Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2173 SALK AVE; ; CB060217; Permit
05-05-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB060217 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2173SALKAVCBAD COMMIND Sub Type: INDUST 2120202300 Lot#: 0 $5,836,133.00 Construction Type: 111 Reference #: VENTANAREAL81750SF BLDG A WARM 3 STORY OFFICE SHELL BUILDING Applicant: NADEL ARCHITECTS SUITE 1025 625 BROADWAY 92121 619-232-8424 Status: ISSUED Applied: 01/25/2006 Entered By: SB Plan Approved: 05/05/2006 Issued: 05/05/2006 Inspect Area: Plan Check*: Owner: FENTON CARLSBAD RESEARCH CENTER L L C CIO H G FENTON 7577 MISSION VALLEY RD SAN DIEGO C A 92108 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $12,807.18 Meter Size $0.00 Add'l Reel. Water Con. Fee $8,324.67 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $1,225.59 PFF (3105540) $32,700.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $20,405.00 Master Drainage Fee D2 Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $470.00 $22,428.00 $0.00 $106,217.62 $0.00 $0.00 $0.00 $11,452.00 $0.00 $476.00 $4,010.00 $96.00 $0.00 $59,808.30 $0.00 $0.00 $0.00 $280,420.36 Total Fees:$280,420.36 Total Payments To Date:$280,420.36 Balance Due:$0.00 PLANS IN STORAGE ATTACHED 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/exactionsof which you have oreviouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 0602501-2 0050 01/25/2006 001 PERMITS $4,505.00 FOR OFFICE USE Q PLAN CHECK NO. EST. VAL. , Plan Ck. Depo'sj Validated B Datel,l#? XSK^fmWfSfMT (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars J$500]].10*7 .State License.*O| O^ (jO Address _ License Class City State/Zip City Business License # , Telephone # __gz-ioi rfrfq £5?. State/Zip TelephoDesigner Name ., State License # L--' Address City Telephone # Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) f^ CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the WQpKkrsxSqmpensatiqn Laws of California. WARNING: Failure to j^cu/Ofortgfs' conwMsation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100,000), in aadlM/tflKSuost of/ojMansaliqn, damages >rfe provided for in Section 3706 of the Labor Code, interest and attorneys fees. SiGNATURE DATE I hereby affirm that I Mn ej!6rfiF<Jfrom the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will d the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). ^f I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). D I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES p^NO 2. I (have/have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ /ontractors license number): 5. I will provide some of the work, but I have ving persons to provide the work indicated (include name / address / phone number / type of work): Ht-'iPROPERTY OWNER SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES ^NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES £>^IO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME i P< LENDER'S ADDRESS . I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations of 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the by such permit is not commenced the work is commenced for a period APPLICANT'S SIGNATURE ; provisions of this Code shall expire by limitation and become null and void if the building or work authorized uch permit or if the building or work authorized by such permit is suspended or abandoned at any time after DATE. WHITE: File YELLOW: Applicant PINK: Finance Page 1 of 1 Christine Wauschek - Ventana Real, Lot 3 From: "Michael Elliott" <mikeelliott2@cox.net> To: "Van Lynch" <vlync@ci.carlsbad.ca.us>, "Joe McMahon" <jmcma@ci.carlsbad.ca.us>, "Pete Dreibelbis" <pdrei@ci.carlsbad.ca.us>, "Michele Masterson" <mmast@ci.carlsbad.ca.us>, "Christine Wauschek" <cwaus@ci.carlsbad.ca.us>, "Michelle Lenkowski" <mlenk@ci.carlsbad.ca.us>, <csanfilippo@davisreedinc.com> Date: 06/04/2007 3:13 PM Subject: Ventana Real, Lot 3 Attachments: 27 - Ventana Real - Lot 3 - Inspl .doc Ventana Real, Lot 3 Project Number: PIP04-05 Drawing Number: 418-6M Lot 3 - 2173 Salk Avenue - CB060217 Landscape inspection comments are attached. Approved - Permit card was signed. file://C:\Documents and Settings\Cwaus.CARLSBAD\Local Settings\Temp\XPgrpwise\4... 06/05/2007 Jun 06 2007 9:37RM DRVISREED 7604351302 p.3 City of Carlsbad 1635 Faraday Avenue, Carlsbad California 92008 INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO 4:00 P.M< FOR NEXT VVORK fJAY INSPECTION BUILDING INSPECTION: (760) 602-2725 JOB AUUKtSb: yyt/ooqtiPANCY :• BUILDING OTHER 1 " • j "••-.: ; ' • : . •. •• C8Q60217 21/3SALKAVCBAO , ; ' WARM 3 STORY OFFICE SHELL BUILDING ; CONTRACTOR '• COMMIND INDUSI ' LoW: NADELARCIIITIiOis 1 / bATE S/XVtf / APPROVED TO COVER Type of Inspection BUILDING FOUNDATION REINFORCED STEEL MASONRY D GROUT O WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTINGS SUBFRAME D FLOOR D CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME- INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBING • D SEWER AND BL/OO D PUCO . , UNDERGROUND O WASTE D WATER TOP OUT O WASTE d WATER TUBjJN.P SHOWER PAN tfZ^AS TEST D GAS PIPING D WATER HEATER D SOLAR WATER FINAL flKTRICAL teTElECTRIC UNDERGROUND D UFER ROUGH EUCTRIC WALLS ROUGH ELECTRIC CEILING a ELECTRIC SERVICE D TEMPORARY D BON DING DPOOL FINAL MECHAH1CAL UNDERGROUND DUCTS & PIPING D DUCT 4 Ptm a REF. PIPING HEAT - AIR CONO. SYSTEMS VENTILATING SYSTEMS FINAL CALL fOK FfNAt INSPfCTtON WHEN ALL APPKOP HNAl Sign When Appropriate Building Dept. (Inspections) (760) 602-2725 tin Department (760) 602-4660 flanning Department (760) 815-6708 Engineering Dept, (Inspections) (760) 438-3891 Building Inspectors <7am-4pml (7601 0)2-270(1 , GWWD r-rej\\ Aia n-r«* f — ~~("60! 43 8-2 722 Ext 71 51— ^ — —~— ^ __ ^ — »_^__ — L Date r *'f>"0(, i^iH/»(, </Jtfc/»^ * A/vyW V /f/Mtfl*MMtf'^^ar/t+hj *l24Jv~r 1 Inspector Notes f\ JVfer / #i^r ¥ jf //YL- $f ^Sf-t/ &~r ,f U-lk\ L $ Uk <*•**£. UL~ ' f TJ-* pt*+\ *&. . -/% - « i * * 4y/," -T?^fc i-rrJe: O.MM.BMdut p<LWit>e frtfrfrtU. &><U'M*<*K WW /C+JrVt4ut . • ' £/f/A4 u+JLt^-i} /!**«/» &&$ '"'it'TS^kJfcJB'V . «^K7 ,.t!>, v/Ktyfij J^^^ftj £/ / ,/ iffi/i (I '/Wn Mj&Llf:f "~\r ^T" : — Rwfel l\*r DwC". - st*¥4MLS REV 1/2004 SEE BACK FOR SPFflAI NOTFS Inspection List Permit*: CB060217 Type: COMMIND INDUST Date Inspection Item 06/06/2007 89 06/05/2007 89 05/17/200744 05/16/2007 14 05/04/2007 14 05/04/2007 44 04/18/2007 16 04/17/2007 16 04/12/2007 39 04/11/2007 11 04/11/200731 04/10/2007 11 04/10/2007 31 04/02/2007 34 03/28/2007 23 03/27/2007 29 03/22/2007 18 03/21/2007 17 03/15/2007 14 03/15/2007 39 03/05/2007 65 03/05/2007 66 03/02/2007 65 02/22/2007 63 Final Combo Final Combo Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Rough/Ducts/Dampers Insulation Insulation Final Electrical Ftg/Foundation/Piers Underground/Conduit-Wirin Ftg/Foundation/Piers Underground/Conduit-Wirin Rough Electric Gas/Test/Repairs Final Plumbing Exterior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Weldin Final Electrical Retaining Walls Grout Retaining Walls Walls Inspector Act - PY PY PY PY PY TP TP MC MC MC MC MC PY PY PY PY PY PY PY PY PY MC MC Rl AP AP AP PA PA PA NS AP AP AP CO CO PA we NS AP NR PA we we PA PA PA VENTANAREAL81750SF BLDG A WARM 3 STORY OFFICE SHELL BUILDIN Comments a m please 1ST FLR C/C REM. FLRS @ FINAL EMR FOR HOUSE METER 2 MADE TWO STOPS PARKING LOT LIGHTS, 3RD E. SIDE @ WEST SIDE. COMPLETE CONDUIT & GRND EMR GAS METER RELEASE DECK ni super T-BAR MECHANICAL BLDG. & MEGI RM & S. FEATURE WALL OK TO GROUT MECH. RM, TRASH ENCLOSURE & SOUTH FEATURE WALL, OK TO GROUT 02/20/2007 61 02/08/2007 1 1 02/08/2007 31 01/30/2007 11 01/30/2007 18 01/29/2007 11 01/29/2007 34 01/26/2007 23 01/25/2007 23 01/23/2007 18 01/17/2007 22 01/11/2007 14 01/11/2007 17 01/11/200724 01/11/200734 01/11/200744 Footing Ftg/Foundation/Piers Underground/Conduit-Wirin Ftg/Foundation/Piers Exterior Lath/Drywall Ftg/Foundation/Piers Rough Electric Gas/Test/Repairs Gas/Test/Repairs Exterior Lath/Drywall Sewer/Water Service Frame/Steel/Bolting/Weldin Interior Lath/Drywall Rough/Topout Rough Electric Rough/Ducts/Dampers TP PY PY PY PY PY PY PY PY PY PY MC MC MC MC MC CA AP AP AP AP AP we AP PA AP PA AP PA we we we 1ST LI FT parking lot lights MECHANICAL PAD START TEST LATH @ ALL FLOORS CHILLER LINES 1ST, 2ND, & 3RD FLR RESTROOM SOFFIT, 3RD FLR LOBBY, HARD LID STAIRWELL SOFFIT FRAME S. STAIRWELL HARD LID & Tuesday, June 12, 2007 Page 1 of 2 12/28/2006 14 12/19/2006 14 12/19/2006 17 12/11/2006 17 12/11/200644 12/07/2006 84 12/06/2006 84 12/05/2006 84 11/20/2006 14 11/20/200634 11/09/2006 14 11/09/200634 11/09/200644 11/07/2006 11 11/07/2006 18 11/02/2006 18 10/30/2006 18 10/26/2006 18 10/18/200624 10/13/2006 14 10/10/200644 09/20/2006 13 09/20/2006 14 09/13/2006 13 09/13/2006 14 09/06/2006 14 09/06/2006 17 08/31/2006 14 07/25/2006 1 1 07/25/2006 12 07/18/2006 12 06/07/2006 11 06/07/2006 12 06/01/2006 21 05/25/2006 1 1 05/23/2006 1 1 05/23/2006 12 05/17/2006 11 05/16/2006 12 05/12/2006 21 Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Interior Lath/Drywall Interior Lath/Drywall Rough/Ducts/Dampers Rough Combo Rough Combo Rough Combo Frame/Steel/Bolting/Weldin Rough Electric Frame/Steel/Bolting/Weldin Rough Electric Rough/Ducts/Dampers Ftg/Foundation/Piers Exterior Lath/Drywall Exterior Lath/Drywall Exterior Lath/Drywall Exterior Lath/Drywall Rough/Topout Frame/Steel/Bolting/Weldin Rough/Ducts/Dampers Shear Panels/HD's Frame/Steel/Bolting/Weldin Shear Panels/HD's Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Interior Lath/Drywall Frame/Steel/Bolting/Weldin Ftg/Foundation/Piers Steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor PY MC MC TP TP PY PY PY PY PY PY PY PY PY PY PY PY PY PY RB RB PY PY PY PY PY PY PY PY PY PY PY PY PY TP RB RB PY PY PD 05/12/2006 22 Sewer/Water Service PY MC MC TP TP PY PY PY PY PY PY PY PY PY PY PY PY PY PY RB RB PY PY PY PY PY PY PY PY PY PY PY PY PY TP RB RB PY PY PD PD PA PA PA AP AP PA NS NR PA PA PA PA PA we AP AP PA PA AP PA PA we AP we PA PA PA PA we PA PA AP AP AP AP AP AP PA PA PA we 2ND FLR HARD LID ABOVE LOBBY & 3RD FLR RESTROOM HARD LID 1ST & 2ND FLR CORRIDOR, 1ST, 2ND & 3RD FLR RESTROOMS EXCEPT SOFFIT ABOVE LAVS. 3RD FLR STR ENCL. CEIL, WALLS ELECT. EQUPT RM. CEIL NEED TO COMPLETE MECHANICAL NO ACCESS TO SITE 1ST FLOOR CORRIDOR BATHROOM AND STAIRS. SOUTH SIDE EAST SIDE NORTH SIDE WEST SIDE OK TO ENCLOSE 3RD FL - 1 HR SHAFT COURTESY INSP ONLY EXTERIOR EXTERIOR WALLS DENSGLASS AT ROOF PARAPET 2ND FLOOR DECK 3RD FLOOR DECK SLAB ON GRADE BATHROOMS CONT. FTGS @ GLASS LN. COMP. CONT. FTG. A LN., @ ELEV. PIT WALLS G.B. 1-4 LN. (SEE CARD) Grade beam B-line 2-6 & 6 B-C, B line 10-7 and 10 B-C, Column ftg line 12-2 and F line 6-3, 6 thru 12 @ A ftg A line 10-13 D LINE &B LINE 4IN/6IN TRUNK LINE, RISERS, BRANCHES -NEED APPROVAL FOR MATERIAL CHANGE BY EL CAMINO RENTAL Tuesday, June 12, 2007 Page 2 of 2 City of Carlsbad Bldg Inspection Request For: 04/02/2007 Permit# CB060217 Title: VENTANA REAL 81750 SF BLDG A Description: WARM 3 STORY OFFICE SHELL BUILDING Type: COMMIND Sub Type: INDUST Job Address: 2173SALKAV Suite: Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: RIO SD PLAZA II MASTER LLC Remarks: Inspector Assignment: PY Phone: 0000000000 Inspector: Total Time:Requested By: NA Entered By: JANEAN CD Description 34 Rough Electric Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07029 PENDING VENTANA REAL- DEFERRED CURTAIN; WALL SUBMITTAL Inspection History Date 03/28/2007 03/27/2007 03/22/2007 03/21/2007 03/15/2007 03/15/2007 03/05/2007 03/05/2007 03/02/2007 02/22/2007 02/20/2007 02/08/2007 02/08/2007 01/30/2007 01/30/2007 01/29/2007 01/29/2007 01/26/2007 Description 23 29 18 17 14 39 65 66 65 63 61 11 31 11 18 11 34 23 Gas/Test/Repairs Final Plumbing Exterior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Welding Final Electrical Retaining Walls Grout Retaining Walls Walls Footing Ftg/Foundation/Piers Underground/Conduit-Wiring Ftg/Foundation/Piers Exterior Lath/Drywall Ftg/Foundation/Piers Rough Electric Gas/Test/Repairs Act we NS AP NR PA we we PA PA PA CA AP AP AP AP AP we AP Insp PY PY PY PY PY PY PY PY MC MC TP PY PY PY PY PY PY PY Comments GAS METER RELEASE DECK ni super T-BAR MECHANICAL BLDG. MEGI RM & S. FEATURE WALL OK TO GROUT MECH. RM., TRASH ENCLOSURE & SOUTH FEATURE WALL, OK TO GROUT 1ST LI FT parking lot lights MECHANICAL PAD City of Carlsbad Bldg Inspection Request For: 03/28/2007 PermiW CB060217 Title: VENTANAREAL81750SF BLDG A Description. WARM 3 STORY OFFICE SHELL BUILDING Inspector Assignment: PY Type: COMMIND Sub Type: INDUST Job Address: 2173 SALK AV Suite: Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: RIO SD PLAZA II MASTER LLC Remarks: a m please - gas meter release Phone: 7608022027 Inspector: Total Time:Requested By: CHUCK Entered By: CHRISTINE CD Description 23 Gas/Test/Repairs Act Comment Comments/Notices/Holds Date 03/22/2007 03/21/2007 03/15/2007 03/15/2007 03/05/2007 03/05/2007 03/02/2007 02/22/2007 Associated PCRs/CVs Original PC# PCR07029 PENDING VENTANA REAL- DEFERRED CURTAIN; WALL SUBMITTAL Inspection History Description Act Insp Comments 18 Exterior Lath/Drywall AP PY DECK NR PY ni super PA PY T-BAR WC PY WC PY PA PY PA MC PA MC 17 Interior Lath/Drywall 14 Frame/Steel/Bolting/Welding 39 Final Electrical 65 Retaining Walls 66 Grout 65 Retaining Walls 63 Walls MECHANICAL BLDG. MEGI RM & S. FEATURE WALL OK TO GROUT MECH. RM., TRASH ENCLOSURE & SOUTH FEATURE WALL, OK TO GROUT 1ST LIFT 02/20/2007 61 Footing CA TP 02/08/2007 11 Ftg/Foundation/Piers AP PY 02/08/2007 31 Underground/Conduit-Wiring AP PY 01/30/2007 11 Ftg/Foundation/Piers AP PY 01/30/2007 18 Exterior Lath/Drywall AP PY 01/29/2007 11 Ftg/Foundation/Piers AP PY 01/29/2007 34 Rough Electric WC PY 01/26/2007 23 Gas/Test/Repairs AP PY 01/25/2007 23 Gas/TesfRepairs PA PY 01/23/2007 18 Exterior Lath/Drywall AP PY parking lot lights MECHANICAL PAD START TEST LATH @ ALL FLOORS UNSCHEDULED BUILDING INSPECTION DATE PERMITS JOB ADDRESS DESCRIPTION. 1 INSPECTOR PLAN CHECK,# S/>L/C CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg Inspection Request For: 05/17/2006 Permit* CB060217 Title: VENTANA REAL 81750 SF BLDG A Description: WARM 3 STORY OFFICE SHELL BUILDING Inspector Assignment: PY Type: COMMIND Sub Type: INDUST Job Address. 2173 SALKAV Suite: Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: Remarks: Phone: 6199540793 Inspector: Total Time: CD Description 11 Ftg/Foundation/Piers Act Comment Requested By: BILL Entered By: CHRISTINE Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 05/12/2006 21 Underground/Under Floor PA PD 4IN/6IN TRUNK LINE, RISERS, BRANCHES -NEED APPROVAL FOR MATERIAL CHANGE 05/12/2006 22 Sewer/Water Service WC PD BY EL CAMINO RENTAL MERACON CORPORATION June 1,2006 Mr. Mike Peterson City of Carlsbad 1635 Faraday Avenue Carlsbad, CA. 92008 Re: Ventana Me?.! Lot 2&3 Building A&C Sewer Dear Mike: On behalf of the ownership Rio San Diego Plaza II Master, LLC and pursuant to the field inspectors request, we hereby approve of the use of PVC for the underground sewer on both of the above referenced buildings. If you have any questions please feel free to contact me. Sincerely, Meracon Corporation Scott L President cc: JeffBrusseau Ron Gross Mike Lyons 1572 Elon Lane, Encinitas, California 92024 760/944-1668 - Fax 760/944-0981 - Mobile 760/717-0615 - License #6-751095 COM COl MIL. Promissor ID: Name: Address: f^l^g^g-g^^ Ml,'-i ;u> "i ..-•/Er; .'.'aD "ULi THL i'ROMISSOR LOGO WiTH KINDER AUTHENTIC DOCUP,!ENT WILL CHANGE COLOR FROM ORANGE TO YELLO^viB Spray-Applied Fireproofing Special Inspector XX4141026480 TAYLER PETERSEN 4518PALMAVE Date: 07/29/2006 Birth Date: 03/24/1981 SSN: 272783993 LA MESA CA 91941 EXAMINATION RESULT: PASS Congratulations! You have passed the Spray-Applied Fireproofing Special Inspector examination. Your wallet card and certificate will be forwarded to you by ICC within six weeks from the last day of the month in which you tested. This certificate is current for three years. It is extremely important that you notify Promissor and ICC of any changes in name and/or address to avoid the possibility of your certificate not being received. Please contact Promissor at 800-275-8301 and ICC at 888-422-7233 ext. 33815 with changes to your name and address. There may be an additional fee if a certification is re-issued due to a misspelled name or incorrect address. 06 IHOiy i1M<7 113] HLO9 SV3UW t XHVd l/MOHd A1N3A3 QNV / CHRISTIAN WHEELER. ENGINEERING April 27, 2007 Ventana Real Master, LLC 1525 Faraday, Suite 100 Carlsbad, California 92008 Attention: Jeff Brusseau CWE 2060414.9 Reference: Building Permit #CB060217 5alk Avenue, Carlsbad, California Subject:Final Testing and Inspection Report Dear Mr. Brusseau, Christian Wheeler Engineering has provided testing and special inspections of reinforced concrete, reinforced masonry, reinforcing steel, high strength bolting, spray-applied fireproofing, field welding and epoxy anchors on the above referenced project as described in reports 1 through 30. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans and specifications and the applicable workmanship provisions of the California Building Code. If you have any questions, please do not hesitate to call me at 858-496-9760. Sincerely, CHRISTIAN WHEELER ENGINEERING Michael B. Wheeler, R.C.E. 45358 MBW:cgc cc: (1) Ventana Real Master LLC (1) Meracon (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street 4 San Diego, CA 92111 4 858-496-9760 4 FAX 858-496-9758 March 22, 2007 CHRISTIAN WHEELER. ENGINEERING Ventana Real Master, LLC 1525 Faraday, Suite 100 Carlsbad, California 92008 Attention: JeffBrusseau CWE 2060414.8 Subject: Concrete Core Test Results Ventana Real Lot 2 - Building Building Permit #CB060217 :, Carlsbad, California Dear Mr. Brusseau, In accordance with your request, we have performed compressive strength testing on the concrete core samples obtained from the mechanical room floor of the subject project. From their time of receipt, testing of the cores was conducted in accordance with ASTM C42 "Standard Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete". The cores were tested dry after conditioning for seven days at a temperature of between 60 and 80 degrees Fahrenheit and a relative humidity of less than 60 percent. The core test results are provided in the attached table. We understand dial the design compressive strength of the subject concrete is 3,000 psi at 28 days. The criteria for evaluating in-place concrete compressive strengths using cores are described in the 1997 UBC, Section 1905.6.4.4. According to these criteria, the concrete may be "considered structurally adequate" if: a) the average strength of 3 cores equals at least 0.85 f c (2,550 psi) and, b) no single core strengdi is less than 0.75 f c (2,250 psi). Based on these criteria and the tested average and minimum strengths, the concrete represented by these cores may be considered structurally adequate for the specified design strengdi of 3,000 psi. If you should have any questions after reviewing this report, please do not hesitate to contact this office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charlie G. Carter Jr., RCE #61968 cc: (1) Ventana Real Master LLC (1) Meracon (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street + San Diego, CA 92111 -f 858-496-9760 4- FAX 858-496-9758 CWE 2060414.8 March 22,2007 Page No. 2 Compressive Strength of Dotted Concrete Cores Ventana Real Lot 2-Building A, 2177 Salk Avenue, Carlsbad, California Building Permit &CB060217 Date Tested-March 21, 2007 Core Number Received Height (inches) Test Height (inches) Diameter (inches) Axea (square inches) Correction Factor Total Load (Dbs) Corrected Compressive Strength (psi) Average Compressive Strength (psi) 1 9.7 7.28 3.71 10.81 1.000 55,150 5,100 2 10.2 7.19 3.71 10.81 1.000 52,600 4,870 3 10.3 6.88 3.71 10.81 1.000 51,930 4,800 4,920 CHRISTIAN WHEELER,ENGINEERING March 20, 2007 Ventana Real Master, LLC CWE 2060414.7 1525 Faraday, Suite 100 Carlsbad, California 92008 Attention: JeffBrusseau Subject: Concrete Masonry Unit Test Results Ventana Real Lot 2, BuildinglMMMPMIHttue, Carlsbad, California ^^"^WBBaBBi^ Building Permit #CB06-0217 Dear Mr. Brusseau, In accordance with your request, we have performed compressive strength testing on four sets of three concrete masonry units obtained from the subject project on February 26, 2007. The test samples were obtained from materials that were being used at the project site. The testing of the samples was conducted in accordance with ASTM C140 "Standard Test Methods of Sampling and Testing Concrete Masonry Units". Three test coupons were cut and tested from each set of concrete masonry samples. The test coupons were dimensioned to have a height to thickness ratio of 2 to 1 and a length to thickness ratio of 4 to 1. The coupons were capped with a sulfur mixture on their bearing surfaces and then tested to determine their compressive strength. The test results are presented in the attached tables. As per Table 21-D of the 1997 Uniform Building Code (UBC), the concrete masonry units tested should have a minimum compressive strength of 1,900 psi, assuming a specified design masonry strength of f m=l,500 psi. Based on the results of our testing, each of the concrete masonry units meets the specified criteria. We appreciate this opportunity to provide our Material Testing services. If you should have any questions after reviewing this report, please do not hesitate to contact this office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charlie G. Carter Jr., Senior Engineer y* cc: (1) Ventana Real Master LLC (1) Meracon (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street 4- San Diego, CA 92111 4 858-496-9760 4- FAX 858-496-9758 CWE 2060414.7 March 20, 2007 Page No. 2 Compressive Strength of Concrete Masonry Units Ventana Real Lot 2 — Building A, 2177 Salk Avenue, Carlsbad, California Open-End, 12"x 8"x 16" CMU Date CMU Received Date Tested Load Area (square inches) Total Load (pounds) Compressive Strength (psi) Average Compressive Strength (psi) A 2/26/07 3/06/07 11.42 44,430 3,890 B 2/26/07 3/06/07 11.42 56,850 4,980 C 2/26/07 3/06/07 10.24 45,750 4,470 4,450 Closed-End, 12"x 8"x 12" CMU Date CMU Received Date Tested Load Area (square inches) Total Load (pounds) Compressive Strength (psi) Average Compressive Strength (psi) A 2/26/07 3/06/07 9.61 47,140 4,910 B 2/26/07 3/06/07 9.61 46,910 4,880 C 2/26/07 3/06/07 9.61 46,990 4,890 4,890 Open-End, 8"x 8"x 16" CMU Date CMU Received Date Tested Load Area (square inches) Total Load (pounds) Compressive Strength (psi) Average Compressive Strength (psi) A 2/26/07 3/06/07 6.35 29,150 4,590 B 2/26/07 3/06/07 6.25 30,440 4,870 C 2/26/07 3/06/07 6.76 32,560 4,820 4,760 Open-End, 8"x 4"x 16" CMU Date CMU Received Date Tested Load Area (square inches) Total Load (pounds) Compressive Strength (psi) Average Compressive Strength (psi) A 2/26/07 3/06/07 6.25 26,040 4,170 B 2/26/07 3/06/07 6.97 30,710 4,410 C 2/26/07 3/06/07 6.97 34,160 4,900 4,490 CHRISTIAN WHEELER.ENGINEERING October 11, 2006 Ventana Real Master, LLC CWE 2060414.5 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: Jeff Brusseau Subject: Spray-Applied Fireproofing Density Testing, Ventana Real Lot 2 - Building A, 2173 Salk Avenue, Carlsbad, California, Building Permit #CB 060217. Dear Mr. Brusseau, We have prepared this report to present the results of our laboratory testing performed on the spray- applied fireproofing obtained from the third floor framing at the subject project. Our services included performing density tests in accordance with the UBC Standard 7-6. Samples of Cafco Blaze-Shield II fireproofing material were obtained from the roof level framing deck and beams and third to roof level columns at the project site on September 22, 2006. The results of our tests are presented in the attached table. The required density is the minimum specified in the evaluation report for individual tests on Cafco Blaze Shield II. Based upon the results of the testing performed, the applied material density meets the manufacturer's requirements. If you should have any questions after reviewing this report, please feel free to contact our office. Respectfully submitted, CHRISTIAN WHEELERJJNGINEERING IT/ Charlie G. Carter Jr., Senior Engineer CGC: tjap cc: (1) Ventana Real Master LLC (1) Meracon (1) Nadel Architects (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street «• San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-9758 CWE 2060414.5 October 11, 2006 Page No. 2 Fireproofing Density Test Results Ventana Real Lot 2 — Building A, 2173 Salk Avenue, Carlsbad, California Building Permit #CB 060217 Date Sampled 9-22-06 9-22-06 9-22-06 9-22-06 9-22-06 9-22-06 Location Roof Deck at Line 3.0/B Roof Deck at Line 4.7/B.8 Column at line B/5.0 Column at Line 5.7 /C Beam at Line C/3.6-5.0 Beam at Line 2.3-3.6/B Material Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Measured Density, pcf 18 21 22 23 21 17 Requited Density, pcf 11 11 11 11 11 11 CHRISTIAN WHEELER,ENGINEERING October 19, 2006 CWE 2060414.6 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: Jeff Brusseau Subject: Spray-Applied Fireproofing Density Testing, Ventana Real Lot 2 - Building ^3HBHHEB^Avenue, Carlsbad, California, Building Permit #CB 060217. Dear Mr. Brusseau, We have prepared this report to present the results of our laboratory testing performed on the spray- applied fireproofing obtained from the roof level framing at die subject project. Our services included performing density tests in accordance with the UBC Standard 7-6. Samples of Cafco Blaze-Shield II fireproofing material were obtained from the roof level framing deck and beams and third to roof level columns at the project site on September 29, 2006. The results of our tests are presented in the attached table. The required density is the minimum specified in the evaluation report for individual tests on Cafco Blaze Shield II. Based upon the results of the testing performed, the applied material density meets the manufacturer's requirements. If you should have any questions after reviewing this report, please feel free to contact our office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charlie G. Carter Jr., Senior Engineer >. \r CGC: tjap cc: (1) Ventana Real Master LLC (1) Meracon (1) Nadel Architects (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street 4 San Diego, CA 92111 4 858-496-9760 4- FAX 858-496-975! CWE 2060414.6 October 19, 2006 Page No. 2 FiteprooGng Density Test Results Ventana Real Lot 2 - Building A, 2173 Salk Avenue, Carlsbad, California Building Permit #CB 060217 Date Sampled 9-29-06 9-29-06 9-29-06 Location Roof Deck at Lines 11.7-12.0/C-D Column at Lines 11.7/C Beam at Lines 10.3-11.7/B Material Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Measured Density, pcf 18 20 16 Required Density, pcf 11 11 11 CHRISTIAN WHEELER, ENGINEERING September 5, 2006 CWE 2060414.4 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: JeffBrusseau Subject: Spray-Applied Fireproofing Density Testing, Ventana Real Lot 2 - Building 40MHMMN^venue, Carlsbad. California, Building Permit #CB 060217. Dear Mr. Brusseau, We have prepared this report to present the results of our laboratory testing performed on the spray- applied fireproofing obtained from the third floor framing at the subject project. Our services included performing density tests in accordance with the UBC Standard 7-6. Samples of Cafco Blaze-Shield II fireproofing material were obtained from the project site on August 22 and 23, 2006. The results of our tests are presented in the attached table. The required density is the minimum specified in the evaluation report for individual tests on Cafco Blaze Shield II. Based upon the results of the testing performed, the applied material density meets the manufacturer's requirements. If you should have any questions after reviewing this report, please feel free to contact our office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charlie G. Carter Jr., Senior Engineer i/-* CGC: tjap cc: (1) Ventana Real Master LLC (1) Meracon (1) Nadel Architects (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 <> FAX 858-496-9758 CWE 2060414.4 September 5, 2006 Page No. 2 Ficeproofing Density Test Results Ventana Real Lot 2 - Building A, 2173 Salk Avenue, Carlsbad, California Building Permit #CB 060217 Date Sampled 8-22-06 8-22-06 8-23-06 8-23-06 8-23-06 8-23-06 Location Column at Line 2.4/C Beam at Line 2.4/B-C Column at Line 13.0/B.4 Column at Line B/9.0 Beam at Line 9.0-1 0.3/B Beam at Line 7.6-9.0/B Material Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Cafco Blaze Shield Type II Measured Density, pcf 20 17 19 22 16 15 Required Density, pcf 11 11 11 11 11 11 August 30, 2006 CHRISTIAN WHEELER ENGINEERING Ventana Real Master, LLC 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: JeffBrusseau CWE 2060414.3 Subject: Spray-Applied Fireproofing Density Testing, Ventana Real Lot 2 - Building A, 2177 Salk Avenue, Carlsbad, California, Building Permit #CB 060217. Dear Mr. Brusseau, We have prepared this report to present the results of our laboratory testing performed on the spray-applied fireproofing obtained from the second floor framing at the subject project. Our services included performing density tests in accordance with the UBC Standard 7-6. Samples of Cafco Blaze-Shield II fireproofing material were obtained from the project site on August 16, 2006. The results of our tests are presented in the following table. The required density is the minimum specified in the evaluation report for individual tests on Cafco Blaze Shield II. Date Sampled 8-16-06 8-16-06 Location #!-BeamLine7.8-9.0/C #2- Column Line 7.8/C Material Cafco Blaze-Shield II Cafco Blaze-Shield II Measured Density, pcf 25 33 Requited Density, pcf 11 11 Based upon the results of the testing performed, the applied material density meets the manufacturer's requirements. If you should have any questions after reviewing this report, please feel free to contact our office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING . Charlie G. Carter Jr., Senior Engineer / cc: (1) Ventana Real Master LLC (1) Meracon (1) Nadel Architects (1) ('have/ Grcves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street 4- San Diego, CA 92111 4- 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING August 29, 2006 Ventana Real Master, LLC 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: Jeff Brusseau CWE 2060414.2 Subject Spray-Applied Fireproofing Density Testing, Ventana Real Lot 2 - Building A, 2177 Salk Avenue, Carlsbad, California, Building Permit #CB 060217. Dear Mr. Brusseau, We have prepared this report to present the results of our laboratory testing performed on the spray-applied fireproofing obtained from the second floor framing at the subject project Our services included performing density tests in accordance with the UBC Standard 7-6. Samples of Cafco Blaze-Shield II fireproofing material were obtained from the project site on August 15,2006. The results of our tests are presented in the following table. The required density is the minimum specified in the evaluation report for individual tests on Cafco Blaze Shield II. Date Sampled 8-15-06 8-15-06 Location #l-Beam Line C.3/1-2 #2- Column Line D/2 Material Cafco Blaze-Shield II Cafco Blaze-Shield II Measured Density, pcf 17 18 Required Density, pcf 11 11 Based upon the results of the testing performed, the applied material is considered acceptable. If you should have any questions after reviewing this report, please feel free to contact our office. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charlie G. Carter Jr-. Senior Engineer cc: (1) Ventana Real Master LLC (1) Meracon (1) Nadel Architects (1) Chavez Greves Engineers (2) Davis Reed Construction (1) City of Carlsbad 4925 Mercury Street + San Diego, CA 92111 4- 858-496-9760 4- FAX 858-496-9758 EsGil Corporation In (Partnersfiip -with government for Quitting Safety DATE: APRIL 26, 2006 JURISDICTION: CARLSBAD PLAN CHECK NO.: 06-0217 PROJECT ADDRESS: 2173 SALK AVENUE PROJECT NAME: VENTANA REAL - LOT # 2 Q PLAN REVIEWER a FILE SET: III XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I | 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: IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Telephone #: 619-232-8424Person contacted: DON Date contacted: Mail Telephone REMARKS: (by: ) Fax In Person Fax #:-7179 By: All Sadre Esgil Corporation D GA D MB D EJ PC Enclosures: 4/21 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for <BuiUing Safety DATE: MARCH 29, 2006 a APPLICANT JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 06-0217 SET: II PROJECT ADDRESS: 2173 SALK AVENUE PROJECT NAME: VENTANA REAL - LOT # 2 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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. A] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW 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: DON NGUYEN C/O NADEL AIA , 625 BROADWAY, SUITE 1025, SAN DIEGO, CA 92101 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: DON Telephone #: 619-232-8424 Date contacted: 3/2^(by:&Y) Fax #: -7179 Mail Telephone Fax '—^"in Person REMARKS: Please see below for remaining items from previous list. By: All Sadre Enclosures: Esgil Corporation D GA D MB El EJ D PC 3/21 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 CARLSBAD 06-0217 MARCH 29, 2006 • GENERAL • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • ELEVATORS/STAIRS 1. Elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The exception only applies to the ground floor of office buildings. This is violated for the 2nd floor elevator. See Section 3007 for an alternative to providing a lobby, which is 20-min. rated doors on fusible links to be provided outside the elevator shafts. 2. Stairways should be enclosed in 1-hr, shafts as specified in Section 1005.3.3: a) Exit enclosures should include a corridor on the ground floor extending to the exterior. Revise the door schedule for doors 120,121, 122 & 123 to show 60-min. rating instead of 20-minute as noted. • CORRIDOR 3. Show 45-min. rating for the windows adjacent to doors # 107, 108, 109 & 110 in the rated corridors. Revise the information on 2/A-7.01, etc., accordingly. As noted, %" tempered fixed glass is not adequate. 4. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with his recommendations. • STRUCTURAL 5. Please provide a schematic in the calculations, for the roof framing plans (similar to those for the 3rd & 2nd floor framing plans) to match the structural plans so they can verified against the calculations. This was not submitted as per response. 6. Please provide a schematic in the calculations, for the foundation plans to match the structural plans so the locations, size and designation of the columns, and footings can be verified against the calculations. This was not submitted as per response. • ADDITIONAL 7. Please see attached for P/M/E items. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ali Sadre at Esgil Corporation. Thank you. CARLSBAD 06-0217 MARCH 29, 2006 PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1. Clarify the water supply piping sizing to the restrooms: The rough in schedules hints at flush valve water closets but the pipe sizing shown is much too small. The 1 %" pipe size is too small for the restrooms according to your pipe sizing Table, even with flush tanks. 2. Provide the necessary number of drinking fountains as required by UBC Appendix Chapter 29, Table A-29-A. The response was that drinking fountains were optional? The Note to Appendix Table A-29-A uses the word "shall". MECHANICAL (2000 UNIFORM MECHANICAL CODE) 3. Fully detail the mechanical enclosure: The mechanical enclosure layout does not match between the architectural and mechanical plans. Please correct and make one common design. • Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership witfi government for (But feting Safety DATE. FEB. 9, 2006 JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 06-0217 SET: I PROJECT ADDRESS: 2173 SALK AVENUE PROJECT NAME: VENTANA REAL - LOT # 2 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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. XI 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. X) The applicant's copy of the check list has been sent to: DON NGUYEN C/O NADEL AIA , 625 BROADWAY, SUITE 1025, SAN DIEGO, CA 92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 2SJ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DON Telephone*: 619-232-8424 Date contacted^/^A^by^^ Fax #: -7179 Mail Telephonej/^Fax—y/m Person REMARKS: (W C ^"^ By: All Sadre Enclosures: Esgil Corporation D GA IE! MB IS EJ D PC 1/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92 123 + (858)560-1468 4 Fax (858) 560-1576 CARLSBAD 06-0217 FEB. 9, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: O6-O217 PROJECT ADDRESS: 2173 SALK AVENUE STORIES = THREE; HEIGHT = 44'; CONSTRUCTION = V-1HR./SPR.; USE = B; AREA = 81,750 TOTAL; (27,324 = 1ST LEVEL); DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 1/30 FEB. 9, 2006 REVIEWED BY: All Sadre FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • GENERAL • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes Q No 1. On the cover sheet of plans that this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UPC, 2000 UMC, 2002 NEC & T-24. Revise the note # 4 ON Sheet T-1. CARLSBAD 06-0217 FEB. 9, 2006 2. Clearly designate any side yards used to justify increases in allowable area based on Section 505. 3. Please note on plans that all the yards used for allowable area increases for this project will be permanently maintained. 4. Show dimensioned parking layout, including any required disabled access spaces. Specify the required & provided HC parking spaces including the van accessible ones on plans. 5. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 6. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 7. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 8. In seismic zones 3 or 4, if a structure is defined in Table 16-K as Occupancy Category 1, 2 or 3, note on the plans that "Structural observation by the engineer/architect shall be performed. A statement in writing shall be given to the building official, stating that the site visits have been made and whether or not any observed deficiencies have been corrected to conform to the approved plans and specifications". Section 1702. 9. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please complete the attached form. Section 106.3.5. • RATED CONSTRUCTION 10. Provide details of the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. 11. Detail and reference I.C.B.O. number or other approval for horizontal fire assembly using trusses. Item 21-1.1 in Table 7-C requires 2 layers of 5/8" Type X gypsum wallboard at the bottom chords of trusses. Section 704.2.8. 12. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. CARLSBAD 06-0217 FEB. 9, 2006 13. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at fans, vents, etc. Also detail recessed light fixtures. Sections 709, 710. 14. Clearly label and identify on the plans the fire-resistive corridors, shafts and stair enclosures, along with their hourly ratings. Section 106.3.3. 15. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. b) The fire-resistive construction of corridors serving as a means of egress. c) Shaft enclosures. 16. Smoke dampers shall be installed per Section 713.10 at all ducted or unducted air openings at penetrations of: a) The fire-resistive construction of corridors serving as a means of egress. b) Shaft enclosures. c) Elevator lobbies required by Section 3002. 17. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713.10 of the UBC. 18. Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant): THROUGH-PENETRATIONS (through the entire assembly): Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-rating, T-rating or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility. Fire resistive floor/ceiling assemblies shall have penetrations protected with through- penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above. MEMBRANE-PENETRATIONS (through only one side of an assembly): Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility. Limited steel electrical outlet boxes (not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. Fire-resistive floors or ceilings having penetrations shall comply with Section 710. NOTE: The plans should indicate the various fire-stop ratings required for all penetrations. 19. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings & roof-ceilings shall be protected as required in UBC Sec. 709 & 710." CARLSBAD 06-0217 FEB. 9, 2006 20. Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 711. • STAIRS/ELEVATORS 21. Elevators shall be enclosed in a one-hour shaft. Section 711. 22. Every opening into an elevator shaft enclosure shall be protected by a self- closing fire assembly having a 1-hour fire rating in 1-hour shafts. Section 711.4. 23. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 3004. 24. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. 25. When the elevator vertical travel is 25' or more, the elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 3003.2. 26. A reminder that elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The lobby shall completely separate the elevator(s) from the corridor by the construction prescribed in Section 1004.3.4.5. 27. Elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The lobby shall completely separate the elevator(s) from the corridor by the construction prescribed in Section 1004.3.4.5. 28. In fully sprinklered office building, corridors may lead through enclosed elevator lobbies only if all areas of the building have access to at least one required exit without passing through the elevator lobby. Section 1004.3.4. 29. Stairways should be enclosed in 1-hr, shafts as specified in Section 1005.3.3: a) Doors should be labeled one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30 minutes of fire exposure specified in UBC Standard 7-2. • CORRIDOR 30. Corridors shall have walls and ceilings of 1-hr, construction. Section 1004.3.4.3. 31. Duct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713.10 and 713.11. Show details on plans. CARLSBAD 06-0217 FEB. 9, 2006 32. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1004.3.4.3.2.1. Clarify some 45 minute rated doors, others non-rated on the door schedule. 33. Provide a 20-minute rated door between the mail room and the rated corridor. 34. The total area of windows in any portion of an interior corridor shall not exceed 25 percent of the area of a common wall with any room. Such openings shall be protected by fixed glazing listed and labeled for a fire-protection rating of at least 3/4-hour. Section 1004.3.4.3.2.2. Show calculations and details on plans for the glazing in the rated corridor lobby, as per A-2.02. 35. Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1004.3.4. 36. Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. In type V construction, fire retardant treated wood may be used. Section 1004.3.4.3.1. 37. Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 1004.3.4.3.1. 38. If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 1004.3.4.3.2.1. 39. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1. • EXITS/ EXIT LIGHTS 40. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, M or S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1003.3.1.8. 41. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1003.2.8.2. 42. If exit signs are required, provide following notes on plans, per Sec. 1003.2.8.2: a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel. No point shall be more than 100 feet from the nearest visible sign. b) Exit signs shall be readily visible from any direction of approach. CARLSBAD 06-0217 FEB. 9, 2006 43. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 44. Show that exits are lighted with at least one foot candle at floor level. Section 1003.2.9.2. 45. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. • GLAZING 46. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. d) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). e) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. • FIRE SUPPRESSION SYSTEMS 47. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 48. Provide class II standpipes per Section 904.5. Also note the hose requirement. • MISCELLANEOUS 49. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B." 50. Please double check all the steel columns types (WF versus TS), their location and orientation on floor plans versus those on the foundation & framing plans before resubmittal. [As submitted there are too many discrepancies to itemize]. Please do not resubmit without this coordination and all the columns correctly reflected on floor plans. • STRUCTURAL 51. Specify on the foundation plan or structural specifications sheet the soil classification and the soils expansion index of the foundation. Section 106.3.3. CARLSBAD 06-0217 FEB. 9, 2006 52. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, - b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 53. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with this recommendations. 54. Please provide a description of the lateral force resisting system(s) for this project, on Sheet S001. 55. Please indicate the Q0 factor(s) for the lateral force resisting system(s) for this project, on Sheet S001. 56. Please complete all the blank bubbles and references or details to ????, xxx/xx, etc., on structural plans. I.e., Sheet S001, etc. 57. Please show drags and collectors are designed as per Section 1633.2.6. 58. Please cross reference all the details, as per S501 & S502, on the foundation plans. [Except details 5 & 6/S502 no other details are referenced on plans]. 59. Where are the braced frames 7 & 8, as per Sheet S802, cross-referenced on framing plans? 60. Please show where detail 5/S703 is referenced on plans. 61. Please show where detail 8/S702 is referenced on plans. 62. Please note where all the details, as per sheet S701, are cross reference on the framing plans. 63. Please note where all the details, as per sheet S601, are cross reference on the framing plans. 64. All details not relevant to this project may be deleted on plans. 65. The WF beam sizes as per 5/S601 do not match the calculations. They should be W21x62, as per calc's. instead of W12x or W14x as noted on elevation plans. 66. Please show the location of the SCBF's on a schematic in the calculations to match those shown on the structural framing plans, so the location of the braced frames can be verified against the calculations. 67. Please include the W 10x68 for the gravity columns, as per the schedule (Sheet S402), on the base plate schedule (Sheet S401). CARLSBAD 06-0217 FEB. 9, 2006 68. Please show the column base connections including their anchorage is adequate for the loading combination as per Section 2213.5. 69. On detail 2/S802, please clarify what the purpose of detail B is at top & bottom. Similarly, for the L4x4x as shown at both top & bottom. 70. Please provide a schematic in the calculations, for the roof framing plans (similar to those for the 3rd & 2nd floor framing plans) to match the structural plans so they can verified against the calculations. 71. Please provide a schematic in the calculations, for the foundation plans to match the structural plans so the locations, size and designation of the columns, and footings can be verified against the calculations. • ADDITIONAL 72. Please see attached for P/M/E & HC items. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1. Provide the required access and entrance to working space for the service equipment room. Once past the 4' in front of gear there must be the minimum 2' for egress. Not shown. Please correct. NEC 110.26(c). 2. Please change all references the NEC code cycle date to 2002. I.e., on sheet E1.01. 3. Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means". NEC 230.70(b) 4. A ground fault circuit interrupter shall be installed in the branch circuit supplying fountain (or water feature shown on site plans) equipment. NEC 680.51 • ENERGY CONSERVATION 5. The envelope designer must sign the imprinted PERF-1 forms. CARLSBAD 06-0217 FEB. 9, 20O6 6. The architectural sheets must show the design for cool roof that the credit is taken for on the energy forms. 7. Include all "Parts" of energy forms ENV-1, MECH-1, and LTG-1 onto the plans. 8. Please check the applicable boxes on LTG-1-A. Also, provide and imprint all parts of the LTG-1-A lighting forms. 9. Specify the following mandatory measures and provide the electrical design for the exterior lighting: o All outdoor luminaries with lamps rater over 100 watts must have a lamp efficacy of at least 60 lumens/watt or be controlled by a motion sensor, (mercury vapor & large incandescent do not comply) o Cut-off shielding for outdoor luminaries rated greater than 175 watts. 10. Please check the appropriate boxes on the imprinted OLTG-1-C. 11. Please provide completed outdoor lighting energy forms and include all light fixtures shown outdoors. I.e.* wall washers or pole lights. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1. Clarify the water supply piping sizing to the restrooms: The rough in schedules hints at flush valve water closets but the pipe sizing shown is much too small. 2. The 1,000 CFH "future" gas load: Where's that anticipated to be, on the mechanical enclosure or in the building? (Pipe sizing check). 3. Provide the necessary number of drinking fountains as required by UBC Appendix Chapter 29, Table A-29-A 4. No indirect waste receptor shall be installed in any toilet room, closet, cupboard, or storeroom, not in any other portion of a building not in general use by the occupants thereof. UPC 804.1. (Fire riser closet) CARLSBAD 06-0217 FEB. 9, 2006 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 5. Fully detail the mechanical enclosure: • Dimensioned size and the air opening locations for the cooling tower. • Interior dimensioned size for the enclosure. • Include the manufacturer's installation instructions detailing the clearances from sidewalls and exhaust height to sidewall clearance. • If the manufacturer's installation instructions specify the minimum opening required in sidewalls, repeat this requirement on the plans. (I'm afraid slabs will be installed on the chain link fence.) • Include a footing design, if required for the cooling tower. • The architectural design (sheet A-1.02) doesn't match the mechanical layout for the enclosure surround. Will check the finalized design after the above requested information has been submitted. 6. Show the boiler working clearances (In the above mentioned detail would be best). Include the boiler installation instructions, I'm primarily interested in whether the boiler shall be installed in a pressure neutral area or if it acceptable to installed in an enclosure with potential negative or positive pressures. 7. The fire damper placement for the corridor systems doesn't match the design of the corridors as shown on sheet A10.05, detail 16. Recheck with the architect and modify so as they (corridor rating & damper placement) both match. 8. On the first and second floors at the Lobby's the wall design is not clear: If floor to structure above, the damper placement is correct. If constructed as above, it is not correct and will require changing. Please clarify, on the plans, how this area maintains its rating. Note: Inform the architect, if this correction will involve him, additionally. 9. Not sure what's happening tin the elevator lobby, third floor ceiling. Supply and return registers shown, I'm not sure if it fronts a corridor, rating of ceiling? 10. EF-2, exhaust duct, where it penetrates the third floor shaft is missing a SFD. 11. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 (Supply fan) • An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0 CARLSBAD 06-0217 FEB. 9, 2006 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 06-0217 FEB. 9, 2006 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Please reflect the following items on the plans; alternatively, they may be rephrased and imprinted on plans: • SITE PLAN REQUIREMENTS Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B.1.2. • ACCESSIBLE PARKING 1. Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B. 2. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.4.2. • SIGNAGE 3. Per Section 1003.2.8.6.1, tactile exit signs shall be required at the following locations: a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: i) "EXIT STAIR DOWN."; "EXIT RAMP DOWN." ii) "EXIT STAIR UP."; "EXIT RAMP UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." e) Each exit door through a horizontal exit. The tactile exit sign shall have the words, "TO EXIT." 4. Tactile stair level identification signs (complying with Section 1117B.5.1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level. At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level. Section 1003.3.3.13.1. 5. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 1117B.5. 6. Provide a note on the plans stating that the signage requirements of Section 1117B.5 will be satisfied. CARLSBAD 06-0217 FEB. 9, 2006 City of Carlsbad ij. •••^•^••••••^••••••^•^••^^•••••••^•^^•^BBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. O6-0217 Job Address or Legal Description 2173 SALK AVENUE Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) CARLSBAD 06-0217 FEB. 9, 3006 JSPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: _2JJ3 6AH<1 PLAN CHECK NUMBER:OWNER'S NAME: 1, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, wilt be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section -1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. • Signed I, as the Qnginewr/axchitect of record, certify that I have prepared the following special inspection program as required by UBC Section 106-3.5 for the construction project located at the site listed above. Signed 1. List of worl: requiring special inspection: ,[>3 Soils Compliance Prior to Foundation Inspection (/^Structural Concrete Over2500 PSI Q Preatressed ConcreteBStructural Masonry Designer Specified IX! Field Welding 13 High Strength Bolt!? _ _ [X] Expansion/Epoxy Anchors d Sprayed-On Fireprooflng Q Other ' 2. Name(s) of individual(s) orfirm(s) responsible for the special inspections listed above: A. B. C. w 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City gnc present their credentials for epproval prior to beginning work on the job Site. CARLSBAD 06-0217 FEB. 9, 2O06 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Ali Sadre BUILDING ADDRESS: 2173 SALK AVENUE PLAN CHECK NO.: 06-0217 DATE: FEB. 9, 2006 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-1HR./SPR. BUILDING PORTION ARPAr\r\t_M ^frflCL. <sft~t Air Conditioning r~' o i Irire opnnKiers TOTAL VALUE Jurisdiction Code 1 QQ/l 1 IDT Ri lilrlinn Darmit- I AREA (Sq.Ft.) o-i yenO 1 1 OU u_ 81750 CM 7CAol /OU CB aa *f \ \ Valuation Multiplier / "> ft f-^Tli (\C\\^?\ « X- ' t.uuo>^ ^/. ^^-^^e- &CS O £^£32 LffQ Tt.bo By Ordinance Reg. Mod. VALUE if ^ i ci -f iiy-^ l ff t 1 ^(J\ 3f0, ^ $£} - X*j^J5, V<w o .£/?3£,/33 ($) 6 <i,ofi Ann 3437350 . -6^14 1 ,9t)0 $14,023.23 1994 UBC Plan Check Fee Type of Review: .IJ Complete Review Q Repetitive Fee^l Repeats D Other Hourly Esgil Plan Review Fee Structural Only Hour* $9,115.10 $7,853.01 Comments: Sheet 1 of 1 macvalue.doc //A-_ _ City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT L-%0 APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal: therefore any changes to these items after this date, including field modifications; must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure^ comply with instructions in this report can result Jn_, suspension of permit to build. L] A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Pleasex^ee^x-Hleyattdched report of deficiencies mafked wftnb. Makp'necessary corrections to plans or EpegifeatjQO»^for compliance with applicable codsVand standards. Submit corrected plans and/or aecifications to this office for review. Date: 2/" Date: Date: FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: LJ LJ D 1 ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Neighborhood Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING PERT. CONTACT PERSON : _ KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 _ CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: CA 9200^-7314 - (76O) 6O2-2720 • FAX (760) BUILDING PLANCHECK CHECKLIST SITE-PLAN A. B. C. D. E. rovide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines (show all dimensions) Easements F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F:\Farmer\Kalhy\MASTERS\Buikling Plancheck Cklst Form (Gensnc).doc Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST NO ~RD DISCRETIONARY APPROVAL COMPLIANCE C] J O 4a. Project does not comply with the following Engineering Conditions of approval for ±S . 11 Project No. ,/rt fW &/&&*? JTJLCcrLt&uC? x3U<2^i<n^^ Q^uLA^C 9>*** ^(f D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS L~U 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 !4" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: IMPROVEMENT REQUIREMENTS D D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as .follows:, Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\FameiAKATHY\MASTERS\BuMing Plancheck CMst Form (Generic).doc BUILDING PLANCHECK CHECKLIST ,ST ,ND RD3' D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 400.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. D D D D Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. 7b. Grading Permit^equired. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\Farmer\KATHY\MASTERS\BuHdlng Plandwck Cklst Fwm (GeneriO.doc ST1 D ND2 D RD3 D D D BUILDING PLANCHECK CHECKLIST 7d. No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT D 10a. Storm Water Requirements Applicability Checklist Completed. 10b. Priority Determination and compliance: D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exer equired fees are attached fees required WATER METER REVIEW D D 12a. Domestic (potableJDse Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\FarTOrtKATHY\MASTERS\BuWing Planctieck CWst Fwm (Generic) .doc BUILDING PLANCHECK CHECKLIST ST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). n D 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line 3. " •_,Hevajiojl fell puinl uf • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\Farnner\Kathy\MASTERS\Building Plancheck Cklst Form (Generre).doc .. ST pND BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. D 12c. Irrigation Use (where recycled water is available) these irrigation 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: F:\Farmer\Kalhy\MASTERS\Buciding Plancheck Cklsl Form (Generic) doc n n ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on/tfui'lding plancheck plan submittal. Address: Prepared by:_ Bldg. Permit No. Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of UseMjlA^ §( ^^ s<*- Ft./Units: Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: <T$|< X\S~0 w^tg. Ft./Units: Types of Use:Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: D 2. TRAFFIC IMPACT FEE ADT's/UNITS: D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS:^ _ X FEE/ADT: D 4. FACILITIES MANAGEMENT f UNIT/SQ.FT.: D 5. SEWER FEE EDU's.. /( V" Pe'L "FEE _ZONE: $,1W x BENEFIT AREA: i^ / EDU's: ((Q-] U 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA : ACRES: ~~ ^= D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH /LOW TEE/AC:.= $ METER FEE SDCWA FEE IRRIGATION Iof2 Rev. 7/14/00 MAY-05-2006 FRI 02:44 PM ENGINSPECTION FAX:7604384178 P. 001 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: MCMAHQN DATE: 5/4/06 PROJECT ID:VENTANA REAL LOTS 2 & 3: PIP 04-03 / CTOO-20 GRADING PERMIT NO:GR 050074 LOTS REQUESTED FOR RELEASE: DWG 418-6A SHEETS 3 & 4: LOTS 2 & 3 N/A= NOT APPLICABLE V-COMPLETE 0 - INCOMPLETE OR UNACCEPTABLE 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, padsorbldg. 5. 81/z" X11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release lots shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. 'artlal release of grading for the above stated lots is approved for the purpose of building permit Issuance. Issuance of building permits Is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: 1st •/ </ J V •/ •/ N/A V 2nd. JOE MC MAHON Project Insc 5/4/06 Date Construction Manager Date May 05 2006 1:24PM Meracon Corporation 760-944-0981 P-l MERACON CORPORATION May 5,2006 Mr. Joe Me Mahon City of Carlsbad 5950 El Camino Real Carlsbad, CA. 92008 Re: Ventana Real Lots 2&3 Pear Joe: Via Fax & Mail 760-438-4 1 78 Pursuant to your request and on behalf of Rio San Diego Plaza II Master, LLC ("Owner") we offer the following assurances in an effort to receive your approval for the release of building pad A on Lot 2. ; 1. Continno&i all Weather Access. The Owner has stated in previous correspondence addressed to Don Moore dated 5-01 -06 that we will maintain continuous "all weather access" to Lots 2 & 3 during the entire course of construction. As mentioned in the above referenced letter if for any reason the all weather access should be interrupted the city may issue a stop work notice. In the event a stop work notice is issued the -' Owner shall not hold me chy responsible for any delays to the project until the Owner has restored the all weather access to the reasonable satisfaction of the city. 2. Capital Improvement Poteatial Conflict at El Camino Reatal. The Owner understands mat the city will be constructing the new street widening improvements 1 fronting El Camino Rental. The Owner understands and accepts that their may be potential conflicts during construction which may limit or restrict the temporary access to Lots 2 & 3. We also understand mat the timing for the city's capital improvement project for El Camino Rental may be such that it will be installed prior to the temporary access being removed and thereby create a conflict of usage of the • temporary access. $3. Fire Service HighKae. The Owner will prepare a plan for your rev Jew and approval showing the location of a temporary fire hydrant -within 350' of Building C on Lot 3. 11 > The existing hydrant in front of El Camino Rental wi 11 be modified to allow for a 6" r highline to be connected and extended to the agreed upon location of the new h ; temporary fire hydrant The cost of the highline and temporary fire hydrant shall be at Owner's expense. i . .ifi . > ' - • " « !' : '.'.,••'-• " ij k SWPPP. A storm water pollution prevention plan has been prepared and submitted to the city but has not yet been reviewed or approved. However, Owner shall commence with the necessary requirements identified in the SWPPP, i.e. stabilized construction entrance, emergency gravel bags, etc.. 1572 Elon Lane, Encinitas, California 92024 760/944-1668 - Fax 760/944-0981 - Mobile 760/717-0615 - License #8-751095 Mas 05 2006 1:24PM Meracon Corporation 760-944-0981 p.2 , Mr.: Joe Me Mahon' May 5,2006! ' \'' *T I2 Conitnn COO! BMP's. The Ownership shall commence with installation of BMP's, Le, concrete wash-out area, etc. I , We understand the unusual nature of you releasing graded building pads in advance of the on-site precise grading/improvement plans being approved and offer our assurance that we win riot hold tbe city responsible for any delays on this project We trust you win find the above information satisfactory in order to release building permit for building A on Lot 2 today. If you need additional information please feel free to contact me. Thank you in advance for your consideration for releasing die building pads. :' i " Sincerely, Meracon Don Moore JeffBnisseau Preliminary Geo-technical investigation performed by: N.A. - required Comment: The applicant shall be required to submit a preliminary geotechnical investigation report at time of application for grading permit. DRAINAGE AND EROSION CONTROL: Drainage basin: Agua Hedionda Preliminary hydrology study performed by: Partners Planning and Engineering. Erosion Potential: Low Comment: This project is part of a previously approved master Tract which established specific maximum allowable discharge quantities for each lot (CT 00-20). The project proposes to detain approximately 7.4 cfs under peak runoff conditions to restrict site runoff to the previously approved quantities. WATER QUALITY: Receiving water: Agua Hedionda Lagoon Receiving water on 2002 303(d) list as impaired water body: Yes Pollutants contributing to impairment: sedimentation, siltation Preliminary Storm Water Management Plan (SWMP) prepared by: Partners Planning and Engineering. Comment: Runoff from the proposed project will be directed to desiltation basins located onsite prior to entering the storm drain located in Salk Avenue. LAND TITLE: Conflicts with existing easement: No Easements/dedication required: No Site boundary coincides with land title: Yes IMPROVEMENTS: Public Improvement plans will be required to construct all proposed onsite public utilities. Comment: No major improvement issues are associated with this proposed project. General 2. Approval of this project is subject to the recordation of the final map for CT 00-20. Prior to issuance of any building permits, all public improvements associated with CT 00-20 shall be constructed and/or secured to the satisfaction of the City Engineer. hauling dirt or construction materials to or from any proposed construction site within this feet, Developer shall apply for and obtain approval from, the City Engineer for the proposed >aul route. Developer shall submit to the City Engineer, a reproducible 24" x 36", mylar copy of the site plan and approved conceptual grading plan reflecting the conditions approved by the final decision making body including any applicable coastal commission approvals. The reproducible shall be submitted to the City.engineer, reviewed and, if acceptable, signed by the City's project engineer and project planner prior to submittal of the building plans, final map, improvement or grading plans, whichever occurs first. The digital file copy shall be submitted in a format as approved by the City Engineer. 3. Developer shall comply with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. Developer shall provide improvements constructed pursuant to best management practices as referenced in the "California Storm Water Best Management Practices Handbook" to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be submitted to and subject to the approval of the City Engineer. Said plans shall include but not be limited to notifying prospective owners and tenants of the following: a. All owners and tenants shall coordinate efforts to establish or work with established disposal programs to remove and properly dispose of toxic and hazardous waste products. b. Toxic chemicals or hydrocarbon compounds such as gasoline, motor oil, antifreeze, solvents, paints, paint thinners, wood preservatives, and other such fluids shall not be discharged into any street, public or private, or into storm drain or storm water conveyance systems. Use and disposal of pesticides, fungicides, herbicides, insecticides, fertilizers and other such chemical treatments shall meet Federal, State, County and City requirements as prescribed in then* respective containers. c. Best Management Practices shall be used to eliminate or reduce surface pollutants when planning any changes to the landscaping and surface improvements. 4. Prior to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Pollution Prevention Plan (SWPPP)." The SWPPP shall be in compliance with current requirements and provisions established by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Requirements. The SWPPP shall address measures to reduce to the maximum extent practicable storm water pollutant runoff during construction of the project. At a minimum, the SWPPP shall: 4 a. include all content as established by the California Regional Water Quality Control Board requirements; b. include the receipt of "Notice of Intent" issued by the California Regional Water Quality Control Board; c. recommend source control and treatment control Best Management Practices (BMPs) that will be implemented with this project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way or natural drainage course; and d. establish specific procedures for handling spills and routine clean up. Special considerations and effort shall be applied to employee education on the proper procedures for handling clean up and disposal of pollutants. Prior to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Management Plan (SWMP)." The SWMP shall demonstrate compliance with the City of Carlsbad Standard Urban Stormwater Mitigation Plan (SUSMP), Order 2001-01 issued by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Municipal Code. The SWMP shall address measures to avoid contact or filter said pollutants from storm water, to the maximum extent practicable, for the post-construction stage of the project. At a minimum, the SWMP shall: a. identify existing and post-development on-site pollutants-of-concern; b. identify the hydrologic unit this project contributes to and impaired water bodies that could be impacted by this project; c. recommend source controls and treatment controls that will be implemented with this project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way; d. establish specific procedures for handling spills and routine clean up. Special considerations and effort shall be applied to employee education on the proper procedures for handling clean up and disposal of pollutants; e. ensure long-term maintenance of all post construct BMPs in perpetuity; and f. identify how post-development runoff rates and velocities from the site will not exceed the pre-development runoff rates and velocities to the maximum extent practicable. Prior to approval of improvement plans or final map, Developer shall meet with the Fire Marshal to determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project. Fire hydrants, if proposed, shall be considered public improvements and shall be served by public water mains to the satisfaction of the District Engineer. The Developer shall design and construct public facilities within public right-of-way or within minimum 20-feet wide easements granted to the District or the City of Carlsbad. At the discretion of the District Engineer, wider easements may be required for adequate maintenance, access and/or joint utility purposes. Developer shall execute and record a City standard Development Improvement Agreement to install and secure with appropriate security as provided by law, public improvements shown on the site plan and the following improvements including, but not limited to paving, base, signing, striping, sidewalks, curbs, gutters, medians, fire hydrants, street lights, retaining walls, reclaimed water, to City Standards to the satisfaction of the City Engineer. The improvements are: a) The on-site public water main and appurtenances as generally shown on the site plan. b) Developer shall design and install a fully-actuated traffic signal, including all appurtenances and traffic signal interconnect conduit and cable, at the intersection of - ' '"• •'•• and • ••••• '•'• •. ' to the satisfaction of the City Engineer. The traffic signal shall not be installed until such time that written approval is received from the City Engineer. c) PRIVATE IMPROVEMENTS: JOINT ACCESS EASEMENT @ w'ly pi d) Other stuff A list of the above shall be placed on an additional map sheet on the Final Map per the provisions of Sections 66434.2 of the Subdivision Map Act. Improvements listed above shall be constructed within 18 months of approval of the subdivision or development improvement agreement or such other time as provided in said agreement. 7. Prior to issuance of any building permit, Developer shall comply with the requirements of the City's anti-graffiti program for wall treatments if and when such a program is formally established by the City. Fees/Agreements Developer shall cause property owner to execute and submit to the City Engineer for recordation, the City's standard form Geologic Failure Hold Harmless Agreement. Grading 9. /" No grading for private improvements shall occur outside the limits of this approval unless Developer obtains, records and submits a recorded copy to the City Engineer a grading or slope easement or agreement from the owners of the affected properties. If required, a recorded slope easement shall be provided to the satisfaction of the City Engineer. Based upon a review of the proposed grading and the grading quantities shown on the Conceptual Grading Plan, a grading permit for this project is required. Developer shall apply for and obtain a grading permit from the City Engineer. Dedications/Improvements 13. Developer shall provide the design of all private drainage systems to the satisfaction of the City Engineer. All private drainage systems shall be inspected by the City. Developer shall pay the standard improvement plancheck and inspection fees. Carlsbad Municipal Water District 15. Prior to approval of improvement plans or final map, Developer shall meet with the Fire Marshal to determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project. Fire hydrants, if proposed, shall be considered public improvements and shall be served by public water mains to the satisfaction of the District Engineer. 16. Prior to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities. Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits. 17. The Developer shall design and construct public water, sewer, and recycled water facilities substantially as shown on the site plan to the satisfaction of the District Engineer. Proposed public facilities shall be reflected on public improvement plans. 18. The Developer shall design landscape and irrigation plans utilizing recycled water as a source. Said plans shall be submitted to the satisfaction of the District Engineer Code Reminder A. Developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer. CITY OF CARLSBAD ENGINEERING DEPARTMENT DEVELOPMENT SERVICES February 2, 2005 TO: Van Lynch FROM: Tamara O'Neal, Consultant Land Use Engineer - PBS&J via John Maashoff PIP 04-03/SUP 04-11 Ventana Real PROJECT APPROVAL AND CONDITIONS TRANSMITTAL Engineering Department staff has completed the review of the above-referenced project and is recommending: X That the project be approved subject to the conditions as listed on the attached sheet. That the project be denied for the following reasons: Kathleen Farmer- Re: Ventana Real Lot2 Bldg A ___^^_^___^__^_^___^^ Page 1 From: Van Lynch To: Frank Jimeno; Joe McMahon Date: 05/02/2006 9:19:51 AM Subject: Re: Ventana Real Lot 2 Bldg A Joe/Don: Planning is also ok with the grading for Lot 2 for building permit issuance. Van >» Frank Jimeno 05/02/06 9:14 AM >» Joe, As discussed in the meeting yesterday, PW-ENG-Development Services has agreed to release the building permits for Ventana Real with pad releases based on the construction revisions to the Fox-Miller grading DWG 418-6A. The construction revision added the pads for lots 2 & 3. The precise grading plans and improvement plans for lot 2 are presently under review. A caveat to the temporary access: the access off ECR will most likely be blocked during the construction of the improvements to ECR. Fox-Miller will be widening their frontage and the city will be widening the frontage of the equipment rental property. This work will need to be coordinated with the construction access requirements. Frank Frank J. Jimeno, PE Associate Engineer City of Carlsbad (760) 602-2758 fjime@ci.carlsbad.ca.us >» "Meracon" <meracon@adelphia.net> 05/01/2006 11:05 AM >» Greg, Frank & Van, Gentlemen, can each of you please promptly (yet today) respond back to Don Moore, via e-mail response to all parties letting Don know that each of you are approving of the release of the building permit for Lot 2 Bldg A. As you know, we have met with each of you to discuss the necessary requirements for the release of the Bldg A permit. Your immediate assistance in this matter is greatly appreciated. Scott L. MerryMeracon Corporation 1572 Elon LaneEncinitas, CA 92024760-944-1668 ph; 760-944-0981 fax CC: Don Moore; Eva Plajzer; Gregory Ryan; jbrusseau@newportnational.biz; Kathleen Farmer; Meracon Carlsbad Fire Department Plan Review Requirements Category: COMMIND , INDUST Date of Report: 02-27-2006 Reviewed by: Name: Address: Permit #: CB060217 Job Name: VENTANA REAL 81750 SF BLDG A Job Address: 2173 SALK AV CBAD INCOMPLETE The item you have submitted for roviow is incomplete. At thio time, this office oannoU adequately conduct a roviow to determine compliance with the applicable codes and/or standards. Ploaao review* carcfaHy all comments attached. Please rosubmit the necessary plans and/or specifications, with changes "clouded", lu lliis uflkc fui iL»iiw and approval. Conditions; Cond:CON0001117 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 02/27/2006 By: gr Action: AP oMcPARLANE (XASSOCIATES CONSULTING MECHANICAL ENGINEERS HVAC PLAN CHECK RESPONSE VENTANA REAL BUILDING A March 3, 2006 Our Project No.: 2766 Prepared By: Jorge Torres Goto RATED CONSTRUCTION 20. See Architectural drawings for rating and construction of vertical shafts. CORRIDOR 30. All penetrations of fire-rated corridors are protected with combination smoke/fire dampers. ENERGY CONSERVATION 6. CRRC roof no longer specified in Title 24 Calculations. 7. ENV-1 , MECH-1 forms have been incorporated on drawings, see sheets M6.1 1 and M6.12. MECHANICAL (2000 UNIFORM MECHANICAL CODE) 5. Mechanical enclosure has been detailed. a. Dimensions from walls to equipment have been added on sheet M3.1 1 . b. Interior dimensions of enclosure have been added on sheet M3.1 1 . c. Manufacturer's installation data are being provided to Plan Checker. 6. Heating Hot Water Boiler installation data is being provided to Plan Checker, dimensions on sheet M3.11. 7. Combination smoke/fire damper assembly location has been revised to match tunnel construction of corridors. 8. Only corridors are tunnel construction, at Lobby the walls are full height, see Architectural drawings. 9. -- 10. Combination smoke/fire damper assembly at shaft penetration for duct serving EF-2 system has been added at third floor, see sheet M2.06. PRINCIPALS: PAUL F. McPARLANE, P.E. and JOHN H. McGEE VICE PRESIDENT: DOUGLAS R. ISAAKS, P.E. ASSOCIATE: KEN ROST 4619 Viewridge Avenue, Suite C, San Diego, California 92123-1639 Ph (858) 277-9721 • FAX (858) 277-9760 • email@mcparlane.com 11770 Bernardo Plaza Court, Ste. 116 San Diego, CA92128 Phone (858) 673-5845 Fax (858) 673-5849 Fire Protection • Code Consulting • Risk Control • Security Consulting October 30, 2006 Via Federal Express Overnight Mr. Mike Peterson Carlsbad Building Dept 1635 Faraday Ave Carlsbad, Ca 92008 760-602-2721 Re: Lobby Openings Ventana Real Lots 2 and 3 2177 Salk Avenue Carlsbad, California SEC Project No.: 2005104-000 Dear Mike: Thank you for taking the time to meet with me regarding the referenced project. As requested, this alternate design has been revised to include sprinklers on both sides of the lobby glass. In addition, for simplicity, both buildings are included in one request. The architect also understands approval of this approach is limited to use on this project only. Schirmer Engineering has evaluated the means of egress system of the lobby for the referenced project. This letter report presents a brief summary of the findings of this evaluation and presents an alternate design approach for the non-rated openings occurring within the walls of the lobby. The Ventana Real Lots 2 and 3 project will include two office buildings located in Carlsbad, CA. The buildings will be 27,324 square feet of Type II One-hour construction and 62,222 square feet of Type V-Non-rated construction, respectively. Both will be fully sprinklered throughout. The primary means of egress system for the buildings includes one-hour fire-resistive corridors, one-hour fire-resistive stair enclosures and exterior exit doors. The ground floor includes a two- level lobby area connecting the one-hour fire-resistive corridor systems on the first and second floors. The first floor of the lobby will include unprotected glazed window openings around the 20 minute rated doors in the walls separating the adjacent tenant spaces from the lobby. Section 1004.3.4.4 of the 1998 California Building Code (CBC) requires lobbies to be constructed as required for corridors. All door and window openings in corridor walls are required to be protected by assemblies having a 20 minute and three-fourths hour fire-protection rating, respectively. Schirmer Engineering Corporation www.schirmereng.com Ventana Real Lots 2 and 3 2 October 30, 2006 Carlsbad, California SEC Project No.: 2005104-000 An exception listed under CBC Section 1005.3.3.3 for office buildings, permits a maximum of 50 percent of the exits to pass through a street-floor lobby, provided the entire street-floor is protected with an automatic sprinkler system. In this situation, the code recognizes that an automatic sprinkler system will provide a level of safety equivalent to an exit passageway on the ground floor leading from the exit enclosure directly to the exterior of the building1. As stated previously, the Ventana Real project will be fully sprinklered throughout. Further, only 50 percent of the required exits from the building travel through the lobby. Although the International Building Code (IBC) has not been adopted, Section 1004.3.2.1 of the 2000 Edition permits corridors in office buildings to be non-rated when the building is fully sprinklered. The 2000 Edition of the National Fire Protection Association (NFPA) Life Safety Code also permits office buildings to have non-rated corridors when the building is protected throughout by an automatic sprinkler system. In lieu of providing protected window openings in the first floor of the lobby, an increase in automatic sprinkler protection is being proposed. Specifically, additional sprinklers will be added above the unprotected openings on both the tenant and lobby sides to control temperature rises and mitigate heat exposure. Since the sprinklers are of the quick-response type, the water will be applied at the early stages of heat exposure, thereby limiting the chances for window overheating and failure. The application of window sprinkler protection in lieu of rated assemblies is widely recognized as a viable means of protection. The scientific mechanism that allows this form of protection to be effective is the convective and radiative heat transfer provided by the application of cool water. The density, thermal inertia and thermal conductivity of water provide a level of protection such that the incident heat fluxes are effectively absorbed and attenuated, thereby protecting the window and door openings. The automatic sprinklers will be designed in accordance with NFPA 13 (1999 Edition) and the manufacturer's specifications. The sprinklers will be located in the ceiling within the tenant spaces and on the lobby side. Sprinklers will be within six (6) inches horizontally of the top window pane. One sprinkler will be located over the top most window, a total of two sprinklers per door. Each sprinkler will flow a minimum of 20 gallons per minute (gpm). The window sprinkler demand will be added to the most demanding hydraulic design area. As the building will be built in a shell condition, a temporary partial suspended ceiling will be provided, in which the sprinklers will be located. The suspended ceiling will extend four feet beyond the sprinklers in all directions, except towards the corridor wall. This ceiling is intended to collect heat and facilitate sprinkler activation should a fire occur before the permanent ceiling is installed. In conclusion, the improved automatic sprinkler protection within the lobby will provide a level of fire protection and life safety that exceeds that prescribed in the CBC. 1 Handbook to the Uniform Building Code, 1997 Edition, Pg. 211. Ventana Real Lots 2 and 3 Carlsbad, California Sincerely, SCHIRMER-ENGINEERING CORPORATION GarneV A7Palens1<e, P.E. Vice President/Regional Engineering Manager GAP:ma:nz cc: Mr. Ron Gross - Nadel Architects October 30, 2006 SEC Project No.: 2005104-000 Via Facsimile: 619-232-7179 S:\SNDGO\PROJECTS\JOB 2005\205104 Ventana Real\ltgp.3239.Mike Peterson 10.30.06.doc 1 1 . All air moving equipment with more than 2,000 cfm is equipped with smoke detection on main supply air duct (WHP 1 -1 , WHP 1 -2, WHP 2-1 , WHP 2-2 and SF-1 ) (see sheet M0.1 1). Also note 22 on sheet M0.1 1 indicates this. AtL TO ff T^ft T. I- ie. onsitetv moL/rtofc to AT -rte PRINCIPALS: PAUL F. McPARLANE, P.E. and JOHN H. McGEE SENIOR ASSOCIATE: DOUGLAS R. ISAAKS, P.E. 4619 Viewridge Avenue, Suite C, San Diego, California 92123-1639 Ph (858) 277-9721 • FAX (858) 277-9760 • email@mcparlane.com DATE 9 BURKETT&WONG ENGINEERS Ventana Bufldfng A Mechanical Enclosure burkett 54»l fourth ow. MI *9» eo. 921(0-5704 • (619) 299-9590 O 0"o PK^ECT T!TLE= Verdana Building A Mechanical Enclosure AvC burkett * aunrayora 3434 fo«» OH. ton dUf* oo. W103-S1W • (119) 2H-9990 Chavez-Grieves consulting engineers, inc. 5639 Jefferson Street NE, Suite I • Albuquerque, MM 87109 Phone: 505.344.4080 • Fax: 505.343.8759 SHEET NO., JOB. SUBJECT CUENT BY CHECKED BY. OF JOB NO. _ DATE DATE SHEET NO OF Chavez-Grieves consulting engineers nc 5639 Jefferson Street NE. Suite I • Albuquerque. NM 87 1 09 Phone: 505.344.4080 • Fax: 505.3-13.8759 SUBJECT CUENT BY JOB NO. CfiECKIECKED BY. DATE DATE ~ Chavez-Grieves consulting engineers, inc. SHEET NO .ir>B SUBJECT CUENT 5639 Jefferson Street NE, Suite I • Albuquerque, NM 87109 ny Phone: 505.344.4080 • Fax: 505.343.8759 ECKCHECKED BY. OF JOB NO. DATE DATE f // 'f/fif 7?>Fr g&£ J)(rr/> /<L- SHEET N0 Chavez-Grieves consulting engineers, inc. 5639Jefferson Street NE, Suite I • Aibuquerque, NM 87109 Phone: 505.344.4080 • Fax: 505.343.8759 OF SUBJECT CUENT BY JOB NO. CHECKED BY. DATE DATE SHEET NO. Chavez-Grieves consulting engineers, inc. 5639Jefferson Street NE. Suite I • Albuquerque, NM 87109 Phone: 505.344.4080 • Fax: 505.343.8759 SUBJECT CLIENT _ CHECKED BY. OF JOB NO. DATE DATE Chavez-Grieves consulting engineers, inc. 5639 Jefferson Street NE, Suite I • Albuquerque,NM87l09 Phone: 505.344.4080 • Fax: 505.343.8759 SHEET NO ..OR SUBJECT CUENT iEO<iCHECKED BY. OF JOB NO. DATE DATE Chavez-Grieves consulting engineers, inc. 5639 Jefferson Street NE. Suite I * Albuquerque, NM 87109 Phone: 505.344.4080 • Fax: 505.343.8759 SHEET NO. JOB SUBJECT CUENT CHECKED BY. OF JOB NO. DATE DATE t. SHEET NO OF Chavez-Grieves consulting engineers, inc. SUBJECT _C CUENT ^JOB NO. 5639 Jefferson Street NE, Suite I • Albuquerque,NM87l09 gy Phone: 505.344.4080 • Fax: 505.343.8759 CHECKED BY. DATE DATE SHEET NO .inn OF Chavez-Grieves SUBJECT consulting engineers, inc. CLIENT 5639 Jefferson Street NE, Suite I • Albuquerque, NM 87109 Phone: SOS.344.4080 • Fax: 505.343.8759 GEOCON INCORPORATED GEQTECHNICAL CONSULTANTS Project No. 07238-42-06 April 21,2006 Newport National Corporation 1525 Faraday Avenue Carlsbad, California 92008 Attention: Mr. Jeffry Brusseau Subject: VENTANA REAL LOT 2 - BUILDING A CARLSBAD, CALIFORNIA FOUNDATION PLAN REVIEW Reference: 1. Update Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon, Incorporated, dated April 22, 2004 (Project No. 07238-42-01). 2. Executive Summary Ventana Real, Lots 2 and 3 of Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon, Incorporated, dated October 12, 2004 (Project No. 07238-42-02). 3, Foundation Plans, Ventana Real - Lot 2, Carlsbad, California, prepared by Chavez-Grieves, Permit Set, with a 2nd Plan Re-Submittal date of April 20, 2006. Gentlemen: In accordance with your request, we have reviewed the referenced foundation plans (Reference 3) for the subject project. The purpose of our review was to assess whether the plans have been prepared in substantial conformance with the recommendations outlined in the project Update Geotechnical Investigation and Executive Summary (References 1 and 2). It should be understood that our review was limited to geotechnical aspects of project development, and did not include review of other details on the referenced plans, structural or otherwise that do not directly pertain to geotechnical aspects of construction. Based on our review, it is the opinion of Geocon Incorporated the foundation plans have been prepared in substantial conformance with the recommendations presented in the referenced project soil reports. Should you have questions regarding this review, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Rodney CJvlikesell GE2533 RCM:dmc (2) Addressee (2) Meracon Corporation Attention: Mr. Scott L. Merry (2/del) Nadel Architects, Inc. Attention: Mr. Salvador Arechiga 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 APR-12-2006 WED 07:12 All CITY OF CARSLBAD FAX NO. 760 602 8B5B P, 02 Community Facilities District No, 1 NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you thoroughly understand the options before signing. The option you chase will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before a building permit will be issued. Your signature is confirming the accuracy of all information shown. Name of Owner Telephone "2. (13 StfAV> Address 1 0(i\$\)i) CA . ^J\0*tf City, State Zip Code Project Address Carlsbad, California City, State 9200 S Zip Code Assessor's Parcel Number or APN and Lot Number if not yet subdivided by County Assessor, ' _ CS QG • 7.H _ . Building Permit Nwnber(a) As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1); OPTION (2): I elect to pay the SPECIAL TAX - ONE-TIME One-Time Special Tax: S , as a one-time payment . Amount of " Owner's Initials I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed ,4wenry-five, -(25) years. • Maximum Annual /^Special Tax: $ ^twenty-five. Hy .S& if 'Owner's Initials / I DO HEREBY CERTIFY UNDER PENALTY OP PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF TTTT. fflmMTT rnnPIfllTY A>JD THAT I UNDERSTAND AND WTLT, COMPLYWTH THE PROVISIONS AS STATED ABOVE, Title S-\^£>f. Print Narce Dale The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as lo the accuracy or completeness of this information. 1l O.")^^ X Square Ft. 8/1SP - (pLand Use, FY, Factor &ug> APR-12-2006 WED 07:13 AM CITY OF CARSLBAD FAX NO, 760 602 8558 P, 03 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must ba completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school lea form. Project Name: Building Permit Plan Check Number Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Ola Oo Number of New Dwelling Units Jjquare Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Commercisl/lndusiriai: City Certification of Applicant Information: Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area Ef Date: ed Schoo 5225 El Camino Real Carlsbad CA 92009(331-5 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ict Vista Unified School District 1234 Arcadia Drive ViscaCA 92083 (726-2170) San Marcos Unified School District ZlSMaUWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By_Appt_Only) San Dieguito Union High School Encinitos Union School District District 101 South Rancho Santa Fc Rd 710 Encimtas Blvd. Encinitas, CA 92024 (944-4300 exl 166) Encinitas, CA 92024 (753-6491) Certification ol Applicant/Owners. The parson executing this declaration ("Owner") certifies under penally of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be Incorrect, and that (2) the Owner la the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner, Signature; ki>inrtn.i nunrmn • nnrirmn r 'n UYiuitwviA • t rrSi'ii ffi APR-12-20Q6 WED 07:13 AN CITY OF CARSLBAD FAX NO, 760 602 8558 P, 04 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *»*******»»*»**** a*********** ******** **»* *t*«**«**«»**iM *++*•*****»******»***••***•***#**»**** ******* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, oeing duly authorized by the appliuabla School District, certifies that tho developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER GAYLEN FFEEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAM1NO REAL CARLSBAD, CA 52009 "Us IV Revised 3/30/2006 o_ 34-3^ cr~ i ift % t 3 » * ^<2 * ^ ^UJ X » > ^^^»o o _j w < >£ /iSu -j h ' , t— ? /J3 m p , , — «•O ffl X LJJ ; (1 y 285§ : / 1 (iafifcSSlX 1 ^^2° r^ ^ Ws^S Y -K -V LU o / C* r AQ:P / y . < « D V^ Y£ 1 « Z > (f 1^1 ^ A/18^18 M j-L, A/J ^S .*. ^ ,: ^^ai ±$ w: ^?i#; ^ - cTT ^ o ^i^ ; ^>||iE ^11^^v \.l \. I(^ f~ *$.-^o ^v^ 1^ ^^ ^s ^«fty. V) ^ ^- , ll\ ^s $ « ~^« 4 vi *A '-O* *. V L/1^ \ A S ***$* ^^v ^ ^ * ~k^^f5 -f3 ••° ^ $t"1^ /^ « », "^ oo $ ^ lj -e£ s5 ^ i^> ^ IS 1 AIs ~i RHt ^ l" H T^ , TVy b ^ ^ -t-t* 1 *- ^ $- ^t § . M . \ V ^ ^F \ iq H $J 0 -^j^\^ ^%-o-Tr 1 ^ i ^ ^t^ S:^ 4 ^ £ ^4f <• ^ V -R -t c\ ^ ^ «f\£M^ «3^ -G ^^4 -4 4^4 H _iiL. v -^ • v^ V "T5^"•* ^> ^ ^ ° si .^ 06-22-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR07029 Building Inspection Request Line (760) 602-2725 Job Address: 2173 SALK AV CBAD Permit Type: PCR Parcel No: 2120210200 Lot#: 0 Valuation: $0.00 Construction Type: NEW Reference*: CB060217 Project Title: VENTANA REAL- DEFERRED CURTAIN WALL SUBMITTAL Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Applicant: STEVE LEHMAN 1895GILLESPIEWAY ELCAJON 92020 6192587300 ISSUED 02/09/2007 LSM 06/22/2007 06/22/2007 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 $480.00 $0.00 Total Fees:$480.00 Total Payments To Date:$480.00 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 vou have previously been qiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. Pd£O7 EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #)l/fry-Tra*.Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use / Description of Work , .bCCi>KT/*lNjU)/M-L . FT.#of Stories tt of Bedrooms # of Bathrooms Name Address Contractor Q Agent for Contractor Q Owner City for Owner State/Zip Telephone #Fax* Name Address City State/Zip Telephone 9 Address City State/Zip Telephone #Name , B. CONTRACTOR - COMPANY NAME (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # _ 6. WORKERS' COMPENSATION •'•;•'.:' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) f~l CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. O YES CDNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): _ _ __ _____ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _ __ PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION F08 /VO/MfS/OflV7Mi 8UILDINQ PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES CD NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGfNCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS *U APPUCANTCERTIRCATION . - .-, I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation»In Partnership -with government for (RuiCd/ing Safety DATE: FEB. 15, 2O07 a APPLICANT --Q3JURIS. JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: O6-0217 (REV. # 1) - PCR 07-029 SET: I PROJECT ADDRESS: 2173 SALK AVENUE PROJECT NAME: VENTANA REAL - LOT # 2 ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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: 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: DON Telephone #: 619-232-8424 Date contacted: (by: ) Fax #: -7179 Mail Telephone Fax In Person REMARKS: Curtain wall, deferred submittal package is under this permit. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 2/10 tmsm«.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 ENGINEERING & CONSULTING VENTANA REAL - LOT II BU1LPIN<3 A CARLSBAP, CALIFORNIA VISION SYSTEMS, NO EXCEPTIONS ^ TAKEN D REJECTED D FURKISH A3 Cf-FiRECTi'iD D REVISE AND HESUSM.rr D SUBMIT SPECIFIED ITEM STRUCTURAL CALCULATIONS FOR:.T|iiS'review was performed only for general con- . formance with the design concept of the project ;and general compliance with information given in /AjJJJMINUM CURTAIN KXALL SYSTEM the Contract Documents. Modifications or com- ments made on the shop drawings during this re- view do not relieve contractor from compliance with the requirements of the plans and speraf^iions. Approval of a specific Item does not inclurie approval of the assembly of which the item is a component. Contractor is responsible for: dimensions to be ^confirmed and correlated at the jobsits; information .that pertains solely to the fabrication processes or to the means, methods, techniques, sequences, and ^procedures of construction; coordination of the work of all other trades; and for performing all work in a safe and satisfactory manner. DECEMBER 14, 2OO6 2071 North Collins Blvd. • Suite 100 • Richardso Phone: (972) 644-0640 • Fax: (972) 644-4204 • Email: D E S I G, N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TABLE OF CONTENTS ITEM INSCRIPTION 1 DESIGN ASSUMPTIONS 2 DESIGN CRITERIA 3 2001 CBC WIND LOADS 4 20O1 CBC SEISMIC LOADS 5 MATERIAL SPECIFICATIONS b LATERAL DRIFT ANALYSIS I HORIZONTAL ANALYSES 6 MULLION ANALYSES q SILICONS ANALYSES 10 VARIOUS ANCHOR ANALYSES II MOMENT SPLICE @ CURTAINHALL MULLION 12 SECTION PROPERTIES 13 MISC. REFERENCES PAOE 3 5 1 a q 10 11 iq 16 113 TOTAL 121 Data:12/14/O6 By:JNL Prp|ect VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 DESI<3N ASSUMPTIONS 1. The design wind pressures and seismic loads utilized in this submittal are in accordance u/ith the 2001 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 Splice /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. Class setting blocks are assumed to be located at 1/& points oF span or e>" From glass edge, whichever Is larger, unless noted otherwise. 5. Aluminum mullion and horizontal extrusions have been designed utilizing allowable stresses for e>O63-Te> alloy and temper. See Material Specifications Included within this calculation package for other specified Items. 6>. The concrete compressive strength utilized in the anchor analyses is assumed to be 3OOO psl Normal KSeight at the concrete panel. Please veriFy. 1. The structural integrity oF the structural steel beams. ie> gage metal stud frames, and floor slabs, etc.... to which the curtain wall 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. Dale: 12/13/O6 By: JNL Pix*>ct VENTANA REAL Pag,. ^ or DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 £». The conditions Investigated In tnls package represent the most critical wltnln the system. All other Items Included tuithin the soope of tnls package are considered to have less critical loading conditions and are said to be "OK by comparison" to those analyzed. 1 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 wltn 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 PEG, so that these deviations can be verified for their structural integrity. Dale:12/13/06 JNL Proi6ct VENTANAREAL I""0" E S I G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 WIND LOAD: SEISMIC LOAD: DEAD LOAD: DEFLECTION: PE5K3N CRITERIA VENTANA REAL - LOT II CARLSBAD, CALIFORNIA DESIGN WIND PRESSURES ARE BASED ON REQUIREMENTS AS STATED IN iq<T7 UNIFORM BUILDING CODE 4 2001 CALIFORNIA BUILDING CODE, BASED ON 70 MPH WIND SPEED, EXPOSURE C. AND IMPORTANCE FACTOR, I = 1.00: TYPICAL ZONE: CORNER ZONE: PSF +25.2 PSF, -25.2 PSF PER 200*1 CALIFORNIA BUILDING CODE, BASED ON ZONE 4, AND IMPORTANCE FACTOR, I = 1.00: Fp = 0.5^ * Wp FOR BODY OF THE CONNECTION Fp = 1.76 * Wp FOR ELEMENTS OF CONNECTION y4" THICK 6LASS: 3.25 PSF 1" THICK 6-LASS: 6.50 PSF MISC. ALUMINUM: 2.00 PSF DEFLECTION NORMAL: FRAMING MEMBERS: L/H5 FOR SPANS <= 13-6" L/240 + K" FOR SPANS > 13-6" DEFLECTION AT JAMBS IS NOT TO EXCEED THE DYNAMIC MOVEMENT CAPACITY OF THE SEALANT DEFLECTION IN-PLANE: 1/6" FOR HORIZONTALS UNDER DEAD LOAD 25% OF 6LASS BITE FOR ALL OTHER MEMBERS 1/16" FOR DOOR HEADERS 12/13/06 By:JNL pmiKk VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESSES: THERMAL MOVEMENT: FLOOR SLAB LIVE LOAD DEFLECTION: INTERSTORY DRIFT: THE ALLOWABLE STRESSES FOR FRAMING MEMBERS ARE INCREASED BY 1/3 WHEN CAUSED BY WIND OR SEISMIC LOADING ACTING ALONE OR IN COMBINATION WITH OTHER LOADS. EXPANSION BY 110 DE6REES F CONTRACTION BY 1O DECREES F MAXIMUM VERTICAL THERMAL MOVEMENT: 0.O012S * MAXIMUM UNIT HEIGHT * (110 / \OO) = O.12 in 3/8 in MAXIMUM PER DIRECTION FROM THE STRUCTURAL ENGINEER: As =O.2l in; Am = 1.21 in Date:12/13/06 By:JNL prefect- VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 * Fax (972) 644-4204 XSINPLOAP5 PER 2OO1 CALIFORNIA BUILPIN<5 COPE PROJECT: VENTANA REAL - LOT II LOCATION: CARLSBAD. CALIFORNIA WNDSPEED.V := TO-mph EXPOSURE "C" BUILDIN6- HEICHT = 433 ft qs := 12.6- psf (TABLE 16A-FJ Ce •= 1.331 CTABLE 16A-C; Cq,i.ljn := 1.2tUD CTABLE16A-H; := 1.0 (TABLE 16A-KI , Ptyp := Ce.C^typ-qs-lw Ptyp = 20.12 -psf pcor ;= Ce-^^-' P = 25.16 -psf * USE 20.1 psf TYPICAL ZONE 25.2 psf CORNER ZONE Dl*>: 11/-J/O&•»= JNL pn,j«t VENTANA REAL Page: D E SI G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 5EISMIC LOAP5 PER 2OO1 CALIFORNIA BUILPIN(5 COPE PROJECT: VENTANA REAL - LOT II LOCATION: CARLSBAD, CALIFORNIA Na := 1.0 NEAR-SOURCE FACTOR (TABLE 16A-SJ Ca := OA4-HQ SEISMIC COEFFICIENT (TABLE 16A-OJ ap := 1.0 COMPONENT AMPLIFICATION FACTOR (TABLE 16A-O; Ip := 1.0 IMPORTANCE FACTOR CTABLE 16A-O) h x := 1.O CHEI6-HT OF COMPONENT, ASSUME ROOF HEIGHT; h r := 1.0 CROOF HEIGHT, NORMALIZED; W p := IbF (TRIBUTARY WEIGHT OF COMPONENT; FOR BOE^T OF CONNECTION: COMPONENT RESPONSE FACTOR, R p : = . 3.O APPLIED SEISMIC LOAD, F p := RP Fp= FOR FASTENERS COMPONENT RESPONSE FACTOR, R p := 1.O (TABLE 16A-O) APPLIED SEISMIC LOAD, F p := 4-Ca-lp-Wp Fp= 1.16 Dale: 11/7/O6 JNL VENTANA REAL P»g»: D E S I G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MATERIAL SPECIFICATIONS ALUMINUM: EXTRUSIONS SLEEVES 4 ANCHOR CLIPS (AN<3LES, CHANNELS, ETCJ STEEL: OPEN SHAPES. ANCHOR CLIPS (ANCLES, CHANNELS. ETCJ 6063-T6 6105-T5 ASTM-A36 FASTENERS: THROUGH-BOLTS PRIL-FLEX SCREWS STAINLESS STEEL SCREWS CONCRETE ANCHORS CAP-PLATEP FINISH PER QQr 416E, TYPE II, CLASS I ANP MUST MEET REOUIREMENTS OF SAE J- 423. CRAPE 5 PRIL-FLEX BY ELCO INPUSTRIES WITH STALcSUARP FINISH CNO SUBSTITUTES; 3OO SERIES, COLP-FINISHEP rCONPITION On FY=65 KSI, ANNEALEP; REP HEAP TRUBOLT ANCHORS CSUBSTITUTIONS TO BE VERIFIEP BY PEC, INCj Date:12/13/O6 By:JNL VENTANA REAL Pag.: D E S I G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LATERAL DRIFT ANAL.YSI5 THE FOLLOWING ANALYSES AND ACCOMPANYING COMMENTARY ARE INTENDED TO ILLUSTRATE THE METHOD BY WHICH THE CURTAINWALL SYSTEM, AND ITS COMPONENTS, ACOMMODATE THE INTERSTORY DRIFT. MOVEMENT AT GLAZED LITE ON ELEVATION V/E-g>: AS WITH THE CAPTURED LITE, THE MOVEMENT IS ACOMMODATED BY ALLOCNINC THE 6LASS TO ROTATE WITHIN THE FRAME. A SLIDING RACE IS UTIULIZED AT THE 6LAZINC BEAD WERE THE 6LASS ATTACHES TO THE MULUION TO ALLOW THE CLASS TO SLIP VERTICALLY ON THE MULLION AND TILT UP INTO THE 6LAZIN6 POCKET AT THE HEAD. THE DECREASE IN THE DISTANCE BETKNEEN THE VERTICALS UNDER DEFORMATION IS NE6LKS-ABLE. MAXIMUM INTERSTORY DRIFT, Am := 1.21 • in FLOOR TO FLOOR HEIGHT, H := 13.5-ft MAXIMUM GLASS HEIGHT, h := 11.125-in MAXIMUM GLASS WIDTH. b := 16.5- in SETTING BLOCK DIMENSION,A"VV* rt d = 66.cl3&in u MAXIMUM MOVEMENT @ GLASS, Ag := — -AmH V *-* = O.531 in MAXIMUM GLASS UPLIFT AT CORNER,Ay = O.5in DEPTH OF GLASS POCKET AT HEAD = 0.625 in > Ay = 0.5 in C\K CHANGE IN DISTANCE BETWEEN VERTICALS @ MAXIMUM DISTORTION: (RADIANS;B = 0.001 x := cos(0)-b x = -76.4q2>in CHANGE IN WIDTH, Ab := b - X Ab = O.OO21 in O.K Date:12/13/06 By: •^H JNL •^^^^^^^ Proiect VENTANA ^^^^^•••••H REAL Paoe: /£p o, DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEV.: V/E-S; PTL.: 1/D-2S •76 1/2" SPAN TYPICAL HORIZONTAL @ CURTAINmLL ON ELEV. V/E-& K4INPLOAP = 25.2 psf — TRIB. J^IIPTH = 11.125V24" HORIZONTAL PE5ORIPTION: TYPICAL HORIZONTAL MATERIAL: 6O63-T6 ALUMINUM 2Q *-5-- Ts § -sr- W60-DOWJI W6(WX)7 HORIZONTAL Data:11/14/O6 By:JNL Pr^ecfc VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEV.: V/E-8; DTL.: 1/D-2S 16 1/2" SPAN TYPICAL HORIZONTAL ® CURTAINmLL ON ELEV. V/E-8> WINDLOAD = 25.2 psf — TRIB. WIDTH = 11.125V24" HORIZONTAL DESCRIPTION: TYPICAL HORIZONTAL W6O-DO6-UI MATERIAL: 6O63-T6 ALUMINUM -Ul HORIZONTAL SECTION PROPERTIES: REF.: FA6-E -4 e-Ixx = 4.1O6- in4 Sxxmjn = 1.356-in3 AREA = 1.32^-in2 lyy =O.-p&i mm Ryy , O. in3 in HORIZONTAL SPAN AND PEAP LOAD LOCATION; Module = 16.5- in W = 2.25- in L = Module - W L = 14.25 • in (Transom Actual Length; ("Distance Between Centerline of Vertical Mullions and Vertical Mullion XXidth; La = —a a = 1 • in (Setting Block Location.) 6LASS SIZES; WINDOW ABOVE: H {. = 11.125- in f<3lass Height Above; ts1.O-in (<Slass Thickness; Height Below) BELOW: H b = 24- in LOADS: p = 6.5-pSf = 25.2-p5f C^lass Weight; CMaximum is Negative KXind Load; L/8 1/8 \\ \\\\ 76 1/2" •OO CNl 11/14/O6 JNL Pn*ct: VENTANA REAL Pag.:of DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd » Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 PEAP LOAD ANALYSIS: Rd| = 123-IbF Md| = 1140 -in-IbF DEAD LOAP DEFLECTION CHECK: 5 — ^^ 1 ^id IKI *^J I — ^J I jt^l III ^^ = 0.06^ • in C@ Mid Span of Transom; C@ setting Block Location) ** FOR 1/S" LIMIT -- DEFLECTIONS SAY O.K. ** BENPIN6> STRESS PUE TO PEAPLCW? : M Fby :=dl Fby = 32»3S> -psi min CHECK LOCAL BUCKLING: b := 2.312-in t .-= 0.0^4-in t Fby .-= Fby = 23 C6063-T6. SPECIFICATION 'b'ksi fby = 3£>3fi>-psi O.K. LOAD ANALYSIS: M^j = 4314 -in- IbF KXINP LOAP DEFLECTION CHECK: ^5 = 0.051 -in [ L/" = 1250 ]** PEFLECTION O.K. ** ***'• 11/14/O6 JNL VENTANA REAL /£ DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 BENPIN<3 STRESS DUE TO fbX :=Sxx fbx = 3225 • psi mm CHECK LATERAL-TORSIONAL BUCKLING UNBRACED LENGTH, Lb := L l_b = 14.25 • in Lb—- = 125 > Fbx1 :=kSi (6063-T6, SPECIFICATION Fbx1 => fbX = 3225 -psi CHECK LOCAL SUCKLING ; b := 2.25-in t .-= O.O~lQ-\r\ b > 12 (6P63-T6, SPECIFICATION Fbx2 :=152 ksi Fbx2 = 5261-psi > fbX = 3225-psi STRESS INTERACTION: O.K. O.K. 1.OO INTERACTION O.K. Fby Fbx2 °*": 11/14/O6 By: JNL ***** VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEV.: V/E-&; DTL.: 1/P-42 1/2" SPAN DOOR HEAP HORIZONTAL ® CURTAINJ*IALL ON ELEV V/E-& WNDLOAP = 25.2 psf - TRIB. WIDTH = 1O.25"/c16.e'l5" HORIZONTAL PE5CRIPTION: ALUMINUM TUBE 2" X 4 1/2" X 1/S" MATERIAL: 6O63-T6 ALUMINUM THERMALBONDV-2106XJ75 1' X 1 1/T X 1/8' ALUM ANGLE (SET IN SEALANT) THERMALBONO V-2106 X 500 V X 1" X W ALUM ANGLE (SET IN SEALANT) SIOXIG-FHSMSV (PLTD) 4 /HEADER I 1 1/T X 1 1/2" XW ALUM ANGLE X 4' LONG. ATTACH W/ (2) *10X 1/T PHSMS-B'(PLTD) #10X1/2-FHSMS"Bp (PLTO)24'O.C. HORIZONTAL TO VERTICAL BEDDING SEALANT ALUM TUBE DOOR HEAD § TRANSOM Date:11/14/O6 By: JNL Project VENTANA REAL P8fl.: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS ELEV.: V/E-S; DTL.: 1/D-42 ie 1/2" SPAN POOR HEAP HORIZONTAL & CURTAINWALL ON ELEV V/E-& WINDLOAD = 25.2 p&F — TRIB. WIDTH = 1O.25"/^6.£>75" HORIZONTAL DESCRIPTION: ALUMINUM TUBE 2" X 4 1/2" X 1/£>" MATERIAL: 6O63-T6 ALUMINUM Ixx = 3.q<=l3-in4 2" X 4 1/2" X 1/S" ALUMINUM TUBE SECTION PROPERTIES: REF.: FA6E lyy = 1.1O2-in4 Ea)s1.O-1O 3 . 3in Suu • H 1102' in = 1.563-in2 Ryy =0.£>40-in HORIZONTAL SPAN AND DEAD LOAD LOCATION: Module s 76.5- in w = 2.25-in L = 74.25 • in (Transom Actual Length; (Distance Between Center-line of Vertical Mullions and Vertical Mullion L ^ Module - La = ~S> a = q • in 6LASS SIZES: WINDOW ABOVE: H £ = 10.25- in f^lass Height Above; t s 1.0- in ft&lass Thickness; WINDOW BELOW: H s q6.&75- in (Slass Height Below.) (Setting Block Location) L/8 L/8 ^ .-.- P / LOADS; Ui p a 6.5-fc&lass height; (Maximum is Negative Hind Load; \\ \ \ oo CT) IB 1/2" Data:11/14/06 By:JNL Pr*ct VENTANA REAL D E S I G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 PEAP LOAD ANALYSIS: Mdj = 164-ln-lbF PEAP LOAD DEFLECTION CHECK: 8 = O.CW-in < 1/16" 5 g|as>s = (2.004 • in (@ Mid Span of Transom; (@ Setting Block Location) ** FOR 1/16" LIMIT -- DEFLECTIONS O.K. ** BENPIN6 STRESS PUE TO PEAPLOAP : M Fby -.=dl fby = 143 -psi min CHECK LOCAL BUCKLING: b := 4.5-in t := 0.125-in 23t Fby -.= Fby = (6063-T6, SPECIFICATION ksi > Fby = 14^-psi O.K. KSINP LOAD ANALYSIS: LOAP DEFLECTION CHECK: - O.O5-\n L/" = 14&5 ** DEFLECTION O.K. ** Date: 11/14/O6 JNL Proiect VENTANA REAL Page: ofn DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 « Richardson. Texas 75080 • Phone (972) 644-0640 * Fax (972) 644-4204 BENPIN6 STRESS PUE TO I^INPLOAP: fbX : =Sxx fbx = 2O26 • p5i mm CHECK LATERAL-TORSIONAL BUCKLING UNBRACED LENGTH, Lb := L Lb = 14.25-m a •= 2.oo-\n b := 4.5O-in t! := O.125-in t2 := 3-t2 ^ b-t1 - t2 - = 153 > 130 C6O63-T6, SPECIFICATION 14j lyy-J Fbx1 := FbXl = 16.T - O.14O- -psi mm •ksi /lyy-J fbx = 2O26 • psi O.K. CHECK LOCAL BUCKLING ; b := 2.O-in t := O.125-'in < 235,16t Fbx2 -.= 15- STRESS INTERACTION: !5i . ^L . 0,5 C6063-T6. SPECIFICATION fbx = 2026-psi O.K. 1.OO INTERACTION O.K. Date:11/14/O6 By:JNL VENTANA REAL Pafl«: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULUQN ANALYSIS SUMMARY ELEV.: AA/E-1; PTL.: 5/P-35 SEGMENTED MULLION @ CURTAINkNALL ON ELEVATION AA/E-1 = 25.2 psf — TRIB. KSII7TH = 51V51" MULLION PE5ORIPTION: T/NO-PIECE MULLION MATERIAL: 6O63-T6 ALUMINUM DIMENSIONS ^/ > SYMVETRICAL /^~-^4 ABOUTUNE / \ /Ttf r\\j •> (\ "tf CONTINUOUS v. SEALANT ^ i *" ^ -» Lc^> «> — , \ \ft,.. ,. — i i« \ \ ^\\1 wewuffxj ~i LJ — — : S8W -DLO- SEGMENTED MULUON -DM 4 =3/8-7 * 11/14/O6 By:JNL Pl*ct VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: AA/E-1; PTL.: 5/P-35 SE6MENTEP MULLION O CURTAIN/HALL ON ELEVATION AA/E-1 WNDLOAD = 25.2 psf — TRIB. WIDTH = 51Y51" MULLION DESCRIPTION: TWO-PIECE MULLION kN6O-M11 + kN6O-M18> MATERIAL: 6O63-T6 ALUMINUM MULLION SECTION PROPERTIES: REP.: PA6E ixxMn := l.5OO-in3 S := O.142-in3 AreaMn := 1.104- in2 Ryy Mn := (9.3^2-in MODIFIED IAI6O-M13 MULLION SECTION PROPERTIES: REP.: PA6E lxxM1s := 4.606-in4 s» 5xxM1g> := Area M1O .-= lxxmuM := lxxMn + lxxM1s lxxmull = 3-554-in ^xx mull := Sxx M1"I + Sxx M12> Sxx mull = : 'yymuii:= 'yyMn+ 'yyMi& "y«muii= o.4&i-\i\* a := 2.OOO-\n t1 := b -.= 5.<963-in t2 := o.125-in a-t2 -H b-tl - t22 - tl2 Date:11/14/06 By:JNL-Proiect VENTANA REAL Page: D E S I G N ENGINEERING A CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 KWDLOAD ANALYSIS : UNIFORM LOAD, LU := DEFLECTION SUMMARY : MAX. DEFLECTION = 0. IbF25.2-psF-5l-in LU = a.q —K in 33S in CL/431. L = 141 1/£> in; O.K. STRESS SUMMARY - MULLION XX60-M11 : MAXIMUM MOMENT, MX := 13134- in- IbF MX /|XXM1 Fbx SxxMn ^lxxmu 7 Fbx = 602>l-psi HI/ CHECK LATERAL-TORSIONAL BUCKLING UNBRACED LENGTH, L | > / Fbx - 16 T 0140- I Fbx = 13343 -psi CHECK LOCAL BUCKLING b -.= 0.142- in t -.= - = 6 < 1.2 t Fbx = 15-ksi Fbx = 15000 -psi Dato: 11/14/O6 By: JNL .b := 11.5- in > 130 C6063-T6, SPECIFICATION 14; \ 2-L|,p-SxxmL)|| • ksi I > Fbx = 60&1 • psi O.K. ; 0.125- in C6063-T6, SPECIFICATION 15; > Fbx = 60S1-psi O.K.i ~° "— •-• •" **** VENTANAREAL Pa8>: ^, | « DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION W6O-M1& MAXIMUM MOMENT. MX = 1T7&4 • in-lbF r MX / lxx M1£»Fbx -.= Sxx M1e I Ixx muH Fbx =-psi CHECK LATERAL-TOR5IONAL BUCKLING UNBRACED LENGTH, Lb := "71.5-in 2-Lb-Sxxmu|, = 3S&13O , SPECIFICATION 14) Fbx : = \ 2-Lb-5xxmu,| ksi Fbx = 13*143-psi fbx =-psi CHECK LOCAL BUCKLING b := 1.a^5-in t := O.125-In - = 15 > 12 t . C6063-T6. SPECIFICATION Fbx :=152 •ksi Fbx = 1(9026 -psi Fbx =-psi O.K. .K. 11/14/O6 By: JNL Project VENTANA REAL VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 13:28 File: Mull AA E-l.cbm SEGMENTED MULLION ON ELEVATION AA/E-1, DETAIL 5/D-35 By: JNL UNIFORM W.L. = 25.2psf X 51' = 8.9#/" Max. Max. Max. Beam Span Deflection * Positive Negative Moment * Moment = Results -0.3375 15440" -19784" • * * (Span (Span (Span 1, 1, 2, 9 9 9 66 59 0 .54") .15') .00") Span 1 2 Member Information Length (in) I(in*4) S(in*3) 147.875 111.125 8.554 8.554 3.288 3.288 B(psi) l,0e+007 l.Oe+007 Span 1 2 Distributed Load Hl(f/in) W2(#/in) 8.900 8.900 8.900 8.900 Information XI (in) X2(in) 0.000 0.000 147.875 111.125 Support Reactions Joint Pounds 524 1464 316 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: softwareearcwallsys.com VENTANA REAL - LOT II Cbeaxn 2002 DEC, Inc. 11/14/2006 13:36 File: Mull CC E-3.cbm SEGMENTED MULLION ON ELEVATION CC/E-3, DETAIL 4/D-36 By: JNL UNIFORM W.L. = 20.1ps£ X 44.5" * 6.2#/" Max.Span Deflection Beam s Cantilever Deflection « Max. Max. Positive Moment Negative Moment s X Results -0 0 .2220" .1242' 9511'f -17006"* (Span (Span (Span (Span 2, 4, 1, 2, 9 9 9 9 89 46 55 0 .82") .00") .45 .00 *) ") Member Information Span 1 2 3 4 Length (in) 147.875 108.875 53.125 46.000 Kin*4) 7.761 7.761 7,761 7.761 S(inA3) 2.892 2.892 2.892 2.892 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Distributed Load Span 1 2 3 4 Wl(#/in) 6.200 6.200 6.200 6.200 W2((f/in) 6.200 6.200 6.200 6.200 Information XI (in) 0.000 0.000 0.000 0.000 X2(in) 147.875 108.875 53.125 46.000 Joints Free to Displace Free Joints - Support Reactions Joint Pounds 343 1140 723 Ii ^pNB 4 R 00 R «0K Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span Ho. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 343.41 0.0 0.0000 0.0 2 O.OOL 0.00 566.68 VENTANA REAL - LOT II Cbeam 2002 DEC, Inc . 11/14/2006 13«36 File: Mull_CC_E-3 .cbm 0.10L 14.79 251.73 4400.3 -0.0771 1521.6 0.10L 10.89 499.18 -17005.7 -11203.4 0.0000 -S880.2 3 O.OOL 0.00 -108.34 7945.1 -0.1999 2747.3 4 O.OOL 0.00 285.20 -6559.6 0.0000 -0.0119 -3873.9 0.10L 5.31 -141.28 7282.1 -0.1868 2518.0 0.10L 4.60 256.68 -5313.3 0.0161 -2268.2 -1837.2 0.20L 29.58 160.05 7444.9 -0.1421 2574.3 0.20L 21.78 431.68 -6136.0 -0.0409 -2121.7 0.20L 10.63 -174.22 £444.0 -0.1711 2228.2 0.20L 9.20 228.16 -4198.1 0.0307 -1451.6 0.301 44.36 68.36 9133.7 -0.1864 3158.3 0.30L 32.66 364.17 -1803.6 -0.0795 -623.7 0.30L 15.94 -207.16 5431.0 -0.1530 1877.9 0.30L 13.80 199.64 -3214.2 0.0441 -1111.4 0.401 59.15 -23.32 9466.8 -0.2053 3273.4 0.40L 43.55 296.67 1793.9 -0.1209 620.3 0.40L 21.25 -240.09 4243.0 -0.1330 1467.2 0.40L 18.40 171.12 -2361.5 0.0567 -816.5 0.50L 73.94 -115.00 8444.1 -0.1979 2919.8 0.50L 54.44 229.17 4656.4 -0.1596 1610.1 0.50L 26.56 -273.03 2880.0 -0.1114 995.9 0.50L 23.00 142.60 -1639.9 0.0686 •567.0 0.60L 88.72 -206.68 6065.7 -0.1670 2097.4 0.60L 65.33 161.67 6784.0 -0.1913 2345.8 0.60L 31.88 -305.97 1342.1 -0.0888 464.1 0.60L 27.60 114.08 -1049.5 0.0801 -362.9 0.701. 103.51 -298.37 2331.5 -0.1193 806.2 0.70L 76.21 94.16 8176.7 -0.2128 2827.4 0.70L 37.19 -338.91 -370.9 -0.0657 -128.2 0.70L 32.20 85.56 -590.4 0.0913 -204.1 0.801. 118.30 -390.05 -2758.5 -0.0654 -953.8 0.80L 87.10 26.66 8834.4 -0.2219 3054.8 0.80L 42.50 -371.84 -2258.8 -0.0427 -781.1 0.80L 36.80 57.04 -262.4 0.1023 -90.7 0.90L 133.09 -481.73 -9204.2 -0.0196 -3182.6 0.90L 97.99 -40.84 8757.3 -0.2175 3028.1 0.90L 47.81 -404.78 -4321.7 -0.0206 -1494.4 0.90L 41.40 28.52 -65.6 0.1132 -22.7 l.OOL 147.88 -573.41 -17005.7 0.0000 -5880.2 l.OOL 108.88 -108.34 7945.1 -0.1999 2747.3 l.OOL 53.13 -437.72 -6559.6 0.0000 -2268.2 l.OOL 46.00 0.00 0.0 0.1242 0.0 For questions on Cbean, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: softvrare9arcwallsys.com VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 13:36 File: Mull_CC_E-4 . cbm SEGMENTED MULLION ON ELEVATION CC/E-4, DETAIL 4/D-36 By : JNL UNIFORM W.L. = 20.1psf X 44.5" » 6.2#/" Beam Results Max. Span Deflection Cantilever Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment •0.4717' (Span 2, 9 81.00") 0.3109" (Span 1, « 0.00") 0.3159" (Span 3, 9 46.00") 14548*1 (Span 2, 9 81.00") -6560"! (Span 2, 9 162.00") Member Information Span Length(in) I(inA4) S(in*3) E(psi) 1 40.250 2 162.000 3 46.000 7.761 2.892 l.Oe+007 7.761 2.892 l.Oe+007 7.761 2.892 l.Oe+007 Distributed Load Information Span Wl(f/in) H2 (ft/in) XI (in) X2(in) 1 6.200 2 6.200 3 6.200 6.200 0.000 40.250 6.200 0.000 162.000 6.200 0.000 46.000 Joints Free to Displace Free Joints 1 4 Support Reactions Joint Pounds 2 742 3 797 For questions on Cbeam, a Windows-based program, contacts- Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software6arcwallsys.com ^S § 3 1 w *" v $ •-I ^^ ^ ^^ \ ^ Maximum distributed load value shown only, see distributed load table for detailed information. VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 13:35 File: Mull CC E-5.cbm SEGMENTED MULLION ON ELEVATION CC/E-5, DETAIL 4/D-36 By: JNL VAX.Span Deflection Beam X Cantilever Deflection = Kax. Kax. Positive Moment Negative Moment 3 S Results •0 0 .1092" .0612" 7221"# -5022«# (Span (Span (Span (Span 2, 1, 2, 1, 9 9 9 9 58 0 63 40 .34") .00") .90") .25") Span 1 2 Member Information Length(in) I(inA4) S(inA3) 40.250 111.125 7.761 7.761 2.892 2.892 B(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl (It/in) W2(#/in) 6.200 6.200 6.200 6.200 Information XI (in) X2(in) 0.000 0.000 40.250 111.125 Joints Free to Displace Free Joints - 1 Support Joint 2 3 Reactions Pounds 639 299 § ^ xj « *~< Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contacts- Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software9arcwallsys.com DESIGN ENGINEERING CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: AA/E-1; DTL.: 2/P-35 SEGMENTED MULLION e OURTAINKSALL ON ELEVATION AA -1 WINDLOAD = 20. 1 psf -- TRIB. MULLION PE5CRIPTION: Tl^O-PIECE MULLION MATERIAL: 6O63-T6 ALUMINUM DIMENSIONS SYMMETRICAL ABOUT LINE 191.4 1/4-20 X 3 3/4' HHMB VW NYLOCK— > HEAD AND SILL LOCATIONS AND (1) AT SPANDREL AREAS / 11uM . Aii?\X. 1 — w- i |_W60-M17 ' .«-,i |§)4 iHFQ .£: -DLO- 7/32-—,[• / DIM- SEGMENTED MULLION Dale:11/14/06 By:JNL Pr*ct VENTANA Pag.: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: AA/E-1; PTL.: 2/P-35 5E6MENTEP MULLION @ CURTAINWALL ON ELEVATION AA/E-1 WINPLOAP = -20.1 psf — TRIB. WIPTH = 4T/4T MULLION PESCRIPTION: TWO-PIECE MULLION W6O-MH + KS6O-M1S fMOPj MATERIAL: 6O63-T6 ALUMINUM KS6O-M1T MULLION SECTION PROPERTIES: lxx Mn := (2.142- in3 AreaMn .-= l.1£»4-in MOPIPIEP 1^6O-Mia MULLION SECTION PROPERTIES: lxxM16 := 4.606- in4 AreaM1£) .-= 1.3O4-in2 REF.: PA&E /<?/ REF.: PA6E Eg, .-= L lxx := lxxmu,,wn lxx M1& Sxx mul,:= Sxx Mn "xx mull XSINPLOAP ANALYSIS : UNIFORM LOAP, W = 2O.1-psF-4«l-in PEFLECTION SUMMARY : MAX. DEFLECTION = O.25& in CL/5T3, ttW = 6.6 Vof-7- m O<. 11/14/O6 By:JNL pr*ct VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION MAXIMUM MOMENT @ ANCHOR POINT, MX1 -.= 15116-In-IbF Fbx1 :=MX1 Ixx MH\Fbx1 = 4651 -psi5xxMn \lxxmu||y MAXIMUM MOMENT @ WITHIN SPAN, Mx2 := m«n- in- IbF MX2 /lxxMn\Fbx2 ;=sxxMn \ixxmu,,y Fbx2 = 3630-psi CHECK LATERAL-TOR5IONAL BUCKUN6 UNBRACED LEN<3TH. Lb := 6=1.25-in MIT FbX : = = 1T7 8>-\OOO (6063-T6, SPECIFICATION 11) Fbx = 3in-psi Fbx2 = 363O • psi CHECK LOCAL BUCKLING b := O.742-in t := O.125-ln b = 6 Fbx := 15-ksi 7.2 C6O63-T6, SPECIFICATION Fbx =-ps'l Fbx1 = 4651 -psi O.K. (9.K. 11/14/O6 JNL VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION MAXIMUM MOMENT @ ANCHOR POINT, Mx1 = 15116 • in- IbF MX1 /|XXM1S\Fbxl :=fbxl = 4552 -psi SXX^ip, \ IXXmujj / MAXIMUM MOMENT @ WITHIN SPAN, MX2 = 1H«n • in- IbF fbx2 -.=MX2 / lxx M1£> 5xxM1S> \lxxmull Fbx2 = 3553-psi CHECK L.ATERAL-TOR5IONAL BUCKLIN<3 UNBRACEP LENGTH, Lu := 63.25- in Ryy Fbx := = 14& &1OOO (6063-Tb, SPECIFICATION 11; •ksi- Fbx = 52cJ£>-psi Fbx2 = 3553 • psi CHECK LOCAL BUCKLING b := 1.£>q5-in t ;= O.125-in b = 15 FbX :=152 12 •ksi C6O63-T6, SPECIFICATION Fbx = 1OO26-psi fbxl = 4552-psi O.K. O.K. Date:11/14/06 By.JNL pn*K* VENTANA REAL Page: VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 16»55 Files Mull AA E-l TYP.cbm SEGMENTED MULLION ON ELEVATION AA/E-1, DETAIL 2/D-35 By: JNL UNIFORM W.I,. = 20.1psf X 49" = 6.8#/" Beam Results Max. Span Deflection Max. Positive Moment Max. Negative Moment -0.2579" (Span 1, 0 66.54") 11797"* (Span 1, 9 59.15") -15116"* (Span 1, « 147.88") Span 1 2 Member Information Length(in) I(inA4) S(in*3) !(psi) 147.875 111.125 8.554 8.554 3.288 3.288 l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl(*/in) W2 (ft/in) 6.800 6.800 £.800 6.800 Information XI (in) X2(in) 0.000 0.000 147.875 111.125 Support Reactions Joint Pounds 401 1119 242 II SO Maximum distributed load value shorn 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: software3arcwallsys.com DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: V/E-&; PTL.: 1/P-31 SPLIT MULLION @ 6URTAINKW.L ON ELEVATION V/E-3 P1INPLOAP = 20.1 pSf -- TRIB. KNIPTH = 36.75V76.5" MULLION PE5CRIPTION: THO-PIECE MULLION i^6O-P16-M + MATERIAL: 6O63-T6 ALUMINUM W10-TRS-CLPALUM TRANSFER aiPX 41 LONG 24'O.C. MAX. CONTINUOUS STRUCTURAL SILICONEOVER BONO-BREAKER MULLION ale: 11/14/O6 By.JNL VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: V/E-S; PTL.: 1/P-37 SPLIT MULLION & CURTA1NKW-L ON ELEVATION V/E-& niNPLOAP = 20. 1 psf — TRIB. XSIPTH = 36.75Y76.5" MULLION PESGRIPTION: TWO-PIECE MULLION W6O-P16-M + W6O-P16-F MATERIAL: 6063-T6 ALUMINUM KN6O-P16-M MALE MULLION SECTION PROPERTIES: REF.: FA6E lxxM := 2.5S1-in4 lyy M := a324-in4 Ea) := 1.CM0 5xxM := 1.172- in3 5yyM := O.235-in3 AreaM := i.oo&-in2 ^M := <^-56"7'in KS6O-P16-F FEMALE MULLION SECTION PROPERTIES: REF.: PA<s-E /// lxxF .-= 2.O3&-in4 lyyF .-= O.O5T-in4 Ea) := LO-lO Sxxp := O.&qo-in3 SyyF := O.O75-in3 AreaF := O.&32-in2 Ryy F := O.261-in ixx mu,| - Ixx M ^ Ixx F Ixx mu|, = 4.6W • in4 Sxxmu,| ;- SXXM ^ Sxx-p Sxxmu,| = 2.062 -in3 tNINPLOAP ANALYSIS : „ / 36.75- in -h 76.5- in \UNIFORM LOAP, il» := 20.1 -psf- - ^— ^=7.^ PEFLECTION SUMMARY : <. E7EFLEGTIC?N = C?.^62 in CL/174J ^~ L/24O + 1/4 in = <9.347 in 5AY O.K. Dale:11/14/O&JNL Plc)ect VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MALE MULL-ION kN6O-P16-M: MAXIMUM MOMENT, MX := 21O£>4-in-lbF fbx MX / |XXM \ M ixxmu,,;FbxM = 1OO52 -psi CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LENGTH. Lb := 24-in =42 (6O63-T6, SPECIFICATION 11; Fbx := 16/7 - O.O-73- Fbx = 1361O-psi •ksi fbx M CHECK LOCAL BUCKLING: b •= 0.121 -in t := 0.0^4- in t Fbx := > 7.2 — f C6O63-T6, SPECIFICATION ksi Fbx = 142>5O-psi > FbxM = 1OO52-psi O.K. O.K. STRESS SUMMARY - FEMALE MULLION KM6O-P2O-F: MAXIMUM MOMENT, MX = 21O&4 • in-lbf IXX Fbx MX SxxF lxxmuN FbXp = 1O452-psi JN1_VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LEN6-TH, = 12 < 14 -.= 24- in / - f 16.1 - 0.Fbx Fbx = 13316 -psi 013 (6063-T6, SPECIFICATION 4-3 fbx M =-psi CHECK LOCAL BUCKLING: b ;= 0.111-in t := 0.110-in - = 1.2 = 1.2 (6063-T6, SPECIFICATION 15; Fbx .-= 15-ksi Fbx = l5OOO-psi FbXp = 10452-psi O.K. O.K. « 11/14/06 JNL VENTANA REAL VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 13:26 File: Mull V E-8.cbm SPLIT MULLION ON ELEVATION V/E-8, DETAIL l/D-37 By: JNL UNIFORM W.L. = 20.1psf X (36.75" + 76.5") = 7.9#/« Max. Max. Max. Beam Span Deflection = Positive Moment = Negative Moment * Results -0.9620" 18124»# -21084"* (Span (Span (Span 1, 1, 2, e 0 9 75 66 0 .32") .95") .00") Span 1 2 Member Information Length(in) I(in*4) S(in*3) 167.375 102.125 4.619 4.619 2.062 2.062 B(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl (If/in) W2(#/in) 7.900 7.900 7.900 7.900 Information XI (in) X2(in) 0.000 0.000 167.375 102.125 Support Reactions Joint Pounds 535 1397 197 §ts 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: software9arcvallsys.com VENTANA REAL - LOT II Cbeaxn 2002 DEC, Inc. 11/7/2006 13:13 File: Mull_W_E-9.cbm SPLIT MULLION ON ELEVATION W/E-9, DKTAIL l/D-37 By: JNL Max. Max. Max. Bean Span Deflection = Positive Moment » Negative Moment = Results -0.7482 15945" -19584- n f * (Span (Span (Span 1, 1, 2, 9 « 9 71 63 0 .27") .35") .00") Span 1 2 Member Information Length (in) I(inA<) S(inA3) 158.375 111.125 4. 619 4. 619 2.062 2.062 E(psi) l.Oe+007 l.Oe+007 Distributed Load Span Wl(#/in) W2(#/in) 1 7.900 2 7.900 7.900 7.900 Information XI (in) X2(in) 0.000 0.000 158.375 111.125 Support Reactions Joint Pounds 502 1364 263 X <4 Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact; Architectural Nail Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: softvare9arcwallsys.com ESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: V/E-8; PTL.: IN5IPE CORNER MULLION @ CURTAINKHALL ON ELEVATION V/E-S WINDLOAD = 2O.1 psf — TRID. WIDTH = 3T/2 = R5" MULLION DESCRIPTION : MULLION MATERIAL: 6O63-T6 ALUMINUM 1 FORMED ALUM FACE (PANT TO MATCH) &S&JXI -* f t *f 1 ' G> DIM- INSIDE CORNER .090 THICK X CONTINUOUS FORMED ALUM CLOSER (SET N STRUCTURAL SHJCONE) 11/rXII/rXI/TALUM ANGLE X 41/T LONG W/ WWXI/rPHSMSTYPE-B AT HEAD AND SU. (SHOWN THIS SIDE ONLY FOR CLARITY) MITER HEAD AND SILL ATCORNER .090 THICK X CONT FORMED ALUM CLOSER (SET IN SEALANT) WX3WXW ALUM ANGLE X CONT. (SET IN SEALANT) i—*10X1/2'FHSMS'B' 18* O.C. (SEAL HEADS) 1—CONTINUOUS SEALANT 1/4'X11/rPHSMS'A* ASSEMBLY-FASTENERS AT INTERMEDIATE HORIZONTALS (SHOWN THIS SDE ONLY FOR CLARITY) Data:12/14/06 By:JNL Project VENTANA REAL P«8»: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: V/E-&; DTL.: U2/D-31 INSIDE CORNER MULLION O CURTAINKSALL ON ELEVATION V/E-& WNDLOAD = 20.1 psf — TRIB. WIDTH = 3T/2 = 11.5" MULLION DESCRIPTION: MULLION KS6O-D16 MATERIAL: 6063-T6 ALUMINUM KN6O-D16 MULLION SECTION PROPERTIES: REF.: PA6E Ixx := 1.q5S-in4 lyy := 0.160- in4 Ea) := L Sxx := O.&5q-in3 Syy := 0.114-in3 Area := 0^12-in Ryy := OAl3-'m WINDLOAD ANALYSIS : IbFUNIFORM LOAD, IU := 2O.1-psF-11.5-in lU = 2.T in DEFLECTION SUMMARY : MAX. DEFLECTION = 0.T76 in fL/215, L = 16T 3/& in; < L/24O + 1/4 in = 0.141 in Data:11/14/06 By:JNL proiKt VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION MAXIMUM MOMENT, MX := 12O6-in-lbf MXFbx := £>XX fbx = 2>3£>q-psi CHECK LATERAL-TOR5IONAL BUCKLING UNBRACEP LEN6TH, Lb := 18>-in fSPACiN6- DISTANCE BETKCEN Lb Ryy Fbx L, 16.1 - O.O13- Fbx = 13^22-psi > CHECK LOCAL BUCKLING -=11 t 1.2 Fbx := FbX = 12<W7-pSi - O.541-- -ksi -T6. SPECIFICATION ksi Fbx =-psi C6063-T6. SPECIFICATION fbx = O.K. O.K. 11/14/O6 JNL VENTANA REAL VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 13:19 File: MullCor_V_E-8.cbm INSIDE CORNER MULLION ON ELEVATION V/E-8, DETAIL 1&2/D-39 By: JNL UNIFORM W.L. = 20.1ps£ X 39"/2 = 2.7#/" Max. Max. Max. Span Deflection Positive Moment Negative Moment Beam S > S Results -0.7756" 6194"* -7206"# (Span (Span (Span 1, 9 1, 9 2, 9 75 66 0 .32") .95") .00") Span 1 2 Member Information Length (in) I(inA4) S(inA3) 167.375 102.125 1.958 1.958 0.859 0.859 E(psi) l.Oe+007 l.Oe+007 Span 1 2 Distributed Load Wl (If/in) W2(#/in) 2.700 2.700 2.700 2.700 Information XI (in) X2(in) 0.000 0.000 167.375 102.125 Support Reactions Joint Pounds 183 477 67 I Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeain, a Windows-based program, con-tact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software9arcwall8ys.com DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 « Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: BBL/E-10; DTL.: 6/P-36 SPLIT MULLION g> CURTAINtNALL ON ELEVATION BBL/E-1O JNINDL0AD = 25.2 psf -- TRIB. KSIPTH = 55.-/5"/55" MULLION PE5CRIPTION: TKSO-PIECE MULLION KS6O-M16-M MATERIAL: 6O63-T6 ALUMINUM f\ -W10-TR&CLPALUM TRANSFER aPX 4" LONG 24'O.C.MAX -CONTINUOUS STRUCTURAL SILICONECVER BOND-BREAKER TR-11924W7 -DLO- f/8"--1/T- -21W- -7/8"- -DLO- MULLION 11/14/06 By:JNL VENTANA REAL Peg*: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd* Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 « Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: BBL/E-10; PTL.: 6/P-36 SPLIT MULLION @ CURTAINKSALL ON ELEVATION BBL/E-1O KSINDLOAD = 25.2 psf — TRIB. WIDTH = 55.15"/55" MULLION DESCRIPTION: TWO-PIECE MULLION KS60-M16-M + W60-M16-F MATERIAL: 6O63-T6 ALUMINUM KS6O-M16-M MALE MULLION SECTION PROPERTIES: REF.: PA<3E lxxM := 3.S4S>-in4 lyyM SxxM .-= 1.4S5-in3 -F FEMALE MULLION SECTION PROPERTIES: REF.: PA<3E := 3.O46-in4 lyyF := .0.O5«Mn4 Ea( ;= 1.O-1O7-p5i SxxF := 1.134- in3 SyyF := 0.016- in3 AreaF := O.3O3-\n Ryy F := Ixx mun := Ixx M + ixx p Ixx mU|| = 6:&q4 • in4 Sxxmu|| := SXXM + Sxxp Sxxmu|, = 2.6H-in3 I^INPLOAP ANALYSIS : / 55.15 -in ^ 55-in\ __ IbFUNIFORM LOAP, IU := 25.2-pSf- - - = - W=«V7- — DEFLECTION SUMMARY ; MAX. I7ErLECTICPN = O-SIS In (L/427, L = 11/14/06 By;JNL Prp|ect VENTANA REAL Pag«: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 » Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MALE MULLION KS60-M16-M: MAXIMUM MOMENT, MX := 25^62-in- IbF FbX MX / |XXM M -SxxM \lxxmu,|FbX M -psi CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LENGTH, Lh := 24-in — = 43 <, SPECIFICATION 11) Fbx := 16.7 - 0.073 -ksi Fbx = 13511- psi > CHECK LOCAL BUCKLING: b := 0.721 -in t := 0.0=14 -in • psi 7.2 C6063-T6. SPECIFICATION FbX : =0,54V ksi Fbx = 14&50-psi fbxM = «T75S-psi O.K. O.K. STRESS SUMMARY - FEMALE MULL-ION J*160-M16-F: MAXIMUM MOMENT, MX = 25=162 • in-IbF MX / |XXF \fbx F :: SXXp \IXXmu,|/ Fbxp = 10115-psi 11/14/06 JNL VENTANA REAL Paoe: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK LATERAL-TORSIONAL BUCKLING: UNBRACED LENGTH. Lb := 24-in Lb Fbx := ! 16/7 - O.OT3 Fbx = 13142-psi > CHECK LOCAL BUCKLING: b .-= O.TH-in t := O >.T2 - T2 t Fbx := 15-ksl Fbx = 15OOO-psi > C6O63-T6, SPECIFICATION 11; 4 MFbx O.K. C6063-T6. SPECIFICATION fbXp = 10115-psi O.K. °"le; 11/14/Ofe JNL VENTANA REAL P»ge: , ofAlt VENT ANA REAL - LOT II Cbeaxn 2002 DEC, Inc . 11/10/2006 10:25 Pile: Mull_BBL_E-10 .cbm SPLIT MULLION ON ELEVATION BBL/E-10, DETAIL 6/D-36 By s JNL UNIFORM W.L. « 25.2psf X (55.75" + 55') « 9.7f/« Beam Results Max. Span Deflection = Cantilever Deflection = Max. Positive Moment « Max. Negative Moment * -0.3745" (Span 1, 9 62.85") 0.1623" (Span 4, 9 48.00") 15121-1 (Span 1, f 55.45") -25962"* (Span 2, 9 0.00") Member Information Span Length(in) I(inA4) S(inA3) E(psi) 1 147.875 6 2 109.250 6 3 50.750 6 4 48.000 6 .894 2.619 l.Oe+007 .894 2.619 1.06+007 .894 2.619 l.Oe+007 .894 2.619 l.Oe+007 Distributed Load Information Span Ml{f/la) K2(f/ia) XI (in) X2(in) 1 9.700 9.700 0.000 147.875 2 9.700 9.700 0.000 109.250 3 9.700 9.700 0.000 50.750 4 9.700 9.700 0.000 48.000 Joints Free to Displace Free Joints 3 5 Support Reactions Joint Founds 1 542 2 1761 4 1149 4! CN » '"• v I •^^t *xB^ •o Os >-< SQ ^. \* Lif 147.875Maximum 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 0.00 541. 52 0.0 0.0000 0.0 2 O.OOL 0.00 868.42 VENT ANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/10/2006 10:25 File: Mull_BBL_E-10 .cbm 0.10L 14.79 398.19 6948.7 -0.1391 2653.2 0.10L 10.93 762.45 -25962.4 -17053.7 0.0000 -9913.1 3 O.OOL 0.00 -191.30 11025.6 -0.3019 4209.8 4 O.OOL 0.00 465.60 -11174.4 0.0000 -4266.7 -0.0155 -6511.5 0.10L 5.08 -240.53 9929.8 -0.2804 3791.4 0.10L 4.80 419.04 -9051.3 0.0238 •3456.0 0.20L 29.58 254.75 11776.3 -0.2568 4496.5 0.20L 21.85 656.48 -9302.8 -0.0607 -3552.0 0.20L 10.15 -289.76 8584.2 -0.2552 3277.7 0.20L 9.60 372.48 -7151.6 0.0446 -2730.7 0.30L 44.36 111.31 14482.8 -0.3376 5529.9 0.30L 32.77 550.51 -2709.6 -0.1222 -1034.6 0.30L 15.23 -338.98 6988.8 -0.2267 2668.5 0.30L 14.40 325.92 -5475.5 0.0630 -2090.7 0.40L 59.15 -32.13 15068.3 -0.3731 5753.4 0.40L 43.70 444.53 2725.8 -0.1885 1040.8 0.40L 20.30 -383.21 5143.5 -0.1957 1963.9 0.40L 19.20 279.36 -4022.8 0.0796 -1536.0 0.50L 73.94 -175.57 13532.6 •0.3613 5167.1 0.50L 54.63 338.56 7003.5 •0.2503 2674.1 0.50L 25. 38 -437.44 3048.4 -0.1628 1164.0 0.50L 24.00 232.80 •2793.6 0.0948 -1066.7 0.60L 88.72 -319.01 9875.8 -0.3072 3770.8 0.60L 65.55 232.59 10123.4 -0.3001 3865.4 0.60L 30.45 -486.67 703.5 •0.1287 268.6 0.60L 28.80 186.24 -1787.9 0.1090 -682.7 0.70L 103.51 -462.45 4097.9 -0.2223 1564.7 0.70L 76.47 126.62 12085.5 -0.3326 4614.6 0.70L 35.52 -535.89 -1891.2 -0.0944 -722.1 0.70L 33.60 139.68 -1005.7 0.1227 -384.0 0.80L 118.30 -605.89 -3801.1 -0.1250 -1451.4 0.80L 87.40 20.64 12890.0 -0.3443 4921.7 O.SOL 40.60 -585.12 -4735.8 -0.0607 -1808.2 0.80L 38.40 93.12 -447.0 0.1360 -170.7 0.90L 133.09 -749.32 -13821.2 -0.0403 -5277.3 0.90L 98.33 -85.33 12536.6 -0.3339 4786.8 0.90L 45.68 -634.35 -7830.2 -0.0289 -2989.8 0.90L 43.20 46.56 -111.7 0.1492 -42.7 l.OOL 147.88 -892.76 -25962.4 0.0000 -9913.1 l.OOL 109.25 -191.30*- 11025.6 f -0.3019 4209.8 l.OOL 50.75 -683.58 -11174.4 0.0000 -4266.7 l.OOL 48.00 -0.00 -0.0 0.1623 -0.0 For questions on CbeamVa Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: softwareearcwallsys.com VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/13/2006 15:22 Files Mull N E-ll.cbm SPLIT MULLION ON ELEVATION N/E-11, DETAIL 6/D-36 By: JNL UNIFORM W.L. = 25.2psf I 46.125" » 8.1#/» Max. Bean Span Deflection = Cantilever Deflection * Max. Max. Positive Moment * Negative Moment = Results -0.6513 0.3538 17742" -23097" . " *# (Span (Span (Span (Span 4, 5, 4, 4, « 9 e 9 94 23 99 0 .88") .50") .19") .00") Span 1 2 3 4 5 Member Information Length(in) I(inA4) S(in*3) 147.875 6.894 109.250 6.894 52.750 6.894 172.500 6.894 28.500 6.894 2.619 2.619 2.619 2.619 2.619 B(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 (If/in) «(l/in) 8.100 8.100 8.100 8.100 8.100 8.100 8.100 8.100 8.100 8.100 Information XI (in) 22 (in) 0.000 0.000 0.000 0.000 0.000 147.875 109.250 52.750 172.500 28.500 Joints Free to Displace Free Joints 3 6 Support Reactions Joint Founds 474 1351 1498 815 ^Fv£ ^PXfc <i\E 4•"^ § !Q <£>•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 Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 474.33 0.0 0.0000 0.0 2 O.OOL 0.00 627.23 VENTANA REAL - LOT II Cbeam 2002 DEC, Inc . 11/13/2006 15:22 File: Mull_N_E-ll . cbm 0.10L 14.79 354.55 6128.6 -0.1332 2340.0 0.10L 10.93 538.73 -18419.7 -12050.6 0.0000 -7033.1 3 O.OOL 0.00 -257.70 1765.7 -0.0240 674.2 4 O.OOL 0.00 813.45 0.0150 -4601.2 0.10L 5.28 -300.43 293.6 -0.0120 112.1 0.10L 17.25 673.73 -23097.4 -10270.4 0.0000 -8819.2 5 O.OOL 0.00 230.85 -3289.6 0.0000 -0.1177 -3921.5 0.10L 2.85 207.76 -2664.6 0.0362 -1256.1 -1017.4 0.20L 29.58 234.77 10485.9 -0.2475 4003.8 0.20L 21.85 450.24 -6648.3 0.0090 -2538.5 0.20L 10.55 -343.15 -1403.8 0.0002 -536.0 0.20L 34.50 534.00 146.2 -0.2806 55.8 0.20L 5.70 184.68 -21'05.4 0.0720 -803.9 0.30L 44.36 115.00 13072.0 -0.3290 4991.2 0.30L 32.77 361.75 •2212.9 •0.0086 -844.9 0.30L 15.82 -385.88 -3326.7 0.0117 •1270.2 0.30L 51.75 394.28 8152.7 -0.4437 3112.9 0.30L 8.55 161.59 -1611.9 0.1076 •615.5 0.40L 59.15 •4.78 13886.9 -0.3695 5302.4 0.40L 43.70 273.26 1255.8 -0.0302 479.5 0.40L 21.10 -428.61 -5474.9 0.0220 -2090.4 0.40L 69.00 254.55 13748.8 -0.5725 5249.6 0.40L 11.40 138.51 -1184.3 0.1430 -452.2 0.50L 73.94 -124.56 12930.5 -0.3664 4937.2 0.50L 54.63 184.76 3757.8 -0.0497 1434.8 0.50L 26.38 •471.34 -7848.5 0.0300 -2996.8 0.50L 86.25 114.83 16934.7 -0.6428 6466.1 0.50L 14.25 115.42 -822.4 0.1783 -314.0 0.60L 88.72 -244.34 10202.9 -0.3227 3895.7 0.60L 65.55 96.27 5292.9 -0.0629 2021.0 0.60L 31.65 -514.06 -10447.5 0.0348 -3989.1 0.60L 103.50 -24.90 17710.4 -0.6408 6762.3 0.60L 17.10 92.34 -526.3 0.2135 -201.0 0.70L 103.51 -364.12 5704.1 -0.2472 2178.0 0.70L 76.47 7.78 5861.3 -0.0671 2238.0 0.70L 36.92 -556.79 -13271.9 - 0.0354 -5067.5 0.70L 120.75 -164.62 16075.8 -0.5634 6138.1 0.70L 19.95 69.25 -296.1 0.2486 -113.0 0.80L 118.30 -483.90 -565.9 -0.1540 -216.1 0.80L 87.40 -80.71 5462.9 -0.0613 2085.9 0.80L 42.20 -599.52 16321.6 0.0306 -6232.0 0.80L 138.00 -304.35 12030.9 -0.4173 4593.7 0.80L 22.80 46.17 -131'.6 0.2837 -50.2 0.90L 133.09 -603.68 -8607.2 -0.0631 -3286.4 0.90L 98.33 -169.21 4097.7 -0.0461 1564.6 0.90L 47.48 -642.25 -19596.8 0.0193 -7482.6 0.90L 155.25 •444.07 5575.8 -0.2203 2129.0 0.90L 25.65 23.08 -32.9 0.3187 -12.6 l.OOL 147.88 -723.46 -18419.7 0.0000 -7033.1 l.OOL 109.25 -257.70 1765.7 -0.0240 674.2 l.OOL 52.75 -684.97 -23097.4 0.0000 -8819.2 l.OOL 172.50 -583.80 -3289.6 0.0000 -1256.1 l.OOL 28.50 -0.00 0.0 0.3538 0.0 For questions on Cbeaa-r a Windows-based program, contacts Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: softwareearcwallsys.com VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/13/2006 15:11 File: Mull P E-12.cbm SPLIT MULLION ON ELEVATION P/E-12, DETAIL 6/D-36 By: JNL Max. Beam Span Deflection = Cantilever Deflection « Max. Max. Positive Moment = Negative Moment > Results -0.6227 0.3223 N N 17613"# -28582"* (Span (Spaa (Span (Span 3, 4, 3, 2, 0 9 9 9 100 26 104 52 .48 .25 .85 .75 ") ") ") ") Member Information Span 1 2 3 4 Length (in) 105.625 52.750 174.750 26.250 KinA4) 6.894 6.894 6.894 6.894 S(in*3) 2.619 2.619 2.619 2.619 I(p»i) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Distributed Load Span 1 2 3 4 HI (I/in) 8.400 8.400 8.400 8.400 W2(#/in) 8.400 8.400 8.400 8.400 Information XI (in) 0.000 0.000 0.000 0.000 12 (in) 105.625 52.750 174.750 26.250 Joints Free to Displace Free Joints - 2 Support Reactions Joint Pounds 485 1727 807 R 5? Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span Ho. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 484.70 0.0 0.0000 0.0 2 O.OOL 0.00 -402.55 4338.8 •0.2253 1656.7 3 O.OOL 0.00 880.95 VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/13/2006 15:11 File: Mull_P_E-12 .cbm 0.10L 10.56 395.98 4651.1 -0.0961 1775.9 0.10L 5.28 -446.86 2098.5 -0.1926 801.3 0.10L 17.48 734.16 -28562.3 -14470.3 0,0000 -10313.4 4 O.OOL 0.00 220.50 -2894.1 0.0000 -1105.0 -0.0825 -5525.1 0.10L 2.63 198.45 -2344.2 0.0329 -895.1 0.20L 21.13 307.25 8365.0 -0.1848 3194.0 0.20L 10.55 -491.17 -375.5 -0.1591 -143.4 0.20L 34.95 587.37 -2923.4 -0.2300 -1116.2 0.20L 5.25 176.40 -1852.2 0.0655 -707.2 0.30L 31.69 218.53 11141.8 -0.2601 4254.2 0.30L 15.82 -535.48 -3083.3 -0.1257 -1177.3 0.30L 52.42 440.58 6058.3 -0.3914 2313.2 0.30L 7.88 154.35 -1418.1 0.0979 -541.5 0.40L 42.25 129.80 12981.4 -0.3175 4956.6 0.40L 21.10 -579.79 -6024.8 -0.0935 -2300.4 0.40L 69.90 293.79 12474.9 -0.5269 4763.2 0.40L 10.50 132.30 -1041.9 0.1302 -397.8 0.50L 52.81 41.08 13883.9 -0.3540 5301.2 0.50L 26.38 -624.10 -9200.0 -0.0638 -3512.8 0.50L 87.38 147.00 16326.3 -0.6081 6233.8 0.50L 13.13 110.25 -723.5 0.1624 -276.3 0.60L 63.38 -47.65 13849.2 -0.3682 5288.0 0.60L 31.65 -668.41 -12609.0 -0.0378 -4814.4 0.60L 104.85 0.21 17612.5 -0.6179 6724.9 0.60L 15.75 88.20 -463.0 0.1946 -176.8 0.70L 73.94 -136.37 12877.3 -0.3601 4916.9 0.70L 36.92 -712.72 -16251.7 -0.0169 -6205.3 0.70L 122.32 -146.58 16333.6 -0.5507 6236.6 0.70L 18.38 66.15 -260.5 0.2267 -99.5 0.80L 84.50 -225.10 10968.3 -0.3313 4188.0 0.80L 42.20 -757.03 -20128.2 -0.0026 -7685.4 0.80L 139.80 -293.37 12489.5 -0.4120 4768.8 0.80L 21.00 44.10 -115.8 0.2587 -44.2 0.90L 95.06 -313.82 8122.2 -0.2848 3101.2 0.90L 47.48 -801.34 -24238.4 0.0036 -9254.8 0.90L 157.28 -440.16 6080.3 -0.2190 2321.6 0.90L 23.63 22.05 -28.9 0.2907 -11.1 l.OOL 105.63 -402.55 4338.8 -0.2253 1656.7 l.OOL 52.75 -845.65 -28582.3 0.0000 -10913.4 l.OOL 174.75 -586.95 -2894.1 0.0000 -1105.0 l.OOL 26.25 0.00 0.0 0.3228 0.0 For questions on Cbeaa, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software9arcwallsys.com DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: BBL/E-10; PTL.: OUTSIDE CORNER MULLION 0 CURTAINKXALL ON ELEVATION BBL/E-1O WNDLOAD = 25.2 psf ~ TRIB. WIDTH = 55.15V2 = 2-J.S15" MULLIC2N DESCRIPTION: MULLION KX6O-M16 MATERIAL: 6O63-T6 ALUMINUM DIMENSIONS SYMMETKICAL ABOUT LINE OUTSIDE CORNER -DLO- ->i; 'X^^f^ -THERMALBOND V-210JXJ75 .090 THICKXCONT FORMED ALUM CLOSER (SET IN STRUCTURAL SHJCONE) OPACIFY INTERIOR FACE- OF GLASS AT CORNERS MXI/rWFTEKITO.C. .090THICKXCONT FORMED ALUM CLOSER (SET N SEALANT) TOERMALBONO—' V-2109XJ75 S31/3T— -OPENING/FRAME- \ 11/14/O6 By.JNL VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: BBL/E-10; PTL.: 3/P-3q OUTSIPE CORNER MULLION @ CURTAIWW-L ON ELEVATION SBL/E-10 WINPLOAP = 25.2 psf — TRIB. KHIPTH = 55.15V2 = 21.&T5" MULLION PE56RIPTION: MULLION FS6O-M16 MATERIAL: 6063-T6 ALUMINUM kS6O-M16 MULLION SECTION PROPERTIES: REP.: PAcSE /c»o ixx := 2.S31-in4 lyy .-= O.145-in4 Ea) := LO-IO^-psi Sxx := 1.015-in3 Syy := O.1O^-in3 Area := 0.162-in2 Ryy := 0.436-in KXINPLOAP ANALYSIS : IbF UNIFORM LOAP, IU := 25.2-pSf-2TS15- in W = 4.^ •-r-in DEFLECTION SUMMARY : MAX. PEFLECTION ='•0.461 in CL/321, L = 14T 1/6 in; O.K. Dale:By:JNL VENTANA REAL DESIGN ENGINEEKING A CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 » Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION JN6O-M16 ; MAXIMUM MOMENT, MX := 13115-in-Ibf MXfbx •= 5XX fbx = 12200 • psi CHECK LATERAL-TOR5IONAL BUCKLING UNBRACED LENGTH, L ;= 16-in (SPACING INSTANCE BETKSEEN TWO = 41 22 (6063-T6, 5PECIFIOATION Fbx :=16.1 - O.O13-ksi Fbx = 136S6-psi fbx =-psi O.K. CHECK LOCAL BUCKLING b := 0.62>2>-in t := O.C»62-in b = 11t FbX : = Fbx = T.2 - O.541-- -Icsl -psi C6O63-T6. SPECIFICATION fbx = '\22OO • psi O.K. Dal*:11/14/06 By.JNL VENTANA REAL Page: VENTANA REAL - LOT II Cbeam 2002 DEC, Inc . 11/14/2006 14:34 File: MullCor_BBL_E-10 . cbm OUTSIDE CORNER MULLION ON ELEVATION BBL/E-10, DETAIL 3/D-39 By: JNL UNIFORM W.L. = 25.2psf X 55.75"/2 = 4.9f/" Beam Results Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = -0.4607" (Span 1, 9 62.85") 0.1996- (Span 4, 9 48.00") 7638"* (Span 1, 9 55.45") -13115"tf (Span 2, 9 0.00") Member Information Span Length(in) I(in*4) S{in*3) B(psi) 1 147.875 2.831 1.075 l.Oe+007 2 109.250 2.831 1.075 l.Oe+007 3 50.750 2.831 1.075 l.Oe+007 4 48.00(1 2.831 1.075 l.Oe+007 Distributed Load Information Span WKI/in) W2(#/in) XI (in) X2(in) 1 4.900 4.900 0.000 147.875 2 4.900 4.900 0.000 109.250 3 4.900 4.900 0.000 50.750 4 4.900 4.900 0.000 48.000 Joints Free to Displace Free Joints • 3 5 Support Reactions Joint Pounds 1 274 2 890 4 581 4.900 IbAn^P xT2n \•*£ 5Q <N »••( if T x "Xb £ "X 4 - N Maximum distributed load value shown only, see distributed load table for detailed information. VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 14:34 File: MullCor_BBL_E-10 . 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 0.00 273.60 0.0 0.0000 0.0 2 O.OOL 0.00 438.69 -13115.0 0.0000 -12200.0 3 O.OOL 0.00 -96.64 5569.6 -0.3714 5181.0 4 O.OOL 0.00 235.20 -5644.8 0.0000 -5251.0 0.10L 14.79 201.15 3510.2 -0.1711 3265.3 0.10L 10.93 385.16 -8614.8 -0.0191 -8013.7 0.10L 5.08 -121.50 5016.1 -0.3449 4666.1 0.10L 4.80 211.68 -4572.3 0.0293 -4253.3 0.20L 29.58 128.69 5948.9 -0.3159 5533.8 0.20L 21.85 331.62 -4699.4 -0.0747 -4371.5 0.20L 10.15 -146.37 4336.3 -0.3139 4033.8 0.20L 9.60 188.16 -3612.7 0.0549 -3360.6 0.30L 44.36 56.23 7316.1 -0.4153 6805.6 0.30L 32.77 278.09 -1368.8 -0.1503 -1273.3 0.30L 15.23 -171.24 3530.4 -0.2789 3284.1 0.30L 14.40 164.64 -2766.0 0.0775 •2573.0 0.40L 59.15 -16.23 7611.8 -0.4590 7080.7 0.40L 43.70 224.56 1376.9 -0.2319 1280.9 0.40L 20.30 -196.11 2598.3 -0.2407 2417.0 0.40L 19.20 141.12 -2032.1 0.0979 -1890.4 0.50L 73.94 -88.69 6836.0 •0.4445 6359.1 0.50L 54.63 171.03 3537.8 -0.3079 3291.0 0.50L 25.38 •220.97 1539.9 -0.2002 1432.5 O.SOL 24.00 117.60 -1411.2 0.1166 -1312.7 0.60L 88.72 -161.15 4988.8 -0.3779 4640.7 0.60L 65.55 117.49 5113.9 -0.3692 4757.1 O.COL 30.45 •245.84 355.4 -0.1583 330.6 0.60L 28.80 94.08 -903.2 0.1341 -840.2 0.70L 103.51 -233.61 2070.1 -0.2735 1925.6 0.70L 76.47 63.96 6105.1 -0.4092 5679.1 0.70L 35.52 •270.71 •955.3 -0.1161 -888.7 0.70L 33.60 70.56 -508.0 0.1509 -472.6 cbm 0.80L 118.30 -306.07 -1920.1 -0.1538 -1786.2 0.80L 87.40 10.43 6511.4 -0.4236 6057.1 0.80L 40.60 -295.58 •2392.3 -0.0747 -2225.4 0.80L 38.40 47.04 -225.8 0.1673 -210.0 0.90L 133.09 -378.52 -6981.8 -0.0496 -6494.7 0.90L 98.33 -43.10 6332.9 -0.4107 5891.1 0.90L 45.68 -320.44 -3955.4 -0.0356 •3679.5 0.90L 43.20 23.52 -56.4 0.1835 -52.5 l.OOL 147.88 -450.98 -13115.0 0.0000 -12200.0 l.OOL 109.25 -96.64 5569.6 -0.3714 5181.0 l.OOL 50.75 -345.31 -5644.8 0.0000 -5251.0 l.OOL 48.00 -0.00 -0.0 0.1996 -0.0 For questions on CBeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Bmail: software9arcwallsys.com VENTANA REAL - LOT II Cbeam 2002 DEC/ Inc. 11/14/2006 14i28 File: MullCor CC E-5.cbm OUTSIDE CORNER MULLION ON ELEVATION CC/E-5, DETAIL l/D-38 Bys JNL UNIFORM W.L. = 25.2psf X 3S.25-/2 » 3.2I/" Max. Beam Span Deflection = Cantilever Deflection = Max. Max. Positive Moment * Negative Moment = Results -0 0 - .1544 n .0865" 3727" 2592" * I (Span (Span (Span (Span 2, 1, 2, 2, e e e 0 58. 0. 63. 0. 34") 00") 90") 00") Member Information Span Length (in) I(in*4) S(inA3) S(psi) 1 40.250 2 111.125 2.831 2.831 1.075 1.075 l.Oe+007 l.Oe+007 Span 1 2 Distributed Load HI (I/in) W2 Of/in) 3.200 3.200 3.200 3.200 Information XI (in) X2(in) 0.000 0.000 40.250 111.125 Joints Free to Displace Free Joints - 1 Support Joint 2 3 Reactions Pounds 330 154 I1 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 Maximum distributed load value shown only, see distributed load table for detailed information. VENT ANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 14:32 File: MullCor_CC_E-6 .cbm OUTSIDE CORNER MULLION ON ELEVATION CC/E-6, DETAIL 2/D-38 By: JNL UNIFORM W.L. = 25.2psf X 56.75"/2 » 5.0#/" Beam Results Max. Span Deflection Max. Positive Moment -0.2057" (Span 1, 9 48.63") 5911"# (Span 1, 8 48.63") Member Information Span Length(in) I(in*4) S(inA3) I(psi) 1 97.250 2.831 1.075 l.Oe+007 Distributed Load Information Span -Ml (I/in) W2(#/in) XI (in) X2(in) 1 5.000 Support Reactions Joint Pounds 1 243 2 243 5.000 0.000 97.250 5.000 Ib/inQ ' ^ -> S 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: software9arcwallsys.com DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: P/E-12; PTL.: 1/P-33 JAMB MULLION e CURTAINKW-L ON ELEVATION P/E-12 = 25.2 psf — TRIB. WIDTH = 46V2 + 2" = 25" MULLION PE5CRIPTION: JAMB MULLION MATERIAL: 6O63-T6 ALUMINUM - GYP BD (BY OTHERS) CONTINUOUS 16 GA. MTL TRACK (BY OTHERS) METAL STUD FRAMMG (BY OTHERS) METAL FLASHING (BY OTHERS) PLASTER SCREED OVER MEMBRANE FLASHING (BY OTHERS) HOLD MEMBRANE FLASHING BACK TO AVOID CONTACT VW PERIMETER SEALANT MEMBRANE FLASHMGOVER METAL FIASHJNG (BY OTHERS) LATH 4 P OVER SCREED (BY OTHERS) •''* '•'' ""' "•••'•'•"' ' 1 u "ljs ly I ^9U ^ METAL SCREED \ (BY OTHERS) X -( h f1 <S / 1M X 1 \IL PHSMS A ASSEMBLY FASTENER HEAD AND SLL ASSEMBLY FASTENER! INTERMEDIATE HOREC 4TR-11926E JTR-11925E '-11/16--«-1/r-j -DLO- - FRAME- -OPENING- JAMB AT STONE SAI0.03 11/14/06 By:JNL Profe<a: VENTANA REAL ff>0 ESIGN ENGINEERING CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLIQN ANALYSIS SUMMARY ELEV.: P/E-12; DTL.: 1/P-33 JAMB MULLION ® CURTAINKXALL ON ELEVATION P/E-12 WNDLOAD = 25.2 psf — TRIB. WIDTH = 46"/2 + 2" = 25" MULLION DESCRIPTION: JAMB MULLION ^feO-MO^-U MATERIAL: 6O63-T6 ALUMINUM ^6O-MOq-U MULLION SECTION PROPERTIES: REP.: PA6-E Ixx := 6.43Oin4 lyy := C?.61T-in4 Ea( Sxx := 2.<25Tin3 Syy := 0.46^- in3 Area := 1.234- in2 Ryy := O.TOf-in XMINPLOAP ANALYSIS ; xUNIFORM LOAD. O» := 25.2-psF-25-in W = 4.4 in DEFLECTION SUMMARY ; MAX. DEFLECTION = 0.35 in (L/4W. L = 174 3/4 inj < 5/2> in O.K. 11/14/06 By:JNL VENTANA REAL Pag«: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 STRESS SUMMARY - MULLION MAXIMUM MOMENT, MX := 14TI2-in-lbF MX fbX : =Sxx fbX = CHECK LATERAL-TORSIONAL SUCKLING UNBRACED LEN<3TH, Lb := 71.5-in = 101 > «W FbX ':=&1OOO b •ksi Fbx = S5O6-psi > CHECK LOCAL BUCKLING b := 1.016-in t :=. C FbX : = Fbx = 152 12 •tei -psi (6063-T6, SPECIFICATION 11; Fbx = 12*7^ • psi O.K. C6O63-T6, SPECIFICATION fbx = 121^ -psi OJC Data:11/14/06 JNL VENTANA REAL Page: VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 15:58 Files Jamb P E-12.cbm JAMB MULLION ON ELEVATION P/E-12, DETAIL l/D-33 By: JNL UNIFORM W.L. = 25.2ps£ X {46»/2 + 2") = 4.4#/" Max. Beam Span Deflection = Cantilever Deflection > Max. Max. Positive Moment * Negative Moment * Results -0 0 .3497 .1813 9226" -14972" i • * 4 (Span (Span (Span (Span 3, 4, 3, 2, 0 0 0 0 100 26 104 52 .48") .25") .85") .75") Member Information Span 1 2 3 4 Length (in) 105. 625 52.750 174.750 26.250 KinA4) 6.430 6.430 6.430 6.430 S(inA3) 2.057 2.057 2.057 2.057 Ilpii) 1.0et007 l.Oe+007 l.Oe+007 l.Oe+007 Distributed Load Span 1 2 3 4 Nl{f/in) 4.400 4.400 4.400 4.400 «(l/in) 4.400 4.400 4.400 4.400 Information XI (in) 0.000 0.000 0.000 0.000 X2(in) 105.625 52.750 174.750 26.250 Joints Free to Displace Free Joints Support Reactions Joint Pounds 254 904 423 I%>t>» Rsi 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 0.00 253.89 -0.0 0.0000 -0.0 2 O.OOL 0.00 -210.86 2272.7 -0.1266 1104.9 3 O.OOL 0.00 461.45 -14971.7 0.0000 -7278.4 4 O.OOL 0.00 115.50 -1515.9 0.0000 •737.0 VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 15:58 File: Jamb_P_E-12 .cbm 0.10L 10.56 207.42 2436.3 -0.0540 1184.4 0.10L 5.28 -234.07 1099.2 -0.1082 534.4 0.10L 17.48 384.56 -7579.7 -0.0463 •3684.8 0.10L 2.63 103.95 -1227.9 0.0185 •596.9 0.20L 21.13 160.94 4381.7 -0.1038 2130.1 0.20L 10.55 -257.28 •196.7 -0.0893 •95.6 0.20L 34.95 307.67 -1531.3 -0.1292 -744.4 0.20L 5.25 92.40 -970.2 0.0368 -471.7 0.30L 31.69 114.47 5836.2 •0.1461 2837.2 0.30L 15.82 -280.49 -1615.1 -0.0706 •785.2 0.30L 52.42 230.78 3173.4 •0.2198 1542.7 0.30L 7.88 80.85 -742.8 0.0550 -361.1 0.40L 42.25 67.99 6799.8 -0.1783 3305.7 0.40L 21.10 -303.70 -3155.8 -0.0525 -1534.2 0.40L 69.90 153.89 6534.4 -0.2959 3176.7 0.40L 10.50 69.30 -545.7 0.0731 •265.3 0.50L 52.81 21.52 7272.5 -0.1988 3535.5 0.50L 26.38 -326.91 •4819.1 •0.0358 •2342.8 0.50L 87.38 77. (TO 8551.9 -0.3415 4157.4 0.50L 13.13 57.75 -379.0 0.0912 -184.2 0.60L 63.38 -24.96 7254.3 •0.2068 3526.7 0.60L 31.65 -350.12 -6604.7 -0.0212 -3210.9 0.60L 104.85 0.11 9225.6 -0.3470 4485.0 0.60L 15.75 46.20 -242.5 0.1093 -117.9 0.70L 73.94 -71.43 6745.3 -0.2022 3279.2 0.70L 36.92 -373.33 0.80L 84.50 •117.91 5745.3 -0.1860 2793.1 0.80L 42.20 -396.54 -8512.8 -10543.3 •0.0095 -4138.5 0.70L 122.32 •76.78 8555.7 -0.3093 4159.3 0.70L 18.38 34.65 -136.4 0.1273 -66.3 -0.0015 -5125.6 0.80L 139.80 -153.67 6542.1 -0.2314 3180.4 0.80L 21.00 23.10 -60.6 0.1453 -29.5 0.90L 95.06 -164.38 4254.5 -0.1600 2068.3 0.90L 47.48 -419.75 -12696.3 0.0020 -6172.2 0.90L 157.28 -230.56 3184.9 -0.1230 1548.3 0.90L 23.63 11.55 -15.2 0.1633 -7.4 l.OOL 105.63 -210.86 2272.7 -0.1266 1104.9 l.OOL 52.75 -442.96 •14971.7 0.0000 -7278.4 l.OOL 174.75 -307.45 -1515.9 0.0000 -737.0 l.OOL 26.25 0.00 -0.0 0.1813 -0.0 For questions on tbeam, a Windows-based program, contact: Architectural Nail Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: software9arcwallsy3.com VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 16:02 File: Jamb_BBL_E-10 .cbm JAMB MULLION ON ELEVATION BBL/E-10, DETAIL l/D-34 Bys JNL UNIFORM H.L. = 25.2psf X (53"/2 + 2") « 5. Of/' Beam Results Max. Span Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment -0.2070' (Span 1, 9 62.85") 0.0897' (Span 4, 9 48.00") 7794"* (Span 1, 9 55.45") * -13383"* (Span 2, 9 0.00") Member Information Span Length(in) I(inA4) S(inA3) B(psi) 1 147.875 2 109.250 3 50.750 4 48.000 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 Wl(#/in) W2 (It/in) XI (in) X2(in) 1 5.000 2 5.000 3 5.000 4 5.000 5.000 0.000 147.875 5.000 0.000 109.250 5.000 0.000 50.750 5.000 0.000 48.000 Joints Free to Displace. Free Joints - 3 5 Support Reactions Joint Founds 1 279 2 908 4 592 •5 | »0 \ mm '* v 1 '"I? *t % __ \ *s ^1 >1 * IQ 00 tx *»( A ~ ~V 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 0.00 279.19 0.0 0.0000 0.0 2 O.OOL 0.00 447. (4 -13382.7 0.0000 -6505.9 3 O.OOL 0.00 •98.61 5683.3 -0.1669 2762.9 4 O.OOL 0.00 240.00 -5760.0 0.0000 -2800.2 VENTANA REAL - LOT II Cbeaxn 2002 DEC/ Inc . 11/14/2006 16:02 File: Jamb_BBL_E-10 . cbm 0.10L 14.79 205.25 3581.8 -0.0769 1741.3 0.10L 10.93 393.02 -8790.6 -0.0086 -4273.5 0.10L 5.08 -123.98 5118.5 -0.1550 2488.3 0.10L 4.80 216.00 -4665.6 0.0132 -2268.2 0.20L 29.58 131.31 6070.3 -0.1419 2951.0 0.20L 21.85 338.39 -4795.3 -0.0336 -2331.2 0.20L 10.15 -149.36 4424.8 -0.1410 2151.1 0.20L 9.60 192.00 -3686.4 0.0247 •1792.1 0.30L 44.36 57.38 7465.4 -0.1866 3629.3 0.30L 32.77 283.77 -1396.7 -0.0675 -679.0 0.30L 15.23 -174.73 3602.5 -0.1253 1751.3 0.30L 14.40 168.00 -2822.4 0.0348 •1372.1 0.40L 59.15 -16.56 7767.1 -0.2062 3776.0 0.40L 43.70 229.14 1405.0 -0.1042 683.1 0.40L 20.30 -200.11 2651.3 -0.1082 1288.9 0.40L 19.20 144.00 -2073.6 0.0440 -1008.1 0.50L 73.94 -90.50 6975.5 -0.1997 3391.1 0.50L 54.63 174.52 3610.0 -0.1383 1755.0 0.50L 25.38 •225.48 1571.4 -0.0900 763.9 0.50L 24.00 120.00 -1440.0 0.0524 •700.0 0.60L 88.72 -164.44 5090.6 -0.1698 2474.8 0.60L 65.55 119.89 5218.2 -0.1659 2536.8 0.60L 30.45 •250.86 362.6 -0.0711 176.3 0.60L 28.80 96.00 -921.6 0.0603 -448.0 0.70L 103.51 -238.37 2112.3 -0.1229 1026.9 0.70L 76.47 65.27 6229.7 -0.1838 3028.5 0.70L 35.52 -276.23 -974.8 -0.0521 •473.9 0.70L 33.60 72.00 -518.4 0.0678 -252.0 0.80L 118.30 -312.31 -1959.3 -0.0691 -952.5 0.80L 87.40 10.64 6644.3 -0.1903 3230.1 0.80L 40.60 -301.61 -2441.1 -0.0336 -1186.7 0.80L 38.40 48.00 -230.4 0.0752 -112.0 0.90L 133.09 -386.25 -7124.3 -0.0223 -3463.5 0.90L 98.33 -43.98 6462.2 -0.1845 3141.6 0.90L 45.68 -326.98 -4036.2 -0.0160 -1962.2 0.90L 43.20 24.00 -57.6 0.0824 -28.0 l.OOL 147.88 -460.19 -13382.7 0.0000 -6505.9 l.OOL 109.25 -98.61 5683.3 -0.1669 2762.9 l.OOL 50.75 -352.36 -5760.0 0.0000 -2800.2 l.OOL 48.00 -0.00 0.0 0.0897 0.0 For questions on^Cbeam, a Windows-based progran, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Snail: software»arcwallsys.com DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: Y/E-23; PTL.: 5/P-13 BUTT (5LAZEP MULLION O OURTAINKSALL OH ELEVATION Y/E-23 KNINPLOAC? = 25.2 psf — TRID. KSIDTH = 45Y44.125" MULLION DESCRIPTION: BUTT BLAZED MULLION KS45-M12 MATERIAL: 6O63-T6 ALUMINUM W45-M20AND3-X.3751 STI BAR REINF. X 96* LONG LOCATED 181 ABOVE SILL -6LASS--GLASS- LOCATWSPIM MULLION -LOCATING DW- SlUCONECONDmON MULLION W/REINF. SUCONECONDmON 11/14/Ofe By: JNL VENTANA REAL Page: ESIGN ENGINEERING CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSI5 5UMMARY ELEV.: Y/E-23; DTL.: 5/D-13 BUTT BLAZED MULLION & CURTAINKW-L ON ELEVATION Y/E-23 WINDLOAD = 25.2 psf ~ TRIB. WIDTH = 45Y44.125" MULLION DESCRIPTION: BUTT BLAZED MULLION W45-M12 MATERIAL: 6O63-T6 ALUMINUM W45-M12 MULLION SECTION PROPERTIES: IXX := 1. -704- in4 5xx := O. Area := O.«l2&-in2 lyy := O.5S1-in4 Syy := O.5£»O-in3 g| Ryy := 0.1=11 -in REINFORCEMENT DESCRIPTION: m5-M2O ADAPTOR < 3/S" X 3" STEEL BAR MATERIAL: ASTM-A36 STEEL )Al45-M2O ADAPTOR SECTION PROPERTIES:REF.: PA6-E lxx M2o in4 Eg| :- 1.0-10 -pSi 3/5" X 3" STEEL BAR SECTION PROPERTIES: C0.3-75-in;-C3-in;3 Ixx stl 12 Ixx Sxx stl stl :; 1.5-in Ixx stl = O.2>44-in4 stl Sxx stl = 0.562-in3 IXX a]um := IXX + IXX reinf := lxx * Ixx alum = 2.625 • in' lxxreinf = 4.151-In4 Oate: 11/14/06 By: JNL P"** VENTANA REAL P89': x ^ "*(0& ESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 X^INDLOAD ANALYSIS : UNIFORM LOAD, W := 25.2-psf- DEFLECTION SUMMARY : '44.125-in +- 45-in in MAX. DEFLECTION =in (L/1&5, L = 142> in;O.K. STRESS SUMMARY - MULLION W45-M12 : MAXIMUM MOMENT @ REINFORCED SECTION, Mx1 := 17427- in- Ibf MX1 / Ixx \Fbx1 :=fbxl = &O75-psi Sxx \lxxreinf// MAXIMUM MOMENT @ UNREINFORCED SECTION, Mx2 := S76O- in- IbF Mx2Fbx2 -.=Sxx fbx2 =(<=== CONTROLS; CHECK LATERAL-TORSIONAL BUCKLING UNBRACED LENGTH, Lb := 71.5-in a := 2.OOO-in b := 3.625-in t1 : = t2 : = J : = - tir a-t2 ^ b-t1 - t2 - J =1.075 -in4 2-Lb-Sxx 13O , SPECIFICATION 14; Fbx := I 16.7 - 0.140- Fbx = 14q27-psi 2-Lb-Sxx •ksi /lyy-J fbx2 =-psi OK, Date:11/14/06 JNL VENTANA REAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK LOCAL BUCKLING b := 1.0-in t •- O.O62-\n 23 (6063-T6, SPECIFICATION 16) Fbx := 15-ksi Fbx = VoOOO -pS\Fbx2 =-psi STRESS SUMMARY - 3/3" X 3" STEEL BAR; MAXIMUM MOMENT @ REINFORCED 5ECTION, Mx1 = H427 • in- IbF fbx MX1stl5XX &t, ^ IXX rejnf Fbx := O.6-36-ksi TASTM A-36; Fbxst( = 1&263 -pel Fbx = 216OO fbxst| = 1S263-p5i O.K. OK. Data:11/14/06 JNL VENTANA REAL VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 14s 50 Filei Mull_Y_E-23 .cbm BUTT GLAZED MULLION ON ELEVATION Y/E-23, DETAIL 5/D-13 By: JNL UNIFORM W.L. = 25.2psf X (44.125" + 45")/2 * 7.8I/" Max. Beam Span Deflection = Cantilever Deflection * Max. Max. Max. Positive Moment (1) = Negative Moment (1) * Positive Moment (2) = Results -0.7993" 0.3755" 8760"* -8252"* 17427"* (Span (Span (Span (Span (Span 2, 4, 3, 3, 2, 9 9 •9 9 55 46 0 34 48 .20" .00" .00" .00" .00" ) ) ) ) ) Span 1 2 3 4 Min) 18.000 96.000 34.000 46.000 Member Information I(inA4) S(inA3) E(psi) 1.704 2.625 1.704 1.704 0.886 0.886 0.886 0.886 l.Oe+007 l.Oe+007 1. Oaf 007 l.Oe+007 Reinf-I Reinf-E 0.844 2.9e+007 Distributed Load Span 1 2 3 4 Hid/in)- 7.800 7.800 7.800 7.800 H2(#/in) 7.800 7.800 7.800 7.800 Information XI (in) 0.000 0.000 0.000 0.000 X2(in) 18.000 96,000 34.000 46.000 Joints free to Displace Free Joints - 2 3 '5 Support Reactions Joint Pounds 521 992 For questions on Cbeam, a Windows-based program, contacts Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software9arcwallsys.com K • s\^± A t ^ \ ** sI ^ t "* S°3 S3 §Co «1 >< §? ^mI 03 x=5 *Q"^<5> 3i^| % 09>-* K^, S Maximum distributed load value shown only, see distributed load table for detailed information. DESIGN ENGINEERING CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY ELEV.: Y/E-23; DTL.: 6/D-13 OUTSIDE CORNER MULLION @ CURTAINKHALL ON ELEVATION Y/E-23 XHINDLOAD = 25.2 psf — TRIB. KSIPTH = 45"/2 = 22.5" MULLION DESCRIPTION: MULLION J^45-M14 MATERIAL: 6O63-T6 ALUMINUM BUCCTC OOHDffUH ate:11/14/O6 By:JNL VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MUU-ION ANALYSIS SUMMARY ELEV.: Y/E-23; PTL.: 6/D-13 OUTSIDE CORNER MULLION ® CURTAINtNALL ON ELEVATION Y/E-23 WINPL0AP = 25.2 psf — TRIB. JNIPTH = 45Y2 = 22.5" MULLION DESCRIPTION: MULLION KS45-M14 MATERIAL: 6063-T6 ALUMINUM {A145-M14 MULLION SECTION PROPERTIE5: REF.: FA6E /c?-7 Ixx := 1.41S-in4 lyy := O.1O5-in4 Ea( := 1.O-1Ol-psi 5xx .-= O.TJ2-m 5yy := O.l Area := O.^Ol-in2 Ryy - o.341-in a := LOOO-in t1 := O.Ol8>-'m b := 3.625- in t2 := j , a-ti.ta-fa - ta;3.fb - to3 j . Q 373 . , a-t2 +- b-t1 - t22 - t12 REINFORCEMENT PE5ORIPTION: 1/4" X 3" STEEL BAR MATERIAL: A5TM-A36 5TEEL 1/4" X 3" STEEL BAR SECTION PROPERTIES: s __ . = a562 . Ir| E 12 35xxstl = 0.315- in3 lxxreirf = lxx f lxxstl'2-'1 lxxreinf ' Data:11/14/06 By:JNL Proi<K:t VENTANA P98»: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 > Phone (972) 644-0640 • Fax (972) 644-4204 WNDLOAD ANALYSIS : UNIFORM LOAD, if := 25.2- psF- 22.5- in w- DEFLECTION SUMMARY : MAX. DEFLECTION = 0.644 in (L/230, L = 14£> in; STRESS SUMMARY - MULLION K445-M14 ; MAXIMUM MOMENT, MX .-= 3713-in-lbF MX 9.*.**in O.K. Fbx :=Sxx Fbx = 1122>6-psi CHECK LATERAL-TORSIONAL BUCKLING UNBRACED LENGTH, Lb := 71.5- in - = 553 /iyy-J Fbx := 16.7 - 0.140- Fbx = 13334-psi > 130 (6063-T6, SPECIFICATION \ lyy-J / > Fbx = 112S6-psi O.K. CHECK LOCAL BUCKLING — = 10 > 7.2 (6O63-T6, SPECIFICATION t Fbx .= jiq Fbx = 13&7<2 -p&i > O.541--)-tei Fbx = 1122>6-p5i O.K. ate:11/14/O6 JNL VENTANA REAL VENTANA REAL - LOT II Cbeam 2002 DEC, Inc. 11/14/2006 15:01 File: MullCor_Y_E-23 .cbm OUTSIDE CORNER MULLION ON ELEVATION Y/E-23, DETAIL 6/D-13 By: JNL UNIFORM M.L. « 25.2psf X 45"/2 = 3.9#/" Beam Max.Span Deflection Cantilever Deflection Max. Max. Max. Positive Moment (1) Negative Moment(l) Positive Moment (2) B > • 3 S Results -0 0 .6443 .3559 4380" -4126" 8713- • " f i f (Span (Span (Span (Span (Span 2, 4, 3, 4, 2, 9 0 0 0 0 52 46 0 0 48 .80 .00 .00 .00 .00 ") ") ") ") ") Member Information Span 1 2 3 4 I (In) 18.000 96.000 34.000 46.000 I(inA4) 1.418 1.418 1.418 1.418 S(in*3) 0.772 0.772 0.772 0.772 E(psi) l.OetOO? l.Oe+007 l.Oe+007 l.Oe+007 Reinf-I Reinf-Z 0.562 2.96+007 Distributed Load Span 1 2 3 4 Ml(f/ln) 3.900 3.900 3.900 3.900 W(f/lB) 3.900 3.900 3.900 3.900 Information XI (in) 0.000 0.000 0.000 0.000 X2(in) 18.000 96.000 34.000 46.000 Joints Free to Displace Free Joints - 2 Support Reactions Joint Pounds 261 496 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax.- (972) 552-9608 Email; softvare9arcwallsys.com K sON • /\^\ 4 t ^ 2s* \i ; *r> »5 5hj S3 1«0 ft->X i1 Oss;S& fe" ^ % °o i-« V Maximum distributed load value shown only, see distributed load table for detailed information. DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SILICONS ANALYSIS @ INTERMEDIATE MULLION ELEVATION: V/E-&; PETAIL: 1/P-31 MAX. UNIFORM WNPLOAP, w := (25.2-psf,)2 ; Ibf= 6.6^4 in . STRESS FOR SILICONS, oa|| := 2O-psi CDOKN T^S SILICONE SEALANT) 0"MIN REQUIRED BEAP HIPTH, b := **USE 3/5" MINIMUM SILICONE BEAP KSIPTH. b = O.335 in W10-TRS-CLPALUM TRANSFER aiPX 4' LONG 24'O.C. MAX. CONTINUOUS STRUCTUfWJ- SILICONE OVER BOND-BREAKER Date:12/13/Ofe By:JNL Profo<* VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SILICONE ANALYSIS @ OUTSIDE CORNER MULLION ELEVATION: BBL/E-10; DETAIL: 3/D-3q MAX. UNIFORM WINDLOAD, w := (25.2-pz?)( 55.15- in IbF 2 • ) in ALLOW. STRESS FOR SILIGONE, ca\\ := 2O-ps\ (von -i°5 SILICONS SEALANT; tuMIN REOUIREE? BEAD WIDTH, b := *U5E 1/4" MINIMUM SILICONS BEAD WIDTH. b = O.244in \ W6MIW .090 THKXXCONT FORMED ALUMaOSER(SETIN $TRUCTURM.SIUCONE) OPAdfYNltRIORFACE • OFGUSSATCCRNERS DI»€NSIOie —' \ SYVNETRIOL \ ABOUT UNE .ON THCX X CONT FORMED ALUM O06ER (SET IN SEALANT) D"te: 12/13/O6 8X1 JNL Prc!oct VENTANA REAL Pa°*: ^ of ^1 D E SI G N ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 LOAPIN6 MAX. ni_. REACTION @ 1&" O.O.,:= uMS-in = &£>lbf CHECK *»& WF TEK SCREENS @ 1&" O.C. INTO ALUMINUM MULLION ALLOR TENSION = 6-J2-lbF C^RAPE 5) ALLOKS. PULLOUT OF O.O62" ALUMINUM C6O63-T6J, APFUEP TENSION == S&lbF CHECK BENPIN<S> ON O.O^ THICK FORMED ALUMINUM CLOSER EFFECTIVE LENGTH 'mull := 3 /(O.OS>-ln) ^2-\r\- — -. x-, xw-,xv=.,^- 4'mull = O.OOO512 in Icloser- 3 / EFFECTIVE LENGTH "total := Imull + 'closer Fby = ^'closer = 0. 'total = O. Fby = 3 l o.oq.in;2- 06- in;J OX OK Date: 12/13/06 By:JNL Proiect VENTANA R.EAL Page: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CURTAIN kXALL HEAP ANCHOR @ 16 6A. METAL 6TUP ELEVATION: CC/E-5; DETAIL: 2/D-26 LOADING MAX. KS.L. REACTION, KXL := 2^^- IbF WEI6HT CONTROLLED BY ANCHOR, SEISMIC LOADING: SLe := O.S^-K^p SLB = TSIbF SLF := 1 .T6 • >^o SLF = 223 IbF = 126 IbF (BODY OF CONNECTION; (FASTENERS; WALL ANGLE (BY OTHERS) // // -2i/r- -SKT—if - 1 1W - if II 16 &f\. fMINJ METAL STUD feY OTHERSJ MUST BE ADEQUATE TO SUPPORT ALL LOAPS IMPOSED Date: 12/13/O6 Sr' JNL Pre>iect: VENTANA REAL "- ^^ - ESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 « Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOAP WL = 2«WlbF SLB = 15 IbF SLF = 223 IbF CHECK (2) 1/4" PIA. PRIL-FLEX SOREW5 INTO 16 6A. METAL STUP ALLOW. SHEAR = T76- IbF ALLOW. SHEAR ON 16 <&A. METAL = 633-IbF ™ "SS^'5!"' ER-4"7SO- ALLOW. BEARING ON 16 6-A. STUP. APPLIEP SHEAR = _ = 15OlbF2 ALLOW. TENSION = 1526- IbF = ro.q-5O-ksU-CO.25- in; -CO .06- in) = 6-75 IbF l/VJI O.K ALLOW. PULLOUT OF 16 6A. STUP = 206-lbF-— = 215 IbF3 APPLEP TENSION = **INTERAOTION IS O.K. BY INSPEOTION. rlNCLUE?IN6> TOL. - = 262 IbF O.K CHECK O.656" P.P. X O.4O6" I.P- ALUMINUM SLEEVE (PART *PS-n5-265j IXX :=71'C0.656- in;4 - T0.406- in;4 J 64 Sxx :=Ixx O.32£>-in / INGLUPIN& TOL. WL-Cl.3125-in;Fbx := FbX:=24-ksi C6105-T5; Ixx = O.OOT76in4 Sxx =O.O2365in3 Fbx = 8>2cnpsi Fbx = S2cl"Ipsi O.K Dale:12/13/O6 JNL vENTANA REAL Page: of£<=> DESIGN Kg^U ENGINEERING iilISm& CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CURTAIN XSALL HEAP ANCHOR @ 16 6>A. METAL STUP ELEVATION: W/E-^; DETAIL: 2/D-26 LOADING MAX. W.L. REACTION, WL^:= 263- IbF REF.: PA£E ^g> WFJ&HT CONTROLLED BY ANCHOR l*L • WL ' ' K0 111 IHP SEISMIC LOADING: ^L^:= 0.53- Wp SLB = 66 IbF (BODY OF CONNECTION; SL^v:=1.76-Wp SLp = H6lbF CFASTENERSJ CHECK C3J 1/4" DIA. DRIL-FLEX SCREWS INTO 16 <5A. METAL STUD ALLOW. SHEAR = T76-lbF ALLOW. SHEAR ON 16 £>A. METAL = 633- IbF REF '^/S^- ALLOW. BEARING ON 16 O A. STUD. = (O.c\-5O-kSl)-(O.25-\n)-(O.O6-\n) = 615lbF APPLIED SHEAR = S&lbF 3 ALLOW. TENSION = 1526- IbF ALLOW. PULLOUT OF 16 6A. STUD = 2O6-lbF-— = 215 IbF / INCLUDING TOL. APPLIED TENSION - ^"-'^•&i'> ' ' l^nlbF **INTERACTION IS O.K. BY INSPECTION. **OTHER ELEMENTS OF CONNECTION OK BY COMPARISON TO z--i- SIMILAR HC>RE CRITICAL CONDITIONS ANALZED ELSEWHERE IN THIS 5UBMITTAL. a(e: 12/13/O6 By JNL Pn*K± VENTANA REAL Page: _ of DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TYPICAL HEAP ANCHOR <§> 16 6 A. METAL 6TUE? ELEVATION: CC/E-6; PETAIL: 1/P-2T LOAPIN6 MAX. XM.L. REACTION, WL := 25.2-pSf -\ 2-33-'r|-cn-25-|n j LML = 445|bf = 15ClbFCONTROLLEP BY ANCHOR, SEISMIC LOAPINC3: SLB := O.Sq-JAlp SLB = SLF := V (BODY OF CONNECTION; CFASTENERS; EXTERIOR FINISH (BY OTHERS) MEMBRANE PUSHING OVER METM. PUSHING (BY OTHERS) UTH » PAPER OVER SCREED (BY OTHERS) PIASTER SCREED OVER MEMBRANE FIASHMG (BY OTHERS) MTLSTUO FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT All LOADS CONTINUOUS 16 GA. MM. MTL TRACK (BY OTHERS) MUST BE ADEQUATE TO SUPPORT All LOADS GYP BOARD (BY OTHERS) METAL SCREED (BY OTHERS) 1«-20 X 21/T HWW4 DRIL-FLEX (AFB90) IN PS-125-2W (6061-T6) ALUM SLEEVE (QUANTITY AND LOCATION PER ELEVATIONS) W60-M07 |\ 16 CA. TMINJ METAL STUD ^BY OTHERS) MUST BE APEQUATE TO SUPPORT ALL LOAPS IMPOSEP Dato: 12/13/O6 By: JNL P«««* VENTANA REAL Pa9e: of^z- DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 « Fax (972) 644-4204 LOAD WL = 445 IbF = 264 IbF CHECK (2) 1/4" PIA. PRIL-FLEX SCREWS INTO 16 (3 A. METAL STUP ALLOW. SHEAR = T76-lbF ALLOW. SHEAR ON 16 <SA. METAL = 633- IbF ALLOW. BEARING ON 16 (3 A. STUP. -\r\) = 615lbF JAJI APPLIEP SHEAR = — ==223 Ibf OX 2 ALLOW. TENSION = 1526-lbf ALLOW. FULLOUT OF 16 <&A. STUP = 206- Ibf-— = 215 IbF3 / INCLUPIN6 TOL. APPLIEP TENSION = ySL-^-q3"T5-|nj = 218>tof SAY O.K **INTERACTION IS O.K. BY INSPECTION. CHECK Q.656" P.P. X O.4O6" I.P. ALUMINUM SLEEVE fPART ftPS-115-265; ._ ...-. |xx = 64 5xx •= IXX _ Sxx = 0.02365 in3 0.328>-in x INCLUPINcS TC»L. WL- ^315. in; - FbX:=24-ksi C61O5-T5; > Fbx = &g>26psi OK 12/13/06 By:JNL.Pn*>ct VENTANA REAL Page: of &*> DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CURTAIN k\ALL SILL ANCHOR 0 CONCRETE SLAB LOAPIN6 MAX. H.L. P.L. REAC KSEIOHT C 5EI5MIC L 5LB := O.E SLF := 1/7< § « V• rtj ^ | S It ELEVATlO^ REACTION, KSL:= ^TION, PL := S3- ONTROLLEP BY / OAPINC: ?q.JA|p 5LB i: V/E-S; PETAIL: 3/P-3O 535 -IbF REF.: PA6E ^ psf -C56.625- in-S^^.S- inj PL = ^O1lbf ^Ni^HiOR I/N • l^l . ' .1 _ ' IN_^ "^^ftlhF = i33ibf CBOPY OF CONNECTION; = 3<:i&ibf CFASTENERS; ' MT > 1 1 ;s ^ 1 1pi X 1 g ^—-^JJOJMEB |P" ^\" ' '/r LONG WEEP NOTCH AT -\ X CENTER OF EACH DLOW/ \KKnKKKH5 3W X 5' BAFFLE X1W Jt&KKKHKM . . a*"""1- . J D*t*: 12/14/O6 /" gT y^SM»7 ^ /— I'XVALUUBARXr >/ / LONG AT EACH SETTOG / BLOCKLOCATDN(SET V^ INSILKXJNE) X C^- ,Bft_j^---^ ^4 4V4 • ^ • i A : • " < ' ' * * * ' / • • ••/"! \' • •* "^0(U- ' L \ ' I. - • : 7 Bv: JNL T") HEAD Pn*«t VENTANA REAL - W DIA RAMSET / REDHEAD TRUBOLT WEDGE ANCHOR W r MIN EMBEDMENT. QUANTITY AND LOCATION PER ELEVATIONS o. -a A Page: of DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 » Phone (972) 644-0640 • Fax (972) 644-4204 LOAP SLB = 133lbF = 3<=l&lbF CHECK (2; 3/S" PIA. IT1N RAM5ET/REP HEAP TRUBOLT KCP6E ANCHOR IU/ 3" MIN. EMBEDMENT ASSUME f 'c. = 3COO PSI CONCRETE. NORMAL . SHEAR = ALLOW. BEARING ON ALUM. C6063-T6,), .3" SPACING REDUCTION PER ICDO REPORT ER-1312 APPLIEP 5HEAR i/ui = 26£>lbf D-": 12/14/O6 *" JNL Pn*6Ct VENTANA REAL "« - DESIGN ENGINEERING A CONSULTING 2071 N. Collins Blvd « Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CURTAIN XW.L KH.U ANCHOR @ FLOOR SLAB ELEVATION: BBL/E-1O; DETAIL: 1/D-45 LOADING MAX. KH.L. REACTION, KSL := T761 • IbF KXEICHT CONTROLLED BY ANCHOR. SEISMIC LOADIN6-: := JAJL .: PA6E 4-1 as >|= 5^4 IbF SLF := 1.SLF = 1045 ibf 25.2J (BODY OF CONNECTION; (FASTENERS; -tvr- -21/r--3i/r-»—1/21 WIN, 4in 3/8-16 X<- LONG HEX HO THRlrtOLT(GR5) W/ (2) V NYLON, (2) V RAT WASHERS, AND (I)NYLOCXNUT Tna-xyVERTSLOTtlTP) 7/16* X 2 t/T VERT SLOT (6 ELEV. MtNIE-11 ONLY) 1 ,' 1W Jf- - L5X5X1M ST1. ANGLE (MOO) X41(2-LONG STEEL DECK EDGE (BY OTHERS) • K \ X X X X X X X X X \\ \\ NX X STEEL DECK EDCE ANCLE (BY OTHERS; MUST BE ADEQUATE TO SUPPORT ALL LOADS IMPOSED """ ^2/14/06 8X1 JNL Pn*ct VENTANA REAL P-2<p - E S I G N ENGINEERING A CONSULTING 2071 N. Collins Blvd • Suite 100 > Richardson, Texas 75080 • Phone (972) 644-0640 > Fax (972) 644-4204 LOAP WL = H61lbF SLD = 350lbF SLF = 1045 IbF CHECK flj 3/S" PIA. G&. 5 THRU-BOLT 6> MULLION ALLOW. SHEAR = ALLOXS. BEARING <9N ALUM MULLION = C31.ksiJ-ro.3-75-in;-ra0^4-in; = APPLIEP SHEAR (WL) = —- = SS1 IbF O.K2 ALLOW. TENSION = 3120-IbF APPLIEP TENSION CSU) = SLP = 1045IbF O.K CHECK 5" X 5" x 1/4" STEEL AN6LE CMOPIFIEP; X 4 1/2" LON<3 CASTM-A36; = 21132psi OK SENPINcS STRESS PUE TO SEISMIC LOAP VSL= _ (SLB)'(4'in; -aMi5p.I fijs ate:12/13/06 By.JNL Ptoj9ct: VENTANA REAL pa": DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 BENPINC STRESS PUE TO I^INP LOAP @ "7/16" X 2" LC. VERT. SLOT ^bx = (O.G?O)-('3>6-k&\) = 216O0pS>i (ASTM-A36J O.K CHECK 3/16" ENELP © STEEL ANCLE TO STEEL PECK EPCE ANCLE ALLOW. STRESS ONELPj = CO.3; "" ' -> " ' % ALLOKS. STRESS T5TEEL; = CO.4. in in APPLIEP TOTAL STRESS PUE TO KNINP LOAP 4-" AREAOFKSELP, Au;:=4-in-2 ALU = Sin —m—m SLU:= 2 in . INCLUC5IN6- TOL. f, ,, ^H fb = 4,5^ ^ " Stu-2 in INTERACTION = Fa + Fb = 6C5 °-J< in **APPLIEE? TOTAL STRESS PUE TO SEISMIC LOAP IS O.K. BY IN5PE6TI0N. SING SEISMIC LOAP IS RELATIVELY SMALLER BY COMPARISON WITH WINP LOAP. °"to: 12/14/06 By: JNL Pr<*>* VENTANA REAL P89*: ^ " DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CURTAIN KHALI. P.L. ANCHOR @ FLOOR SLAB ELEVATION: CG/E-4; DETAIL: 2/D-45 LOADING MAX. KS.L. REACTION, J^L := "742-IbF REF.: FA<=>E D.L. REACTION, DL := 5.25-psF-f44.5-in.24£>.25-in;f5-HEIGHT CONTROLLED BY ANCHOR, KSp := KC SEISMIC LOADING: SLB := O.Sq-Wp SLB = ^1 IbF SL|= := 1.16 • IO? SLp = 212 IbF DL = 4O3lbF , i Wp = 15!1^25.2^ ^ CBODY OF CONNECTION; (FASTENERS; -»w- -21/r- ^~ \ -31/r-<— 1/TMN. • 3ffl-16X4-LONGHEXHDTHF««OlT(GR5) W/(2) r NYION, (2) V FLAT WASHERS, AND 1W L5X5X1/4SU ANGLE (MOD)X4 1/7 LONG -2W- STEa DECK EDGE (BT OTOERS) \ <7 \\ \\A STEEL DECK EDGE ANGLE (BY OTHERS; MUST BE ADEQUATE TO SUPPORT ALL LOADS IMPOSED °**: 12/13/06 ** JNL Project: VENTANA REAL Page: of£LA«X| DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOAD WL = 142 IbF SLB = qi IbF DL = 403lbF SLF = 2*72 IbF CHECK nj 3/g>" DIA. <?R. 5 THRU-BOLT @ MULLION ALLOW. SHEAR = 1^31-IbF ALLOW. BEARING ON ALUM MULLION (bOGS-lb], WLAPPLIED SHEAR (WL) = — = 311 IbF 2 ALLOW. TENSION = 3120-IbF APPLIED TENSION (SL.) = SLF = 212 IbF CHECK 5" x 5" X 1/4" STEEL AN6LE rMODIFIEDJ X 4 1/2" LON6 ^bx = (O.6O)-(3&'ks\) = 21600psi rASTM-A36j INCLUDING rOL. X,N1 (ASTM-A36; X..N = I^ISpSi INCLUPIN6 TOL. xx psi **INTERACTION IS O.K. BY INSPECTION. O.K O.K O.K O.K O.K Dale 12/13/06 **JNL VENTANAREAL Pa8»:of DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK 3/16" FILLET KCLP <9> STEEL AN6LE TO STEEL PECK EP6E ANOLE ALLOkN. STRESS = 2-7S4 IbF in ALLOH. STRESS (STEEL; = (OA) • (36 • ks \) • (0.25 • in; = 3600 —in APPLIED TOTAL STRESS PUE TO KSINP LOAP $ PEAP LOAP AREA OF KXELP, Aai;=4-in-2 ALU = &in Swx := 4-in-4.5-in = ie>in Sa«y = 5 in2 Fa = 46 f:= Aw-2 PL AW-2 KNL-3-in PL-4-m+ SUAj-2 SLUX-2 JbF in JbF in INTERACTION = (f a + fb) + Fv = 3<91 IbF O.K **APPLIEP TOTAL STRESS PUE TO SEISMIC LOAP IS O.K. BY INSPECTION. SINC SEISMIC LOAP IS RELATIVELY SMALLER BY COMPARISON frNITH ^NINP LOAD. °**' 12/14/06 ** JNL Pr*ct VENTANA REAL P- ^, - DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 * CURTAIN XHALL KL. ANCHOR @ STEEL I-BEAM ELEVATION: V/E-S; DETAIL: 1/D-46 LOADINO MAX. W.L. REACTION, WL := 1317- Ibf REF.= FA<5E ^ HEIGHT CONTROLLED BY ANCHOR, Hp := JNL- j -5JL| J^ = 511 IbF SEISMIC LOADING: \2 • J SLB := 0.51 -^ SLB = 341 IbF (BODY OF CONNECTION; SLp := 1.16 -XSp SLp = 1O4<9lbF (FASTENERS; 1 ^7/irxrVKT3LOT :\1 ^M ^1? •• I Lj<»~•^ | S ^ 1 V 1 it ~\ ! > — tLunveeajcaia 1 |P*JHITOmTCHCW 1 1 111 11 1 1 STEEL l-BEAh * — OTPB / (BYOTHERSJ AVJ ' | ^ WnSTUDFURRNO | .-.-.•. \^3/ " 1 1u :•:•:•: /V^ jj e; l| :H !! + 1 j •»:• I ^ i/ ^ N •'.'••'• ' (^ '•'•'•'• >'• [/ ' ^ .^rreaBwuproiwHa) N; ^ 4 i ^ ' O W/L ANCHOR H*^ ""' ' ' d rsY OTHERS; MUST BE ADEQUATE TO SUPPORT ALL LOADS IMPOSED ate: 12/13/06 By: JNL W V£NTANA REAL Pa.: ^ DESIGN ENGINEERING & CONSULTING _2Q71 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOAP 5LD = 34^ IbF SLF = CHECK CU 3/g>" PIA. OR. 5 THRU-BOLT @ MULLION ALLOW. SHEAR = 1^37 • . BEARING ON ALUM MULLION IbF i^jiAPPLIED SHEAR (K<U = — = 6^lbF O.K 2 ^. TENSION = 312O-lbF APPLIED TENSION (SU) = SLp = 1040 IbF O.K CHECK 2" X 4" X 1/4" STEEL TUBE X 21 I/a" LON6 BENE?IN(S> STRESS DUE TO niNP LOAD @ 1/16" X 2" L(3. VERT. SLOT Fbx = ( = 13142 psi — -(0.-l8>1-\n)2-(0.25-\r\)-(2) BENPIN6 STRESS DUE TO SEISMIC LOAP Fby= -C2.5-iru=i-12.5-in; . ^OK tele:12/13/O6 By:JNL VENTANA REAL Page: ESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd > Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 CHECK 3/16" FILLET WELD ® STEEL TUBE TO STEEL I-BEAM ALLOW. STRESS (WELD; = (O3)-(1O-^\)-(O.1O1)-(.O.\S>-]^-\r\) = ALLOW. STRESS (STEEL; = (0.4;-(36-kSi;-(0.25-in; = 36CO APPLIED TOTAL STRESS DUE TO WIND LOAP jbf in AREA OF WELD, ALU := 1 • in • 2 SID := 1-in-4.ST5-in WL Aoi-2 ALU = 2 in SLU = 5 in2 jbF in WL-3-in Stu-2 INCLUDING TOL. fb -in in INTERACTION =• + fb=554-Ibf in O.K APPLIED TOTAL STRESS DUE TO SEISMIC LOAD AREAOF.WELD, AU»:=1-ln-2 Au; = 2inA\WV*A ^ + 3.1.in.(4.&75.in;2 - = i2in3 , INCLUDING TOL. Fa:= SLp-3-in 5-in-Atu fa = 312jbf in SLF Au;.2 Fyy = 2&O jbf in ate:12/13/O&By:JNL prc,«c VENTANA REAL Pag»: DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 SLF-15-in-2.4375.in JtU-2 JW-2 fty = 324- Ibf in INTERACTION =+ fty) = H1 1 -IbF in O.K Dot*12/13/06 By:JNL Pr<*>ct VENTANA REAL DESIGN ENGINEERING & CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MOMENT SPLICE <§> CURTAINtNALL MULLION ELEVATION: BBL/E-10; DETAIL: 4/D-44 LOADING MAXIMUM MOMENT, M := 11O26 • in • Ibf SHEAR, V := REF.: PA6E 2!rt«1X3n61THKX ALUM BAR X 79* LONG WELDED TOW BAR JKnrXWTHICK - ALUM BAR (610S-T5) X7S1/TLONG 4S8-X«rTOlCKALUM BAR X 78 W LONG (6)i«-axii/rHyvH« FASTENER PER SPLICE BAR G>SPUCE 12/13/06 JNL "** VENTANAREAL P"": DESIGN ENGINEERING CONSULTING 2071 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOAD M = 11026 in- IbF v = iqilbF CHECK (4) 1/4" PIA. 5. STL. 5OREKSS g> EACH ALUMINUM SPLICE BAR ALLOW. SHEAR = 641- Ibf (TYPE 304 S.S., CONDITION C.kNj ALLOW. BEARING ON ALUM MULLION C6063-T6,), APPLIED SHEAR, V M 1.125-inVx := — + ' 2-4.|_Vo.125-in;2 + (1.^3-15-in;2J [V0.125-in;2 + 0.^5-in;2J Vx =333 IbF Mvy:= -inj2J Vy=532lbF TOTAL SHEAR = 7vx2 + Vy2 = 622>lbF OK CHECK 1/2" X 3 15/16" ALUMINUM SPLICE BAR Fv = 1 f = _ ^_ _ = 4qpsi O.Kv rO-S-inl-CS^S^-in;.^; Fbx= 21-ksi C6105-T5; fbx = - IT! - = 4267psi OK 1 . **INTERAGTION IS OK BY INSPECTION. D"«"- 12/13/06 By: JNL P™1"011 VENTANA REAL *•« ^ - DESIGN ENGINEERING it 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 WallThk. 0 in4 in3 in3 in Ibs/ft in CN CN «o d 6sCO10 3.027" 2.312" s 0 0.078" csCM' 2.802" 5.829" HORIZONTAL W60-D06-UI 6063-T6 ALUMINUM SCALE: FULL VISION SYSTEMS 3 VENTANA REAL LOT II 5 JNL ^ 2071 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. 3.993 1.774 1.774 1.599 1.563 13.000 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in WallThk. 1.102 1.102 1.102 0.840 1.875 0 in4 in3 in3 in Ibs/ft in CN ^ ^ _s ^ V X X / v > Y ftY £ > ( Cncs d ^ Yw Y f \ \ 0.125" // 2.250" I 2.250"' y --i'1 4.500" HORIZONTAL ALUM TUBE 2x4 1/2x1/8 6063-T6 ALUMINUM VISION SYSTEMS S VENTANAREALLOTII SCALE: FULL j| S JNL 2071 N. Collins Blvd. Suite 1KDO Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING V v fOV3O fs % 04 CO•<t CN 0.348" 0.985" Y 0.125" 1.277" 1.625" 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 in2 Weight 1.421 in WallThk. 0.125 in4 in3 in3 in Ibs/ft in VERTICAL MULLION - SPLAYED W60-M17 6063-T6 ALUMINUM SCALE: FULL 1% § VISION SYSTEMS S> VENTANAREALLOTII 2071 fsJ~ Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING CONSULTING CO•oq 10 iq CM' "cs tocs 0.125" SECTION PROPERTIES Ixx 4.606 Sxx(max) 1.852 Sxx(min) 1.788 rxx 1.880 Area 1.304 Perim. 22.757 in4 in3 in3 in lyy 0.285 Syy(max) 0.676 Syy(min) 0.194 ryy 0.468 in2 Weight 1.564 in WallThk. 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION - SPLAYED W60-M18(MOD.) 6063-T6 ALUMINUM SCALE: FULL § VISION SYSTEMS Q VENTANAREALLOTII JNL 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 E S I G N ENGINEERING & CONSULTING -op in CO CM CM toCN LJ Y 0.125" CM CD SECTION PROPERTIES Ixx Sxx(max) Sxx(min) IXX Area Perim. 3.813 1.641 1.392 1.798 1.179 20.768 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in2 Weight in Wall Thk. 0.146 0.456 0.129 0.352 1.415 0 in4 in3 in3 in Ibs/ft in •X 1.132" (p.320 1.452" VERTICAL MULLION - SPLAYED W60-M18(MOD.) 2071 N. Collins 6063-T6 ALUMINUM SCALE: FULL §VISION SYSTEMS VENTANA REAL LOT II JNL (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING S. V in* \ cs \ N vV A ^ x 0.359" , 0.688" , 1 * j n d 0.080" Y 4^ v"r x Y 1 [ 1 .329" % \ .688" 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 VERTICAL MULLION W60-M16 6063-T6 ALUMINUM SCALE: FULL g VISION SYSTEMS § VENTANAREALLOTII S JNL § 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING Co(N IO 10 CN 0.479"e. 7 1.412" 1.891" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 3.848 1.519 1.485 1.889 1.079 22.779 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.338 0.706 0.240 0.560 1.294 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION W60-M16-M 6063-T6 ALUMINUM SCALE: FULL 5 VISION SYSTEMS Q VENTANAREALLOTII S JNL 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 1.000" m CN iO 10co CN CN L -<=> o 0.094" SECTION PROPERTIES Ixx 3.046 Sxx(max) 1.249 Sxx(min) 1.134 rxx 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 WallTTik. 0 in4 in3 in3 in Ibs/ft in 0.775' 1.000" 0.225" VERTICAL MULLION W60-M16-F 6063-T6 ALUMINUM SCALE: FULL ii VISION SYSTEMS VENTANAREALLOTII JNL 2071 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. 1.704 1.001 0.886 1.355 0.928 12.235 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.581 0.581 0.580 0.791 1.114 0 in4 in3 in3 in Ibs/ft in \ to CM •O CO \ ooCM N. > N ~TTO § Y X f ^ YV W 0.062" Y >5 , ni n n fn , 1.000" L 1-000" I'T 2.000" VERTICAL MULLION W45-M12 6063-T6 ALUMINUM SCALE: FULL VISION SYSTEMS VENTANAREALLOTII 2071N. 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. 1.418 0.792 0.772 1.254 0.901 11.268 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.105 0.250 0.180 0.341 1.081 0 in4 in3 in3 in Ibs/ft in EO3 co to 8 Y 0.078' 6063-T6 ALUMINUM VISION SYSTEMS VENTANA REAL LOT II CORNER MULLION W45-M14 SCALE: FULL | s JNL 2071 N. Collins Blvd Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING CONSULTING SECTION PROPERTIES Ixx 0.921 Sxx(max) 0.541 Sxx(min) 0.526 rxx 1.270 Area 0.571 Perim. 12.358 in4 in3 in3 in lyy 0.036 Syy(max) 0.116 Syy(min) 0.064 ryy 0.252 in* Weight 0.685 in WallThk. 0 in4 in3 in3 in Ibs/ft in REINFORCING ADAPTOR W45-M20 6063-T6 ALUMINUM SCALE: FULL VISION SYSTEMS VENTANA REAL LOT II II JNL 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING CONSULTING CO cs CN CN q \ \ A 1 , 0.688" , 1 ^ , •[ U ll Ny "° o Y & _\ , Y V F " Y 0.080" / | ).408"| 1.405"y1 1.813" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 1.958 0.963 0.859 1.658 0.712 18.433 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.160 0.392 0.114 0.473 0.855 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION W60-D16 6063-T6 ALUMINUM SCALE: FULL II VISION SYSTEMS VENTANAREALLOTII JNL 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.721" co cs SECTION PROPERTIES Ixx Sxx(max) 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 VISION SYSTEMS VENTANAREALLOTII JNL 8! 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.797' to CO boCN CN _i to§cs \ f — f f 0.760" 0.24( 1 .000" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 2.038 0.977 0.890 1.565 0.832 15.626 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.057 0.236 0.075 0.261 0.999 0 in4 in3 in3 in Ibs/ft in VERTICAL MULLION W60-D16-F 6063-T6 ALUMINUM SCALE: FULL § VISION SYSTEMS Q VENTANA REAL LOT II JNL 2071 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING CM CO tor^o 0.080" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 6.430 2.237 2.057 2.283 1.234 30.568 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.617 0.899 0.469 0.707 1.480 0 in4 in3 in3 in Ibs/ft in 1.016"p d 0.686"1.314" 2.000" JAMB MULLION W60-M09-U 6063-T6 ALUMINUM SCALE: FULL § VISION SYSTEMS q VENTANAREALLOTII _ _ 2071 N. Collins Blvd Suite 100 Richardson, Texas 75080 (972)644-0640 fax:(972)644-4204 Table 1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY AND TEMPER 5052 -O -H32 •H34 -H36 5063-O -H111 -H111 -O -H116 -H32, H321 -H116 •H32. H321 5068-O -H111 -H111 -0 -H112 -H112 -H112 41112 -H116 -H32 •H34 5154-H38 5454 -O -H111 -H111 -H112 -O -H32 -H34 5456 -O -H116 -H32, H321 -H116 -H32, H321 -H116 -H32, H321 6005-T5 6061-T6, T651 -76.16510,16511 •T6, T651 -T6 -T6 6063-T5, -T52 -T5 -T6 6066-T6.T6510.T6511 6070-T6. T62 6105-T5 6351 -T5 6351 -T6 6463-T6 7005-T53 PRODUCT Sheet & Plate /Sheet & Plate \ I CoW Fin. Rod & Bar 1 \Drawn Tube / Sheet Extrusions Extrusions Extrusions Sheet A Plate Sheet & Plate Sheet & Plate Plate Plate Extrusions Extrusions Extrusions Sheet & Plate Plate Plate Plate Plate Sheet & Plate Sheet & Plate Drawn Tube Sheet & Plata Drawn Tube Sheet Extrusions Extrusions Extrusions Extrusions Sheet & Plate Sheet & Plate Sheet & Plata Sheet A Plata Sheet & Plate Sheet & Plata Plate Plate Plate Rate Extrusions Sheet & Plats Extrusions Cold Fin. Rod & Bar Drawn Tube Pipe Extrusions Extrusions Extrusions Extrusions & Pipe Extrusions Extrusions Extrusions Extrusions Extrusions Extrusions Extrusions THICKNESS RANGE In. 0.006 to 3.000 All All 0.006 to 0.162 up thru 5.000 up thru 0.500 0.501 to 6.000 0.051 to 1.500 0.188 to 1.500 0.188 to 1.500 1.501 to 3.000 1.501 to 3.000 up thru 5.000 up thru 0.500 0.501 to 5.000 0.020 to 2.000 0.025 to 0.499 0.500 to 1.000 1.001 to 2.000 2.001 to 3.000 AD All All 0.006 to 0.128 up thru 5.000 up thru 0.500 0.501 to 5.000 up thru 5.000 0.020 to 3.000 0.020 to 2.000 0.020 to 1.000 0.051 to 1.500 0.188 to 1.250 0.188 to 1.250 1.251 to 1.500 1.251 to 1.500 1.501 to 3.000 1.501 to 3.000 up thru 1.000 0.010 to 4.000 An up thru 8.000 0.025 to 0.500 All up thru 0.500 up thru 1 .000 0.500 to 1.000 All AH UD thru 2.999 up thru 0.500 up thru 1.000 up thru 0.750 up thru 0.500 up thru 0.750 F. ksl 25 31 34 37 39 40 40 40 44 44 41 41 35 36 36 35 36 35 35 34 40 40 44 45 31 33 33 31 31 36 39 42 46 46 44 44 41 41 38 42 38 42 42 38 22 22 21 30 50 48 38 38 42 30 50 F* ksi 9.5 23 26 29 16 24 24 18 31 31 29 29 14 21 21 14 IB 16 14 14 28 28 34 35 12 19 19 12 12 26 29 19 33 33 31 31 29 29 35 35 35 35 35 35 16 16 15 25 45 45 35 35 37 25 44 F, ksl 9.5 21 24 26 16 21 21 18 26 26 24 24 14 18 18 14 17 16 15 15 26 26 32 33 12 16 16 13 12 24 27 19 27 27 25 25 25 25 35 35 35 35 35 35 16 16 15 25 45 45 35 35 37 25 43 F, ksl 16 19 20 22 24 24 23 25 26 26 24 24 21 21 21 21 22 21 21 21 24 24 26 24 19 20 19 19 19 21 23 26 27 27 25 25 25 25 24 27 24 25 27 24 13 13 12 19 27 24) 24 24 27 19 28 COMPRESSIVE MODULUS OF ELASTICITY* C(fcsl) 10,200 10,200 10,200 10,200 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10.400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,300 10,400 10.400 10,400 10,400 10.400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,100 10.100 10,100 10,100 10,100 10.100 10,100 10,100 10,100 10.100 10,100 10.100 10.100 10,100 10.100 10,100 10,500 1. Fu and F, are rrinlmum spedfledvalues (except F, ** 1100-H12, H14 Cold Finished Rod and Bar and Drawn Tube, Atebd 3003-H18 Sheet and 5050-H32. H34 Cold Finished Rod and Bar which are minimum expected values); other strength properties are corresponding minimum expected values. 2. Typical values. For deflection calculations an average modulus of elasticity is used; this is 100 ksi lower than values In this column. May 2005 V-7 VII-64 January 2005 January 2005 VII-65 I IS VII-72 January 2005 January 2005 VII-73 19. FASTENER LOAD TABLES B. Unified Coarse Threads TABLE 5 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 5/6-11 3/4-10 7/8-9 1-8 O 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 Ftoot Area (Sq.ln.) 0.0076 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 5384 6136 8836 , . 12026 15708 Allowable Shear • Single (Pound*) 133 212 260 366 479 802 1195 1M2 2208 . 2844 3068 4418 6013 7854 Double (Pound*) 267 424 520 731 957 1603 2389 3285 4416 5587 6136 8836 .12026 15708 ' SAEQRAOE2 ASTM A 307 For Diameters up thru 9/1 6" Fu (Min. Ultimate Tensile Strength) 74.000 psl- ',''60,000 psl* F, (Wtowable Tensite Stress) 29.600 psl '.''• ••20.000 p»l*' A(R) .'• 0.78S4|D - Fv (Allowable Shear Stress) 17.090 psi. • 10.000 psi* . V ' A(SJ— 0.7554fD - .- •'••."•••. • * Bearing (Pounds) 1/8- St A3* 1201 1427 1553 1879 2175 2719 3262 3806 4350 4804 . 5437 6525 7612 8700 1.2269 11 . N J N J 1/8- AJ. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 .1750 2000 1/8- Al. 6063-T6 414 492 570 548 750 938 1125 1313 1500 1588 1875 2250 2625 .3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener 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 tensloi •". ABowable 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 1.528 ,;.0.40F, 1 - 0.40F. [A \ ' OMf IAI • —-r-F.IA 8D63-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 (R)l TABLE 6 :'••-..- . SAE Grade 5 Steel for Diameter* Up thru 9/16- . ASTM A 449 Steel lor Diameter* 5/8' end 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 0 Nominal Thread Diameter (Inch) 0.1360 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.ln.) 0.0091 0.0140 0.0175 0.0242 0.0318 . 0.0524 . 0.0775 0.1063 0.1419 0.1819 0.3O68 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 4811 6259 S013 12267 16022 Double (Pounds) . 432 687 842 1186 . 1552 2599 3874 5326 7161 9223 12517 18025 24533 32044 Bearing (Pounds) 1/8" St. A36 1201 1427 : 1553 1879 2175 2719 3262 3806 4350 4894 5437 6525 7812 8700 1/8- Al. 6063-TS 276 326 380 432 500 625 750 875 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 0.144 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 0.985 1.220 1.452 1.674 1.894 . SAE GRADE 5 v ASTM A 449 For Diameter* up thru 9/16-: F, - 0.40F. Fu (Min. Ultimate Tensile Strength) ' ''v 120.000 psi 120.000 psl*: ' . F, (Allowable Tensile Stress) .... '. 48.000 psl , 39.600 psi* A<R) • 0.78S4fD -1.2269f u " Allowable tension - 0.40F. |A(S)J Fv (Allowable Shear Stress) . 27.713 pa % 20.4OO psl- . v . " ' 'ft '. .'•'-, ' ' • ' •'..'. - - *V'' A(S) • 0.7854fo - M1*3X Allowable shear (Single) - —F,'A(R)1• v ' * 1 N 7 . •/S For Diameters 5/8" and over: A(S) = 0.7858D*'""" . .. •For fasleners 5/8' diameter and greater, values, formulas and procedures used are taken from the AISC, 'Manual of Steel Construction,' 9th Edition. (See page #24 for additional notes.) : , • Source: AAMA, "Metal Curtain Wall Fasteners;" 1991 (AAMA TIR-A9-1991) ne> 19. FASTENER LOAD TABLES B. Unified Coarse Threads TABLE 10 .s?w—3jify& Nominal Thread 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 9/18-12 5/8-11 3/4-10 7/8-9 1-8 :.%sl^*Si*!^«:;«?:?:" *%SJS»: ^^|j|^SfAINLES£SreEl£*:^ D Nominal Thread (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 (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 (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 Sheer Single (Pounds) 101 161 197 278 364 609 90S 1248 1678 2162 2690 4015 5566 7314 Double (Pounds) 203 322 395 556 727 1218 1816 2497 3357 4323 5381 8031 11135 14627 Bearing (Pounds) 1/TSI. A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1/8- Al. 6063-75 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6053-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thlcknea* to Equal Tensile Capacity of Fastener On.) 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 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 6063-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 Fu (Min. Ultimate Tensile Strength) F (Min. Tensile Yield Strength) F, (Allowable tensile Stress) F, (Allowable Shear Stress) 75.000' pel >- 30.000 pul • 22.500 ps! :;j 12,990 psI'V. A(R) A(S) • 0.7854(0 - - 0.7854(0 - 1.2269? " / 0.9743? N 1 ft Allowable tension Allowable shear (Single) - 0.75F, - 0.75F, [A(S)] - 0-75 F 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 -, , ' ' f, DIAMETER %'*<£ ,>, / '- X\o - UpThniS/a-"' 3/4" ind^Over A(R) • 0.7654 D - \>x .'' . ,.< ->-,vi'*f>» " .!"^ ' ^ " \ Bearing (Pounds) 1/8- St. A36 1201 1427 1653 1879 2175 2719 3262 . 3806 4350 4894 5437 6525 7612 8700 1.2289? N J 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 0.126 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 For Diameters 3/4' and Over: Fu (Mm Ultimate Tensile Strength) 110.000,. pel #.tr 85.000 psi^ . noTjvJ F, « 0.75F, f (Min,'Tensil« Yield Strength) 65.000 p*!^ „ 45,00? psc '; « A(S) . 0.7654ID - F, (Allowable Tensile Stress) 40'.OOOpeXf^* 33.750 psi1 ^ ^N J Allowable tension - 0.75F, [A(S)| Fv (Allowable Shear Stress) - ,* 23,094 pslij.^19.486 pel I/-' For Diameters Up Thru 5/8*. f 0.75 f *'/''"'• .-VT-v ..•* ~3%^g$&.: r'-MOF« V. va ' r>/ ***£& <* . V;V If r; ; <Cll&^ Ak>W^ """o" ' °-4°FJA(S)l AJowab* shear (Shgh) - S^F^l ' '-'-^^.'^ ... "S^^J-k^J^-^fej^J^ ^0.40^ 1/3 •W1 ~-*fix» v.'**» >-», ' ' *, , ,-',<*«< 4.":' \J&;2^fe-.'''''"., •', - F. ' ^F.,. . A AJowable shear (Single) - S^-F, In Tables 9 thru 15. for Group Type and Condition Definitions see page* 22 and 21 Source: AAMA, "Metal Curtain Wall Fasteners," 1991 (AAMA TIR-A9-1991) 1401 North Central Expressway • Suite 380 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 FASTENER PULLOUT STRENGTH PULLOUTOF 1/4" DIA. . ' ' .-••'• _ SCREW FROM 1/3" 3O03-H14 EN6A6EMENT LENGTH: NUM. OF THREADS PER INCH ALLOk SHEAR OF BASE ME INTERNAL THREAP STRIPPINC ALLOKN. PULLOUT = (- I- • •'•'• ' : ' ' V: -::: •'••''•'" .. ••••:'''• x.. - •••"".*. • •'-.'•''' " " • ' ' .-...."•.•••' • • ; ' " . • - '• • .- ' - ' ' •• "'• • " " TABLE 4. ..FASTENER STR Nominal Thread Diameter Si Thread Per Inch #5-32 #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 Threao; Diameter . Inch 0.1380 0.1640 0,1900 0.2160 0.2500 0.31J5 0.3750 0,4375 0:5000 0.5625 0.6250 0.7500 0.87SO . 1.000 A(S) Tunelle Slreea Area Sq. In. 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 Oi0775 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 &2071 0.309T 0.4288 0.5630 TSA(E)TSA(I) Thread Stripping Area Sq. In/Thra«d External 0.006 0.007 0.011. 0.013 0.018 0.026 0.036 0.048 0.060 0.074 0.091 M21 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 0.136 0.172 O.S2S 0.292 . ' : • " . ALUM. .': V:i-\ '-..; .';••; LE^O.125 \. •' • ;v'>;,;; : ' N := 20 -,•./" fAL: Fv -- (OA)-C(2OOO-ps\) 3 AREA: ; TSAI .= O.O2~1'\r\2 (RE: TABLE BELOW) i LE .- - } • Fv-TSAI - N = 25<=I • Ibf 1 VI' 1i N i |t-\.- . ."•/•• . • •/. .•,..;•! . •.-•••••. •.••.'. . ' • ~ • • ••.•... .•••••, . , " . . _..-•. - ESS AREAS -UNIFIED COARSE THREADS (UNC) External Thread* • Clats 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 Min. 0,131 0.157 0.182 0.208 0.241 0.303 0.364 0.426 0.488 0.550 0.811 0.735 0.859 0.983 Pilch 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 Min. 0.114 0.140 0.159 0.185 0.213 0.271 0.329 0.385 0,444 0.502 0.559 0.877 0.795 0.910 Intemel Threade • Cla«e 2B 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 O.J&O 0.546 0.663 0.778 0.890 Pitch Diameter Min. 0.118. 0.144 0.163 0,189 0.21 B 0.278 0.334 0.391 0.450 0.508 0.5<J6 0.585 0.803 0.919 Max 0.121 0.148 0.167 0.193 0.222 0.282 0.340 0.397 0.457 0.515 0.573 0.693* 0.811 0.928 K Minor Diameter Inch NO^ 0.0997 0.1257 0.1389 0.1649 0.1687 0.2443 0.2963 0.3499 0.4056 I 0.4603 I 0.5135 0.6273 I •0.7387 4 0.8466 Tap Drill. Commercial Drlila /Size 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 M/S4 0.4S44 7/32 0.5312 >1/32 0.6S62 9/64 0.7656 7/8 0.8750 Dale:By:Material: LEGACY REPORT ER-4780 Reissued February 1, 2004 ICC Evaluation Service, Inc. www.icc-es.org Busin s/Regto al Office "6360 Workman MI Road, WhitSer.CaBomia 90601 •(562)6990543 Regional Office • 900 Montdair Road. Suite A. Birmingham, Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Ffossmoor Road. Country dub 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 122"° 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, V«- and 5/,6-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/M, 15/M,17/M 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, '^-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. (ANSI Copyright© 2004 l~2-\ Page 1 of 3 Page 2 of 3 ER-4780 4.4 Minimum spacing, edge distance and end distances comply with Table 3. 4.5 The capacity of the connections must be investigated in accordance with accepted design criteria for fastener bearing on connecting members and for fastener pull-through. 4.6 Calculations demonstrating that the applied loads 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 ROLLOUT VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS1 SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 V4-14 V4-20 V24 V,.-24' 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 '/„ - 1159 1015 1045 1690 1729 V, - - - 1215 1936 1931 '/,. - - - 1275 2182 2662 '/, - - - - - 3422 v, - - - - - 3421 ALUM 6063-T5, THICKNESS (inch) V, 306 210 240 230 417 308 V, - 914 969 700 1027 802 '/, - - - 1473 - - 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. 'The 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. 'For self-tap fasteners, use 0.290-inch predrilled holes through members. TABLE 2—ALLOWABLE SHEAR VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS' SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 V4-14 V4 - 20 V24 V24< DRILL POINT TYPE 3 3 3 4 4 - DRILL CAP.7 (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 V-V 635 670 2194 2182 Ml '4 715 2113 2116 V-12 Gage 660 1904 ALUM 6063-T5, THICKNESS (Inch) v-v 587 335 405 395 740 804 V,"-V4" 475 590 570 1147 1170 For SI: 11nch = 25.4 mm, 1 pound = 4.448 N. 1Steel 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. 'The 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. Page 3 of 3 ER-4780 TABLE 3—MINIMUM FASTENER SPACING AND EDGE DISTANCES FASTENER GAGE/DIAMETER No. 10 No. 12 V4 inch V,, inch FASTENER MATERIAL Steel Aluminum Steel Aluminum Steel Aluminum Steel Aluminum MINIMUM SPACING (Inch) s/. % "/„ '/,. % % 15i '16 25l'32 MINIMUM EDGE DISTANCE (inch) §/» '/. '/. '/„ V. v, % V. For SI: 1 inch = 25.4 mm. COMPANY NAME (Eco Industries, Inc., or Hiltf. Inc.) V4-20 by iVa Inch HWH ^4o. 4 Drilling Capability .210 loch-.375 Inch Inspect by noting raised circle around Hag* logo on top of head. To insure proper performance, only the load-bearing area can be engaged In the material being fastened. —.730" • Maximum Load-bearing Area FIGURE 1—TYPICAL LABEL » * J LEGACY REPORT ER-1372 Reissued March 1, 2000 nnnnnnnnnnrTFinnnnrDnnDniiDDnD www.icc-es.org Business/Regional Office D 5360 Workman Ml Road, Whittier, CaHbmia 90601 D (562) 699O543 Regional Office D 900 Montdair Road, Suite A. Biimingham, Alabama 35213 0 (205) 599-9800 Regional Office 0 4051 West Rossmoor Road, Country Club Hats, Illinois 60478 0 (708) 799-2305 Legacy report on the 1997 Uniform Building Code1 DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring ITW RAMSET/RED HEAD SELF-DRILLING. TRUBOLT WEDGE, AND MULTI-SET II CONCRETE ANCHORS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1.0 SUBJECT ITW Ramset/Red Head Self-Drilling, Trubolt Wedge, and Multi-Set II Concrete Anchors. 2.0 DESCRIPTION 2.1 ITW Ramset/Red Head Self-Drilling Anchor: 2.1.1 General: The ITW Ramset/Red Head anchor is a self- drilling concrete expansion shell anchor with a single cone expander. Both elements are made from heat-treated steel. The steel for the body conforms to AISIC-12LI4, and the steel for the plug conforms to AISI C-1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer surface of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone that has an annular break-off groove at its base for flush mounting. Anchor shell and expander cone are electrodeposit zinc and chromate-plated. 2.1.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 1 and 2. The anchors are installed by a Model 747 Roto-Stop Hammer, by air or electric impact hammer, or by hand. The anchor is used as a drilf in forming the hole in normal-weight concrete. After the hole is formed, the anchor must be removed and the hole thoroughly cleaned. The hole depth is regulated by the drill chuck. A Red Head plug must be set into the bottom of the anchor prior to insertion in the hole. The concrete anchor must be driven over the plug, to cause expansion of the anchor in the hole. The chucking end of the anchor is broken off with a hammer blow. Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete and the red plug is visible at the bottom of the hole. 2.2 ITW Ramset/Red Head Trubolt Wedge Anchor: 2.2.1 General: The Trubolt Wedge anchor Is a stud bolt type of drop-in anchor. The anchors are cold-formed or machined from zinc-plated and chromate-dipped carbon steel, hot-dipped galvanized carbon steel or stainless steel. Steel used to produce the anchors complies with AISI C-1015 to AISI C-1022 and AISI C-1213 carbon steels. Type 304 or Type 316 stainless steels. Hot-dipped galvanizing complies with ASTM153 Class C requirements. The expander sleeves are fabricated from stainless steel or carbon steel meeting the requirements of Type 302 or AISI C-1010, respectively. Cold- formed anchor studs are available only for the Y«-inch-,3/,- inch-, V2-inch-, s/s-mch- and 3/4-inch-diameter (6.4, 9.5,12.7, 15.9 and 19.1 mm) wedge anchors. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter, around which the expander sleeve is formed. A straight-tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tightened in the concrete hold. The expander ring, which is formed around the stud bolt, consists of a split-ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hold as the tapered portion of the stud is forced upward against its interior. 2.2.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 3, 4, 5 and 10. Holes must be predrilled in normal-weight or lightweight concrete with carbide-tipped masonry drill bits manufactured within the range of the maximum and minimum drill tip dimensions of ANSI 8212.15-1994. The anchors must be installed in holes the same nominal size as the anchor size, with a greater depth than the length of embedment desired, but no less than the minimum embedment. The hole must be cleaned out prior to installation of the anchor. The anchor must be tapped into the hole to the embedment depth desired, but no less than the minimum embedment. A standard hexagonal nut and washer must be used over the material being fastened and the nut tightened until the minimum installation torque, as indicated in Tables 3 and 10, is reached: 2.3 ITW Ramset/Red Head Multi-Set II Anchor: 2.3.1 General: The Multi-Set anchors are designed to be installed in a predrilled hole equal to the anchor diameter. The anchor consists of a shell formed from carbon steel meeting the minimum requirements of AISI C-1213 and an expansion plug formed from carbon steel meeting the minimum requirements of AISI C-1010. The expansion end is divided into four equal segments by radial slots. The expansion plug is preassembled and is cylindrical in cross section. 2.3.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 6, 7 and 9. Holes must be predrilled in, normal-weight or lightweight concrete with carbide-tipped masonry drill bits manufactured within the range of the maximum and minimum drill tip ICC-ES legacy reports are not lobe 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 JCC 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. * J Page 2 of 8 ER-1372 dimensions of ANSI B212.15-1994. The anchors must be installed in predrilled holes, the hole depth and diameter for each anchor size being listed in Tables 6, 7 and 9. After the hole is drilled, it is cleared of all cuttings. The anchor is set by installing the expansion shell and then driving the cone expander with a setting tool provided with each anchor size. When the cone expander is driven down into the anchor, the legs of the shell expand. 2.4 Design: Allowable static loads are as set forth in Tables 1,3,6,9 and 10. Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation: (PJP,)m + (VJVf* * 1 where: Pj = Applied service tension load. P, = Allowable service tension load. V, = Applied service shear load. V, = Allowable service shear load. The anchors cannot be subjected to vibratory loads. Sources of such loads include, for example, reciprocating engines, crane loads and moving loads due to vehicles. 2.5 Special Inspection: When special inspection is required, compliance with Section 1701.5.2 of the code is necessary. 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 spacings, edge distances, slab thickness, anchor embedment and tightening torque. 2.6 Identification: The concrete anchors are identified by their dimensional characteristics, the anchor size, and by the length code stamped on the anchor. The conical-shaped expander plugs are colored red. See Figure 1 for additional details. Length codes are in Table 8. 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. 3.0 EVIDENCE SUBMITTED Data complying with the ICBO ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated January 1999. 4.0 FINDINGS That the ITW Ramset/Red Head fasteners described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions: 4.1 Anchor sizes, dimensions and installation are as set forth in this report. 4.2 Allowable shear and tension loads are as set forth In Section 2.4. 4.3 Calculations justifying that the applied loads comply with this report are submitted to the building official for approval. 4.4 Special inspection is provided as set forth In Section 2.5. 4.5 Anchors are limited to installation in uncracked concrete, which is concrete subjected to tensile stresses not exceeding 170 psi (1.2 MPa) as induced by external loads, deformations and interior exposures. 4.6 Anchors are limited to nonfire-resistive construction unless appropriate data is submitted to demonstrate anchor performance is maintained in fire-resistive situations. 4.7 Anchors are manufactured at Highway 12, Michigan City, Indiana, with inspections by PFS Corporation (NER-QA251). 4.8 Use of electroplated or mechanically plated carbon steel anchors is limited to dry, interior locations. Use of hot-dipped galvanized carbon steel is permitted in exterior-exposure or damp environments. 4.9 Except for ITW Ramset/Red Head Carbon Steel and Stainless Steel Trubolt Wedge anchors embedded in normal-weight concrete, as noted in Table 3, use of anchors in resisting earthquake or wind loads is beyond the scope of this report. 4.10 The anchors are not subjected to vibratory loads, such as those encountered by supports for reciprocating engines, crane loads and moving loads due to vehicles. This report is subject to re-examination in two years. Page 4 of 8 ER-1372 TABLE 3—ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1*4*1 ANCHOR DIAMETER (Inches) V, % \ \ % v, 1 1V. INSTALLATION TORQUE (Ibf-ft) 8 25 55 90 175 250 300 500 EMBEDMENT DEPTH (Inches) 1V,TV.2V, 1V,3 4 2V, 4V, 6 2V4 5V, TV, 3V, 65/, 10 3V4 6'/4 8 4V, 7% 9V, 5V2 8 10 r.« 2,000 psi Tension With Special Inspection* 295 525 565 420 870 1.200 1.165 1,165 1,335 1,645 1,645 1,765 1.780 2,745 2,745 2,380 3,665 3,665 3,485 3.650 4,675 4,535 6,835 9,035 Without Special Inspection 150 265 280 210 435 600 580 580 665 820 820 880 890 1,375 1,375 1,190 1,835 1,835 1,745 1.825 2,340 2,270 3,413 4,515 Shear 350 420 580 1,000 1,190 1,810 1,780 2,400 2.530 5,080 3,290 5,220 4,020 7,170 5.820 8.770 f,» 4,000 psi Tension With Special Inspection 445 825 825 560 1.485 1,485 1,275 2,410 2,410 1,795 3,730 3,755 2,710 4,425 4,470 3.685 5,235 5,580 5,045 5.995 6.635 6.595 10,825 11.385 Without Special Inspection 225 410 410 280 740 740 640 1,250 1,205 900 1,865 1.880 1,355 2,210 2,235 1,840 2,620 2,790 2,520 3,000 3,315 3,300 5,410 5,695 Shear 350 420 655 1.035 1,190 1,810 1,780 2,975 3,430 5,935 4,145 7,200 5.705 9,485 7.365 11,065 f," 6,000 psi Tension With Special Inspection 475 825 825 710 1,530 1,530 1,760 2,705 2,705 2,430 4,095 4,095 3,325 5,065 5,895 4,355 6.090 6,090 5,295 8.315 8,315 8,410 11,385 14,075 Without Special Inspection 240 410 410 355 765 765 880 1,355 1,355 1,215 2,045 2,045 1,665 2,530 2.950 2.180 3.045 3.045 2,650 4,160 4,160 4,205 5,695 7,040 Shear 350 420 790 1,125 1,760 2,040 2,405 3,130 3,995 5,935 4,790 7,200 6,120 9,520 8,445 12.640 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 1bf • ft - 1.355 818 N • m. 1lbf = 4.45 N. 'The tabulated shear and tensile values are for anchors installed in stone-aggregate concrete having the designated ultimate compressive strength at the time of installation.2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 'These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. "The minimum concrete thickness is 1V2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater.'Allowable static loads maybe increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 'The anchors are illustrated as follows: Page 5 of B ER-1372 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 ANCHOR DIAMETER (inches) '/. '/, V, % '/« V, 1 1V4 EMBEDMENT DEPTH (Inches) 1V, 1% 2V, 1V, 3 4 2V4 4V, 6 2% 5V, TV, 3V. 6% 10 3V4 6% 8 4'/2 TV.9V2 5V, 8 10 Edge Distance Required to Obtain Maximum Working Load (Inches) 2 1>1% 2s/, 3 3 3% 3V, 4V, 4% 3/'5s/, 5'V,, 5 TV, 69/,. 6V4 6 7'/, 7% 7V, 93/, 8 TV, DESCRIPTION Minimum Allowable Edge Distance (inches) Load Factor Applied * 0.65 1 1 1%, 15/,. IV, 1V, 2 1'/,,21/4 27/,, 115/,. 2% 2V, 2V, 3% 3s/,, 31/, 3 •515;J 'te 3% 3e/,, A13I* '«4 3% Spacing Required to Obtain Maximum Working Load (Inches) 315/,, 37/. 33/,, 5V46 6 7l'>63/,e 9 9% 7'V,S 11V4 11%qis/9 'it 15 13V, 12Vj 12 15% 14V4 14V4 19V4 16 15 Minimum Allowable Spacing Between Anchors (Inches) Load Factor Applied = 0.70 2 1% 1s/, 25/, 3 3 i15/J 't« 3V, 4V, 4"/1s 37/, 5% 5'1/,, 5 TV, 69/,, 6V. 6 7V, 7% 7V, 9s/,8 7V, For SI: 1 inch = 25.4 mm. 'Linear interpolation may be used for intermediate spacing and edge distances.:Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 ANCHOR niAMCTCD (inches) '/4 3lu /2 % % 't 1 •p/1 '4 EMBEDMENT DPDTU (inches) 1V, 116/,, IV, 3 2V4 4V, 23/4 5V, 3V, 65/. &fi 6V4 41/,n, 5V, 8 DESCRIPTION (E) Edge Distance Required to Obtain Maximum Working Load (inches) (See Figure 2) 2 11S/,, 2% 3V4 316/,, 53/,, 413/,, 6V,, 511/,, 85/,, 69/,. 8V, 77/, 101/,, 95/, 117/« (E1) Minimum Edge Distance at Which the Load Factor Applied " 0.60 (inches) (See Figure 2) 1s/,.1 13/. 3 29/,, 3V, 3V,s'/: 3a/4 5 4s/,6 6V4 5V, 73/, 6V4 8 (E2) Minimum Edge Distance at Which the Load Factor Applied s 0.20 (inches) (See Figure 2) N/A N/A N/A 1V, N/A 1'/,, N/A 115l1 /,8 N/A 2V, N/A 3V, N/Ao"/J 'ie N/A 4 Spacing Required to Obtain Maximum Working Load (inches) 31S/,e 37/, 5V4 6 7V, 63/,6 95/,71'/,, 11J/. 9'5/16 - 13V. 12V, 153/, 14% 19V4 16 Minimum Allowable Spacing Between Anchors (inches) Load Factor Applied B 0.40 2 115/,. 2s/, 3 3'5/,, 3V, 4% 3% 5"/,6 5 69/156V4 77/8 7% 9% 8 For SI: 1 inch = 25.4 mm. N/A = Not applicable. 'Linear interpolation may be used for intermediate spacing and edge distances. 'Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. CARLSBAD 06-O217 (REV. # 1) - PCR O7-029 »FEB. 15, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 1) - PCR O7-029 PREPARED BY: All Sadre BUILDING ADDRESS: 2173 SALK AVENUE PLAN CHECK NO.: 06-O217 (REV. # DATE: FEB. 15, 2OO7 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-1HR./SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) CB 1 QQ4 1 IRT Ri iMHInn Dot-mil- Coo I V Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $480.00 Type of Review: Q Repetitive Fee Repeats D Complete Review El Other m Hourly Structural Only Hours Esgil Plan Review Fee $384.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc