRS^5 R15'ALUM COLUMN COVER CONTINUED 1st FLOOR - SOUTH ELEVATION - ALUM COLUMN COVER (FINISH TO MATCH GLAZING SYSTEM) (BY OTHERS) APR 1 5 2009 ^VISION SYSTEMS. INC. 2009 CONTINUED 177.9°177.9\177.9\ 1779'177.9- 177.9° s 42 9/32" JfX 42 9/321 — 44 1/2" Jf 44 1/r S a <a ^ J J5=^= rt -V/WIESfl'-S'TO?-!-) SECTION APR 1 5 2009 PROJECTS A0817 E-5 [c)w.SION SYSTEMS, INC. 2009 ®_® (si) (si)<S1> ®_ ®_ CONTINUED S . ? ain <£> G! zG: 2nd FLOOR A~\ ~- 13'-6'A.F.F.Vlr -VARIES(1'-6"TOZ-1" c-c SECTION APR 152009 PROJECT#A0817 E-6 £)VISION SYSTEMS, INC. 2009 5/8" - 2'--335/8' — 21/4'- V3> -403/4'- 2W-!^- 21/4'- V3> V3) V3> -312 3/8'OPENING — 3113/4'FRAME 741/4' -£ 2 1/4" — 7 *- 21/4' — 7 *- 2W — 7 /T\ VD-ffij V3> VD-40 V3> 3'BETWEEN U, ANCHOR fn V3> V3> 72'DOOR OPENING- I UU_ 3'BETWEEN ANCHOR CD (1) REQUIRED / Is!! UJ it o a: 1st FLOOR W-N O'-O'AF.F.VJF ©SECTION AT NORTH ENTRANCE REF: SA4-2 I^^t w PUUJbtU -S05TT E-8 ^VISION SYSTEMS. INC. 2009 - 225 5W OPENING -224 3/8'FRAME -741/4' ., -? ' 3411/16" j '- — 21/4- -, A *• — 2W -SIP -2' \OPP CD (1) REQUIRED I" Is a . g £ 3 PROJECTS A0817 ©VISION SYSTEMS, INC. 2009 167 5/16'OPENING 16611/16" FRAME 5211/16' ~)t — 21/4" t (1) REQUIRED BBR;(1) REQUIRED 1st FLOOR r 5 ts5 ^? £ § T vS5 <M *uv ]\ V ^N. ^L •^(•s _5 JT« C4 r 3 a r^ A s ~n^ — 5 \ -r*^ 1 a v A = ^ V O 2£ _, Is = *5 J J 1^ j^ 1 3E s: C4 J 1 *~ APR 1 5 2009 COI2 (0 o <0s s>11CM t|2<io 2 £-) % OX O .2Q LL > O «| o -^ (N -J 9 3?^r <f .—-2^g 5*30^2 UJ I o t !i §T °- "ToS s S ^ 2.< C9 °2 10 joO)00 . m {2 PROJECT*A0817 E-10 C)VISION SYSTEMS, INC. 2009 ANCHOR VARIES (213M--253M-)" -V)- 21/4'- -663/4-- -2 1/4- -693/4'- - 2351/4' MULLION LENGTH ~* " <> , 13W ANCHORf — 21/4- 21/4- — 7 1 — 21/4" 21/4- — i '*~ "vJ __^ o S? 5I 7 i K , s a - 507 1/8-FRAME- -507 3/4" OPENING- •iff. i r 0 . ? II ^^ a j 1* "Ffe 4 *L : < r ^ V A"*~ p V ^ Jf j f \* VN •^ V \ \1 A SECTION 152009 C£. UJ PROJECTS A0817 E-12 [5)VISION SYSTEMS, INC. 2009 185/8-268W <- 245/8' 441/2"441/2"441/2-453/8- 0 "J " S2 0 0 S2 } I 0 v!2/ ! \!!y A A A A 133/8-173/8' (1) REQUIRED 1 si FLOOR (1) REQUIRED 1st FLOOR - SOUTH ELEVATION APR 1 5 200S PROJECT#A0817 -21 ) VISION SYSTEMS. INC. 2009 APR \ 5 2009 tt PROJECT*A0817 E-22 ^VISION SYSTEMS, INC. 2009 CONTINUOUS 16GA(MIN) METAL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS. - 6' METAL STUD (BY OTHERS) - -4W- '• -5/8'- 1/4-20 X 2 W HWH*4 DRIL-REX (AF890) IN PS-175-265 (6105-T5) ALUM SLEEVE (QUANTITY AND LOCATION PER ELEVATIONS) HEAD AT CANOPY REF: 3/AD.2 ARCHITECT/G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH - CONTINUOUS 166A(MIN) METAL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS. s § J , : 6YP BOARD (BY OTHERS) METAL SCREED {BY OTHERS) W60-003-U L LJ W60-007 -1/4-20 X 2 1/2' HWH#4 DRIL-REX (AF890) IN PS-175-265I6105-T5) ALUM SLEEVE (QUANTITY AND LOCATION PER ELEVATIONS) HEAD AT CANOPY-LOBBY REF: 3/AD.2 7/16-7 -1115/32'- METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT »/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONE. - 3/4'X 3/4'X 1/16'ALUM ANGLE BACKER SUPPORT AT PARAPET CAP JOINTS ATTACH W/ SILICONE OVER THERMALBOND V-2104 X .375 MTL STUD FRAMING- (BY OTHERS) ( U7 /W60-M06-UI HEAD PARAPET CAP - .090'FORMED ALUM PARAPET CAP -#10X2'PHSMS K, 24' O.C. 3/4' X 3/4' X1/16'ALUM ANGLE ATTACHED W/ SILICONE OVER THERMALBOND V-2104 X .375 PARAPET CAP JOINT 12/AD2 — 3S9'- - SINGLE-PLY ROOFING OVER 5/8' CEMENTITIOUS BACKER BOARD (BY OTHERS) APR 1 5 2009 o O D-26 ClVIStONSYSTEMS. INC. 20TO EXTERIOR FINISH (BY OTHERS) MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS) LATH & PAPER OVER SCREED (BY OTHERS) -17/81 PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) LJ -METAL STUD FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS - CONTINUOUS 16GA (WIN) METAL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS -GYP BOARD (BY OTHERS) - METAL SCREED (BY OTHERS) -THERMALBONDV2104 TAPE X.250 W60-M03-U LJ 1/4-20 X 2 1/2' HWH#4 DRIL-FLEX (AF890) IN PS-125-265(6061-T6) ALUM SLEEVE (QUANTITY AND LOCATION PER ELEVATIONS) C\. W60-M07 |V HEAD AT SOFFIT HEAD AT BALCONY REF: 23/AD.3 ARCHITECT/G.C. NOTE; OPENING DIMENSIONS ARE TO FACE OF FINISH METAL 7 MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACTw/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONS. - CONTINUOUS 16GA(MIN) METAL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS 1/4- X1/4' SEALANT CONTINUITY NOTCH (BOTH SIDES OF HEAD JOINT). ALIGN W/ PERIMETER SEALANT LOCATION. SILCONE SEALANT AT HEAD JOINT AT MONOLITHIC HEAD CONTINUITY NOTCH AT HEAD JOINT 1/4-20 X 2 1/2'HWHfM (AF890)INPS-175- ALUM SLEEVE ( LOCATION PER EL o ©VISION SYSTEMS, INC. 2009 5/8'TOFOS 1 • X1' X1/8'ALUM ANGLE X CONTINUOUS 3W x 2' HWHSTS TYPE-F AT 24' O.C. *14X 11/2'LONG PHSMS (SS)TYPE-B(QTYAND LOCATION PER ELEVATIONS) METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS] SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT w/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ OOW CORNING 795 SILICONS. 3' x 4' x 3' x 1 /8' ALUM CHANNEL 5'x 3'x 1/2'STEEL TUBE 3'x 2'x 1/4'STRUCTURAL ALUM (6061-T6) ANGLE x 3' LONG (6)1/4-14x1 1/THWHaCO DRIL-FLEX FASTENERS TO JAMB TRANSOM AT SLIDING GLASS DOOR REF: 2nd FLOOR BALCONY WEATHERTIGHT PANEL SYSTEM (BY OTHERS) FIELD COORDINATE FLASHING AND SEALANT (BY OTHERS) TO PROVIDE A WEATHER TIGHT INSTALLATION ,— .063' ALUM BREAK METAL / (BY OTHERS) MUST ACCOMOOATE VERTICAL MOVEMENT OF CURTAIN WALL ELASTOMERICDECK COATING (BY OTHERS) m PROJECTS A0817 D-29 QviSION SYSTEMS, INC. 2009 x 4' x 3' x 1/8- ALUM CHANNEL 3/8' x 2' HWHSTS TYPE-F AT 24' O.C. x 3' x 1/2' STEEL TUBE 1/4-20X2' HWH#4(AF886) IN 5/1 6' X1' SLOT. QUANTITY AND LOCATION PER ELEVATIONS 3'x 2'x 1/4'STRUCTURAL ALUM (6061-T6) ANGLE x 3" LONG 16 GA(MIN) METAL TRACK (BY OTHERS)(6) 1/4-14x11/2'HWHELCO i ' DRIL-FLEX FASTENERS TO ' ' JAMB 2'LONG WEEP NOTCH AT CENTER OF EACH DLOVW 3/4' X 5' BAFFLE XW LONG AND 4'GAP IN GASKET 6'MTL STUD FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS 5'X 3'X1/4'STEEL ANGLE SUPPORT (BY OTHERS) MEMBRANE FLASHING (BY OTHERS) REINFORCED DOOR HEADER .063' ALUM BREAK MTL. (BY OTHERS) FINISHED TO MATCH C.W. GYP BOARD (BY OTHERS) STL ANGLE SUPPORT (BY OTHERS) 3'X 3'X1/4'STEEL ANGLE SUPPORT (BY OTHERS) 3/8' DIA RAMSET / REDHEAD TRUBOLT WEDGE ANCHOR w/ 3' (WIN) EMBEDMENT QUANTITY AND LOCATION PER ELEVATIONSARCHITECT/G.C. NOTE: OPENING DIMENSIONS FOR GLAZING SYSTEM ARE TO PANEL RETURN AS SHOWN, WHICH MUST BE HELD TO ± W. IF FRAMING TOLERANCES REQUIRE SHIMMING AT PANEL ATTACHMENTS, NECESSARY ALLOWANCES SHOULD BE MADE TO MAINTAIN TOP OF PANEL AT ± 1/8'. 1'X1'ALUMBARX4' LONG AT EACH SETTING BLOCK LOCATION (SET IN SILICONS) I—1 2'LONG WEEP NOTCH AT CENTER OF EACH DLOW/ 3/4' X 5' BAFFLE X1 3/8" LONG AND 4'GAP IN GASKET METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT w/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONE PROJECTS A0817 SILL AT FOUNDATION 2" LONG WEEP NOTCH AT CENTER OF EACH GLOW/ 3/4' X 5' BAFFLE X W LONG AND 4'GAP IN GASKET 1/4-20X2' HWH#4(AF886) IN5/16'X1"SLOT. QUANTITY AND LOCATION PER ELEVATIONS MTL STUD FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS MEMBRANE FLASHING (BY OTHERS) MTL STUD FRAMING (BY OTHERS) .063'ALUM BREAK MTL. (BY OTHERS) FINISHED TO MATCH C.W. MEMBRANE FLASHING (BY OTHERS) ARCHITECT/G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH SEE SILL DETAIL SILCONE SEALANT AT SILL JOINT W X 1/4' SEALANT CONTINUITY NOTCH (BOTH SIDES OF SILL JOINT). ALIGN VW PERIMETER SEALANT LOCATION. METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT w/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONE. AT MONOLITHIC SILL CONTINUITY NOTCH AT SILL JOINT 8 PROJECT*A0817 D-31 C)VISION SYSTEMS, INC. 2009 - GYP BD (BY OTHERS)- GYP BD (BY OTHERS) 1/4'X1 1/2'PHSMS'A' ASSEMBLY FASTENERS AT HEAD AND SILL-METAL SCREED (BY OTHERS)CONTINUOUS 16 GA MTL TRACK (BY OTHERS) METAL STUD — FRAMING (BY OTHERS) 3/4-x13/8-x1/16-ALUM ANGLE x CONTINUOUS W/#8x1/2'TWHTEK SCREWAT18-O.C. PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT VW PERIMETER SEALANT MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS)STRUCTURAL SILICONS LATH&P OVER SCREED (BY OTHERS) EXTERIOR FINISH (BY OTHERS)W60-D11 (MODIFIED) THERMALBONDV2112 TAPE x 1/2'WIDE 3/4'x13/8"x1/16'ALUM ANGLE x CONTINUOUS W/#8x1/2'TWHTEK SCREWAT18'O.C. *10x1'FHSMSS.S TYPE-BAT18'O.C. RECTANGULAR BACKER THERMALBONDV2112 TAPE X1/2- WIDE FRAME OPENING ARCHITECT/G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH METAL FLASHING (BY OTHERS) MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS). HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/ PERIMETER SEALANT PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) LATH & PAPER OVER SCREED (BY OTHERS) EXTERIOR FINISH (BY OTHERS) c:::: •\ -VISION SYSTEMS, INC. RECOMMENDS USING A CUSTOM FORMED METAL TRACK SIMILAR TO DETAIL 8&11/AD.3 '3/8S '- 1 5/8" -> f. FRAME METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERW-S IN CONTACTw/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONS. ^VISION SYSTEMS, INC 2009 - GYP BD (BY OTHERS) 1/4"X11/2'PHSMS"A' ASSEMBLY FASTENERS AT HEAD AND SILL 1/4'X11/2'PHSMS'A' ASSEMBLY FASTENERS AT INTERMEDIATE HORIZONTALS HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/PERIMETER SEALANT METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT w/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONS. ARCHITECT/G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH ARCHITECT/GENERAL CONTRACTOR NOTE: OPENING DIMENSIONS FOR GLAZING ARE TO PANEL AS SHOWN, WHICH MUST BE HELD TO ± 1/8'. IF FRAMING TOLERANCES REQUIRE SHIMMING AT PANEL ATTACHMENTS, NECESSARY ALLOWANCES SHOULD BE MADE TO MAINTAIN TOP Of PANEL AT ±1/8". METAL FLASHING (BY OTHERS) MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS). HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/ PERIMETER SEALANT PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) LATH & PAPER- OVER SCREED (BY OTHERS) EXTERIOR FINISH (BY OTHERS) -VISION SYSTEMS, INC. RECOMMENDS USING A CUSTOM FORMED METAL TRACK SIMILAR TO DETAILS 8411/AD.3 -OPENING- JAMB AT PLASTER REF: 7/AD.3 ARCHITECT NOTE: PLEASE VERIFY PERIMETER CONDITION AT THIS LOCATION FURRED STRUCTURAL BEAM AND EXTERIOR FINSH (BY OTHERS) xi/l 6" ALUM ANGLE ATTACHED W/ SILICONS OVER THERMALBOND V-2104 X .375 PANEL JAMB CO PROJECTS A0817 D-33 [c)viSION SYSTEMS. INC. 2009 1/4'X11/2'PHSMSW ASSEMBLY FASTENERS AT HEAD AND SILL METAL PANEL (BY OTHERS) ALUM BREAK METAL FILLER (BY OTHERS) 1/4-X11C-PHSMS-A- ASSEMBLY FASTENERS AT INTERMEDIATE HORIZONTALS MTLSTUD FRAMING (BY OTHERS) MEMBRANE FLASHING OVER METAL FILLER (BY OTHERS) EXTERIOR FINISH (BY OTHERS) LATH & PAPER OVER SCREED (BY OTHERS) PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) FRAME - -OPENING ARCHITECT NOTE: PLEASE VERIFY PERIMETER CONDITION AT THIS LOCATION ARCHITECT G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH MTL STUD FRAMING (BY OTHERS)THERMALBONDV-2W TAPE X .375 / METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACTw/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONE. JAMB AT SEGMENTED MULLION .063'ALUM BREAK MTL. — (BY OTHERS) FINISHED TO MATCH C.W.PROJECT #A0817 D-34 [CJVISION SYSTEMS, INC. 2009 A0817 D-35 QviSION SYSTEMS, INC. 2009 W10-TRS-CLPALUM TRANSFER CUP X 4 LONG 24'O.C.MAX. 1;4'X11/2"PHSMSW ASSEMBLY FASTENERS AT HEAD AND SILL 1/4'X11/2'PHSMS"A' ASSEMBLY FASTENERS AT INTERMEDIATE HORIZONTALSVISION SYSTEMS. INC. RECOMMENDS USING A CUSTOM FORMED METAL TRACK SIMILAR TO DETAILS 3&11/AD.3 METAL / MEMBRANE FLASHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT w/THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONE. METAL FLASHING (BY OTHERS) MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS). HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/ PERIMETER SEALANT ARCHITECT G.C. NOTE:PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) OPENING DIMENSIONS ARE TO FACE OF FINISH HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT W/PERIMETER SEALANT STRUCTURAL SILICONE OVER THERMALBOND V2108 x W TAPE 2 1/4'x 3/16" ALUM BAR DLO W10-TRS-CLPALUM TRANSFER CLIP X 4' LONG 24'O.C.MAX. 1/4'X11/2'PHSMS'A" ASSEMBLY FASTENERS AT HEAD AND SILL DIMENSIONS - SYMMETRICAL ABOUT LINE CONTINUOUS STRUCTURAL SILICONE OVER BOND-BREAKER#10X1/2'FHSWS •B-18'O.C. ICONTINUOUS SEALANT, THERMALBOND V-2108X.375 7/8' rf-M? -# 7/8' ? SEGMENTED MULLION JpVISION SYSTEMS, INC. 2009 METAL / MEMBRANE PUSHING SYSTEM (BY OTHERS) SHALL CONTAIN AND DIRECT ALL MOISTURE TO THE EXTERIOR. ANY MATERIALS IN CONTACT v>/ THE GLAZING SYSTEM PERIMETER SEALANT TO BE COMPATIBLE w/ DOW CORNING 795 SILICONS. SLIDING GLASS DOOR OPENING x- 15'RADIUSEDMETAL COLUMN COVER FINISH TO MATCH GLAZING SYSTEM (BY OTHERS) JAMB AT COLUMN COVER ARCHITECT/G.C. NOTE: OPENING DIMENSIONS ARE TO FACE OF FINISH -FRAME OPENING JAMB AT BALCONY 2nd FLOOR - STONE VENEER CONDITION REF: 8/AD.5 1/4-X11/2-PHSMS'A- ASSEMBLY FASTENERS AT INTERMEDIATE HORIZONTALS (SHOWN THIS SIDE ONLY FOR CLARITY) 3/4'X 3/4'X.090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONS) .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONS 1 1/2'X1 1/2'X1/8'ALUM ANGLE X 4 1/8-LONG W/ (4)1/4'X1C'PHSMSTYPE-B AT HEAD AND SILL (SHOWN THIS SIDE ONLY FOR CLARITY) OPACIFY INTERIOR FACE OF GLASS AT CORNERS .090' THICK FORMED ALUM CLOSER X CONTINUOUS (SET IN SEALANT) .090'THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN SEALANT) #8X1/2"WFTEK18'O.C.#8X1/2'WFTEK18'O.C. THERMALBONO V-2108X.375 THERMALBOND V-2108X.375 THERMALBOND V-2109X.375 THERMALBOND V-2109X.375 DIMENSIONS — SYMMETRICAL ABOUT LINE .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONE) / .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONE) AHM52DB PROJECTS A0817 D-38 VISION SYSTEMS, INC. 2009 1/4-X11/2-PHSMS-A" ASSEMBLY FASTENERS AT INTERMEDIATE HORIZONTALS (SHOWN THIS SIDE ONLY FOR CLARITY) .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONE) .090 THICK XCONT FORMED ALUM CLOSER (SET IN SEALANT) .n fc .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONE) 11/2'VERTICAL SLOTS AT FASTENER LOCATIONS TO ALLOW MUUION MOVEMENT CONTINUOUS—' SEALANT ^ ','— 118' ^ 1-x1'x3/1 ALUM FAC l CONTINUOUS FORMED DLO- INSIDE CORNER \ .090 THICK X CONT FORMED ALUM CLOSER (SET IN STRUCTURAL SILICONE) 1 1/4'X1 1/4'X 3/16" XCONT ALUM ANGLE 3AHEAD (PAINT T0 MATCH) 0^27 1 W X1 1/2'XW ALUM ANGLE X 4 1/8'LONG W/ (4)1/4'X1/2'PHSMSTYPE-B CORNER JAMB AT HEAD/SILL <j g PROJECT* A0817 D-39 C)VISION SYSTEMS, INC. 2009 \-3/4'X113M" X 1/8-ALUM ANGLE XCONT SLIDING DOOR ASSEMBLY SLIDING DOOR ASSEMBLY GYP BOARD FINISH (BY OTHERS)#12x1/2'FHSMS TYPE-B (4) PER BARGYP BOARD INTERIOR (BY OTHERS) METAL SCREED (BY OTHERS) 3/16'x 5 1/2'ALUM BAR x 6'LONG ACCESS HOLE AS REQUIRED x—1/16'(NOM) SHIM SHIM AT FASTENER LOCATION 6'METAL STUD WALL (BY OTHERS)1/4-14 X11/TELCO DRIL-REX #14 X 11/2'LONG PHSMS (SS) TYPE-B (24-OC) (QTY AND LOCATION PER ELEVATIONS) STRUCTURAL SILICONE METAL FLASHING (BY OTHERS) STRUCTURAL SILICONE MEMBRANE FLASHING OVER METAL FLASHING (BY OTHERS) METAL -J- SCREED OVER MEMBRANE FLASHING (BY OTHERS)-InPf 10-24X1 1/2'SOCKET HD (SS) CAP SCREW (6) PLACES (TYP) 11/8-X1 1/2'XWALUM ANGLE XCONT SLIDING GLASS DOOR ASSEMBLY SLIDING GLASS DOOR ASSEMBLY - SLIDING GLASS DOOR OPENINGSLIDING GLASS DOOR OPENING SLIDING GLASS DOOR JAMB SLIDING GLASS DOOR JAMB(2)1'X1 1/4- STEEL BARSX78" LONG (CENTERED IN INTERLOCK) w/(2) 1/4-14X3/4-FHSMS (SS) TYPE-B (DRILL AND TAP STEEL BAR) TR-10400E7 2nd FLOOR - STUCCO CONDITION REF: 7/AD3 2nd FLOOR - STONE VENEER CONDITION REF: 8/AD.5 10-24 X 314" (SS) SOCKET HEAD CAP SCREW (INTO HORZONTAL SCREW RACE) #10X1/2"PHSMS (SS) TYPE-B (18'OC) PLASTER STUCCO (BY OTHERS) INTERLOCK AT FIXED 152009 ACTIVE) FIXED PANEL PROJECTS A0817 D-42 C)VISION SYSTEMS, INC. 2009 THERMALBONDV-2108 TAPE X 3/8'WIDE1 1/8'X 1/4'X 4'LONG SETTING BLOCK (2) PLCS SILICONE SEALANT #14X1/2"LONGFHSMS (SS)TYPE-B(2)PLACESrxrxwALUM ANGLE XCONT #10X3/4'LONGFHSMS (SS)TYPE-B(16'OC)11/2"X1 1/2" X1/8'ALUM ANGLE X 4 3/16'LONG ATTACH W/ #14 X 1/2" LONG PHSMS (SS)TYPE-B (2) PLACES 2" X 41/2" X1/8" ALUM TUBE HORIZONTAL TO VERTICAL BEDDING SEALANT STAINLESS STEEL #4 (BRUSHED) FINISH ALL GLASS DOOR HEADER 1/2' THICK CLEAR (TEMPERED GLASS STAINLESS STEEL #4 (BRUSHED) FINISH PROJECT* A0817 ALL GLASS DOOR SILL C)VISION SYSTEMS. INC 2009 3_\SEGMENTED MULLION 4_\SPLITMULLION 5\CORNER yry -413/16" X 1/4" THICK ALUM BAR (6105-T5) X 22" LONG (6)1/4-20x1 1/2"HWH#4 FASTENER PER SPLICE BAR 3" X 3/8'THICK ALUM BAR (6105-T5) X 22' LONG (6)1/4-20x1 1/2"HWH#4 FASTENER PER SPLICE BAR SPLICE SPLICE 2 5/16'X 3/16" THICK ALUM BAR X 22" LONG WELDED T01/2" BAR 315/16" X1/2" THICK ALUM BAR (6105-T5) X 22" LONG 4 5/8" X1/2" THICK ALUM BAR X 22" LONG (6)1/4-20x1 1/2"HWH#4 FASTENER PER SPLICE BAR - 4 9/16" X 3/8" THICK ALUM BAR (6105-T5) X 22" LONG (6)1/4-20x1 1/2"HWH#4 FASTENER PER SPLICE BAR SPLICE SPLICE APR \ 5 2009 7/16'X 2'VERT SLOT (TYP) 7/16" X 2 1/2" VERT SLOT (g ELEV. MSN/E-11 ONLY) -21/2-- 7/16'X 11/2'VERT SLOT 2W- - ALUM TUBE CLADDING (PAINT TO MATCH C.W.) -METAL STUD FURRING (BY OTHERS) \\ \r\ s- £ OF BEAM -STEEL BEAM (BY OTHE XX X XX X 4 3/4'X 1/8'THICK ALUM SHEET X 3'LONG. ATTACH W/3M TAPE AND SILICONE (PAINT TO MATCH C.W.) THERMALBOND V-2108X.250 \mrnm Nx7 x X v- SILICONE SEALANT 2 13/16'X5'X 2 13/16'X 1/8'ALUM CHANNEL X 7 3/16'LONG (PAINT TO MATCH C.W.) 1/2'X1/2'X 1/16'ALUM ANGLE X 2 1/2'LONG (ATTACH W/3M TAPE) ANCHOR CLADDINp W/L ANCHOR HALF SCALE APR t 5 QviSION SYSTEMS, INC. 2009 <7 <J A STEEL DECK EDGE BY OTHERS L5X5X1/4 STL ANGLE (MOD) X 4'LONG 3/8-16X1 1/2- LONG HEX HD THRU-BOLT (GR5) W/ (1) NYLON, AND (1) FLAT WASHER 4'X1/4'THICK ALUM TAP PLATE X6" LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD #14X3/4'LONGFHSMS (SS) TYPE-B (4) PLACES 3/8-16 X 1 W LONG HEX HD THRLLBOLT (GR5) W/(1) NYLON, AND (1) FLATWASHER NYLON SHIM/SLIP PAD #14 X 3/4' LONG FHSMS (SS) TYPE-B (4) PLACES 37/8'XW THICK ALUM TAP PLATE X6" LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) 3/8-16 X 4' LONG HEX HD THRU-BOLT (GR5) W/ (2) 1' NYLON, (2) 1" FLAT WASHERS, AND (I)NYLOCKNUT j AT 177.9° AND 179.8' CO PROJECT # A0817 D-47 [C)VISION SYSTEMS, INC. 2009 STEEL DECK EDGE (BY OTHERS) 3'XW THICK ALUM TAP PLATE X P LONG (DRILL AND TAP FOR 3/8-16 THRU BailL5X5X1ATSTEELANGLE (MOD) X 4" LONG 3/8-16 X1 1/2' LONG HEX HD THRU-BOLT (GR5) W/{1) NYLON, AND (1) FLAT WASHER FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD S14X 3/4'LONG FHSMS (SS)TYPE-B (4) PLACES STEEL DECK EDGE (BY OTHERS) #14X3/4'LONGFHSMS (SS) TYPE-B (4) PLACES L5X5X1M STL ANGLE (MOD) X 4'LONG 3/8-16 X1 1/2' LONG HEX HD THRLWOLT (GR5) W/ (1) NYLON, AND (1) FLAT WASHER 3'X1/4-THICK ALUM TAP PLATE X 6'LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD PROJECT* A0817 [C)VISION SYSTEMS, INC. 2009 STEEL DECK EDGE (BY OTHERS)STEEL DECK EDGE (BY OTHERS) 3/8-16 X 1 1/2' LONG HEX HD THRU-BOLT (GR5) W/(1) NYLON, AND (1) FLAT WASHER 3/8-16 X 4" LONG HEX HD THRU-BOLT (GR5) VW (2) 1' NYLON, (2) 1" FLAT WASHERS, AND (I)NYLOCKNUT FIELD MATCH DRILL ALUM FIELD MATCH DRILL ALUM3'X 1/4'THICK ALUM TAP PLATE X 6'LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) #14 X 3/4' LONG FHSMS (SS)TYPE-B (4) PLACES W/L ANCHOR AT BALCONY JAMB L5X5X174STEELANGLE (MOD) X 4'LONG 3/8-16 X 4' LONG HEX HD THR W/(2)1'NYLON,(2)rFLATW, (I)NYLOCKNUT FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD PROJECT* A0817 [5)VISION SYSTEMS, INC. 2009 A <7 A A <7 A <7 L5X5X1/4STEELANGLE (MOD) X 4'LONG 3/8-16 X11/2' LONG HEX HD THRU-BOLT (GR5) W/ (1) NYLON, AND (1) FLAT WASHER FIELD MATCH DRILL ALUM NYLON SHIM/SLIP PAD 3'X1/4'THICKALUM TAP PLATE X 6'LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) STEEL DECK EDGE (BY OTHERS) L5X 5X1/4 STEEL ANGLE (MOD) X 4'LONG L5X5X1/4 STEEL ANGLE (MOD) X 4'LONG 3/8-16X11/2' LONG HEX HD THRU-BOLT (GR5) W/ (1) NYLON, AND (1) FLAT WASHER FIELD MATCH DRILL ALUM 4'X 1/4-THICK ALUM TAP PLATE X 6" LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) #14X3/4"LONGFHSMS (SS)TYPE-B (4) PLACES OIL AND W/L ANCHOR OIL ANCHOR AT 117,3' <\ PROJECTS A0817 D-50 £)VISION SYSTEMS, INC. 2009 STEEL DECK EDGE (BY OTHERS) L5X5X1/4 STL ANGLE (MOD) X 4'LONG 3/8-16 X 4' LONG HEX HD THRU-BOLT (GR5) W/ (2) 1' NYLON, (2) 1' FLAT WASHERS, AND (11NYLOCKNUT L5X5X1/4 STL ANGLE (MOD) X 5 MT LONG 3/8-16 X1 1/2' LONG HEX HD THRU-BOLT (GR5) W/ (1) NYLON, AND (1) FLATWASHER #14X3/4'LONGFHSMS (SS)TYPE-B(4)PUCES 4" X 1/4'THICK ALUM TAP PLATE X 6" LONG (DRILL AND TAP FOR 3/8-16 THRU BOLT) PROJECTS A0817 D-51 CJVISION SYSTEMS, INC. 2009 TS2X4'X1M'TUBE STEEL X 18-LONG 3/8-16 X 4 3/4'LONG HEX HD THRU-BOLT (GR5)W/ (2) 1" NYLON, (2) 1-FLAT WASHERS, AND (1) NYLOCK NUT 1/21 NYLON SHIM/SLIP PAD FIELD MATCH DRILL ALUM 1/8" THICK ALUM CLADDING SEE: DETAIL 2raHEETD-46 GYP BOARD AND METAL STUD - FURRING (BY OTHERS) STEEL BEAM (BY OTHERS) - W/L ANCHOR AT NORTH ENTRANCE HALF SCALE APR \ 5 2009 Ul N PROJECT* A0817 D-52 C)VISION SYSTEMS, INC. 2009