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HomeMy WebLinkAbout2175 SALK AVE; FLOOR JOIST; PCR08157; Permit02-03-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR08157 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: HENDRY MATT 858761-8180 2175SALKAVCBAD PCR 2120210200 Lot#: $0.00 Construction Type: CB08-1193 5B VENTANA REAL DEFERED RLOOR TRUSS JOISTS AND CALCS Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 12/17/2008 MDP 02/03/2009 02/03/2009 Owner: RIO SD PLAZA II MASTER LLC C/O NEWPORT NATIONAL CORPORATION 1525 FARADAY AVE #100 CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $300.00 $0.00 Total Fees:$300.00 Total Payments To Date:$300.00 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 snd sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad Building Department Plan Check Revision No Project Address _ . r^-J*— ' &® \^ \Original Plan Check No. Date Name of Business at Project Address. Contact /la-fr H(°Aflrv/ phffSff'76/- S/RO Fax o->o~ /s~y-ju=»' Fmai|, Contact Address.S-/-Loo City Zip General Scope of Work. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Calculations ~ ~ 2 Describe revisions in detail h'oor \£>!vr>S ^£^(oS 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets Yes5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? Q YGS / Does this revision affect any fire related issues? Yes No 8 Is this a complete set? O Yes ^Signature _ y/ _ 1 635 Faraday Avenue, Carlsbad, CA^20fJ8 (_Ph)0ne: 760-602-27 1 7 / 27 1 8 / 27 1 9 Fax: 760-602-8558 EsGil Corporation In (Partnership with government for (BuiUing Safety DATE: 1/27/09 OjkgBJCANT Q JtJRI$) JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 08-1193. rev(PCR08-157) SET: III PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Floor Joists and Girders for Ventana Real II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Please attach the joist calculation package (S. E. Consultants, Inc. letter dated December 12, 2008)(at building department) into the final approved city III set.. By: David Yao Enclosures: original approved plan EsGil Corporation D GA D MB n EJ D PC log 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 .+ Fax (858) 560-1576 EsGil Corporation In Partnership with government for (Building Safety DATE: 1/22/09 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 08-1193 rev(PCR08-157) SET: II PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Floor Joists and Girders for Ventana Real II N REVIEWER a FILE 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. X] 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. X3 The applicant's copy of the check list has been sent to: Matt Hendry 9535 Waples Street suite 200 San Diego, CA 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt Hendry Telephone #: 858-761-8180 Date contacted: Ifos/O°[ (by.*&$ Fax #: 858-784-3651 Mail ^Telephone Fax ^/In Person REMARKS: By: David Yao EsGil Corporation D GA D MB D EJ PC Enclosures: 1/14 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 +• Fax (858) 560-1576 City of Carlsbad 08-1193 rev(PCR08-157) 1/22/09 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad rev(PCRO8-157) PROJECT ADDRESS: 2175SalkAve. DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/14 REVIEWED BY: David Yao PLAN CHECK NO.: O8-1193 SET: II DATE RECHECK COMPLETED: 1/22/09 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. 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. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. 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? QYes QNo City of Carlsbad 08-1193 rev(PCRO8-157) 1/22/09 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section A106.3.4.1. The joist calculation for third floor framing (J1A. J3A-J10A. J20A-J22A...etc) was not reviewed bv the engineer record (KLT Consulting Structural Engineer). 4. 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 David Yao at Esgil Corporation. Thank you. ----- --- EsGil Corporation In (Partnership with government for (BuiCtfing Safety DATE: 12/23/08 JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 08-1193 rev(PCR08-157) SET: I PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Floor Joists and Girders for Ventana Real II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. XI The applicant's copy of the check list has been sent to: Matt Hendry 9535 Waples Street suite 200 San Diego, CA 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XJ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt Hendry Telephone #: 858-761-8180 / / * Date contacted: I2-/2-1' 'ojr(by^& Fax #: 858-784-3651 Mailj/^ Telephone Fax^ In Person REMARKS: By: David Yao Enclosures: EsGil Corporation D GA D MB D EJ D PC 12/17 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 City of Carlsbad O8-1193 rev(PCR08-157) 12/23/08 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad rev(PCRO8-157) PROJECT ADDRESS: 2175SalkAve. DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/17 REVIEWED BY: David Yao PLAN CHECK NO.: 08-1193 DATE REVIEW COMPLETED: 12/23/08 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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. The approval of the plans does not permit the violation of any state, county or city law. • 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? Yes a No City of Carlsbad 08-1193 rev(PCR08-157) 12/23/08 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section A106.3.4.1. 2. The calculation provided appears to for third floor framing only. Does the joists and girders for the second floor framing part of this permit application? 3. The joists layout sheet and bills of the materials shows the joists are LH type. The calculation provided shows LS joist. Please clarify. 4. 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 David Yao at Esgil Corporation. Thank you. City of Carlsbad 08-1193 rev(PCR08-157) 12/23/O8 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad rev(PCR08-157) PREPARED BY: David Yao BUILDING ADDRESS: 2175 Salk Ave. BUILDING OCCUPANCY: PLAN CHECK NO.: 08-1193 DATE: 12/23/08 TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) floor joists and Girders Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance f j Type of Review: D Complete Review $300.00 Structural Only [~1 Repetitive Fee '^Tj Repeats * Based on hourly rate Other Hourly Esgil Plan Review Fee 2.5 Hours $240.00 Comments: Sheet 1 of 1 macvalue.doc S.E. CONSULTANTS, Inc. Structural Engineering Consultants December 12, 2008 Rossin Steel 1880 Nirvana Ave. Chula Vista, CA 91911-6118 ATTN: REF: Dear Jeff, Jeff Clinkscale Ventana Real II Carlsbad, CA Quincy Joist*: 7305-08 This letter is to certify the following joists: J1A, J3A-J10A, J20A-J22A, J21AB, J23A, J30A-J43A, G1A-G14A, G6AB, G13AB, G2AC, (calculations dated December 12, 2008), as per the Bill of Materials is prepared by Quincy Joist Company, in conjunction with the Structural Drawings and CBC 2007 as it pertains to the design of steel joists for the above referenced project. I further certify that Quincy Joist Company is a member of the Steel Joist Institute. Please call Quincy Joist Company if you have any questions. Sincerely, S. E. Consultants, Inc. Steven W. Schaub, P.E., S.E. President 5800 East Thomas Road, Suite 104 • Scottsdale, AZB5251 Phone: (480) 946-2010 • Fax: (480) 946-1909 ANGLE PROPERTY FILE RUN 03-23-05 SECT ANGLE "J'ASJPRP" FILE AREA WEIGHT IY Q 50 Q 36 01 10 13 14 20 22 23 30 24 40 26 41 32 ID 34 4G 35 42 43 44 45 50 51 60 53 1 1 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 2 2 2 2 2 3 2 XIX 1/4 X 1/4 X 1/4 X 1/2 X 1/2 X 1/2 X 3/4 X 1/2 X X 2 X .5X1 X 2 X 3/4 X X 2 X .75 X X 2 X 3/4 X X 2 X X 2 X X 2 X X 2 X 1/2 X 1/2 X X 3 X 1/2 X . 109 1 1/4 1 1/1 1 1/4 1 1/2 1 1/2 1 1/2 1 3/4 1 1/2 1/8 X X X X X X X X 7/64 1/8 .133 7/64 1/8 .145 1/B 5/32 .5 X 11/64 .142 1 3/4 .156 1.75 X 0.176 1 3/4 3/16 .212 0.232 1/4 2 1/2 2 1/2 3/16 2 1/2 X S/32 11/64 X X X X 3/16 3/16 .212 1/4 1 2 3 4 5 6 7 8 3 10 11 • 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0. 0. 0 0 0 0. 0 0 0 0 0 0 0 0 0. 0 0. 0 0. 0 0. 1. 1. 1. .206 .261 .296 .314 .316 .359 ,413 .422 .444 .484 .486 .548 .522 .600 .572 .673 .621 .714 .803 .874 .937 .902 015 .090 .187 0 0 L i i. i i. i i. i i i i 2 1 2 2 2 2 2 3 3. 3 . 3. 4 . .700 .890 .010 .070 .070 .230 .410 .440 .520 .650 .660 .864 .770 .041 .940 .290 . 113 .440 .730 .975 . 190 .070 450 .709 .100 0 0 0. 0 0 0. 0. 0 0 0 0 0 0 0 0 0. 0 0 0 0. 0. 0. 0. 0. 0. .307 .387 .384 .384 .467 .465 .462 .546 .461 .626 .459 .624 .541 .622 .539 .619 .537 .617 .614 .611 .608 .778 775 .939 769 0.196 0.247 0.245 0.245 0.297 0.296 0.295 0.347 0.295 0.398 0.294 0.396 0.345 0.396 0.344 0.394 0.343 0.393 0.393 0.392 0.391 0.494 0.493 0.596 0.491 0 0. 0. 0 0. 0. 0. 0. 0. 0. 0. 0 0 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .290 .353 358 .361 .415 .421 428 .484 433 .546 .438 .553 .495 .558 .501 565 .506 569 .578 .585 .591 694 703 820 717 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0 0 0 0. 0 0. 0 0. 0 0. 0 0. 0. 0. 0. .290 .353 .358 .361 .415 .421 .428 .484 .433 .546 .438 .553 .495 .558 .501 .565 .506 .569 .578 .585 .591 .694 703 820 717 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 0. 0 0 0. 0. 0. 0. 0. 0 0. 0 0. 0. 0. 0. .019 .039 .043 .046 069 .077 088 .126 094 .190 .102 .213 .153 .232 .166 .258 .179 .272 .303 .327 .347 .546 609 .962 703 0.019 0.039 0.043 0.046 0.069 0.077 0.088 0.126 0.094 0.190 0.102 0.213 0.153 0.232 0.166 0.258 0.179 0.272 0.303 0.327 0.347 0.546 0.609 0.962 0.703 01 .9787 . 10 13 14 .9065 .9721 20 .9607 . 22 23 .8974 .9645 30 24 .8342 .9108 40 26 -8948 .9622 41 .9859 . 32 .9347 .9961 4D 34 .9808 . 4G 35 42 43 44 45 .9185 .9824 50 .9672 . 51 .8342 .9108 60 53 61 3 X 3 X .227 49 2 X 2 X 3/8 62 3 X 3 X 1/4 63 3 X 3 X 5/16 70 3 1/2 X 3 1/2 X 1/4 26 1.310 4.460 0.934 0.594 0.834 0.834 1.142 1.142 .9222 .9855 61 27 1.359 4.626 0.594 0.389 0.636 0.636 0.479 0.479 . . 49 28 1.437 4.900 0.930 0.592 0.842 0.842 1.244 1.244 .9607 . 62 29 1.777 6.100 0.921 0.589 0.865 0.86S 1.509 1.509 . . 63 30 1.687 5.800 1.091 0.693 0.967 0.967 2.009 2.009 .8974..9645 70 71 64 72 73 74 82 83 84 92 93 96 97 99 T7 Bl B2 B3 3 1/2 3X3 3 1/2 3 1/2 3 1/2 4X4 4X4 4X4 5X5 5X5 6X6 6X6 6X6 8X8 3/4" 25/32 13/16 X X X X X X X X X X X X X X RD " 3 1/2 X .287 3/8 3 1/2 X 5/16 3 1/2 X .344 3 1/2 X 3/8 3/8 7/16 1/2 7/16 1/2 1/2 5/8 3/4 1 RD RD 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 1 2 2 2 2 2. 3 3. 4 . 4 . 5. 7 . 8. 15. 0. 0. 0. . 927 .109 .089 .290 .484 .859 .308 .750 183 .750 .750 109 438 000 441 .479 .518 6 7 7 7 8 9. 11 12 14 . 16 19 24 . 28. 51 . 1. 1 1 .560 .177 .200 .790 .500 . BOO .300 . 800 300 .200 . 600 . 192 711 041 503 .631 .764 1 0 1 1 1 1. 1. 1 1 . 1 ]_ 1. 1. 2. 0. 0. 0. . 086 .913 . 082 . 078 .073 .234 .226 .217 548 .538 .860 .843 827 436 187 195 .203 0 0 0 0 0 0 0 0 0 0 1 1 1. 1 0. 0 0 .691 .586 .689 .688 .686 .787 .784 .782 . 986 .982 .184 .178 .173 .565 .187 . 195 .203 0. 981 0.887 0.990 1.002 1.012 1. 138 1.160 1.183 1.412 1.434 1.684 1.730 1 .775 2.367 0.000 0.000 0.000 0 0 0 1 I 1. 1 1. 1 . 1 1 1. 1. 2 0. 0 0 . 981 .887 .990 .002 .012 . 138 .160 . 183 .412 .434 .684 .730 775 .367 .000 . 000 000 2 1 2 2 2 4 4 5. 10. 11 19 24 28. 88. 0. 0 0. .273 .759 .448 .661 .865 .358 .973 .561 .021 .250 .907 .158 .155 .983 .015 . 018 .021 2 1 2 2 2 4. 4 5. 10 . 11 19. 24 . 28. SB . 0. 0 0. .273 .9545 . .759 . .448 .9859 . .661 . .865 . 358 . . 973 . .561 . 021 .9787 . .250 . .907 .9607 . .158 . 155 . 983 . 015 . 018 . 021 . 71 64 72 73 74 82 83 84 92 93 96 97 99 T7 Bl B2 B3 B5 B6 B7 B9 9P P3 T5 P4 3S Wl W3 W5 W7 ZZ W8 Tl T2 T9 WW T6 00 - 2S SP 4S SP 7/8" RD 29/32" RD 15/16" RD 1"RD 6 X 6 X 3/4 W SX1 PL 3/16 BPL SEAT 5X3 1/2 X 1/2 LLV 1/4 BPL SEAT 13/4X1 3/4 X .141 SSJ SEAT 1.75" TC 2 X 2 X .137 2 X 2 X 0.148 2 X 2 X 0.175 2X2X0. 188 2 1/2 X 2 X 3/16 2 X 2 X 0.219 3 X 2 X 3/16 3X2X1/4 2 X 3 X 1/4 T2 SUV 3 X 2 X 5/16 6 X 4 X 1/2 LLV 1 1/4 X 1 1/4 X .116 1 X 1 X 1/8 SSJ SEAT 1.25/1. 5 "TC 5X5X1/2 W 4X1 PL SSJ SEAT 2 5, 2.5" TC 6X6X1/2 W 5X1 PL 48 49 50 51 52 S3 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 0 0 0 0 10 0 4 0 0 ## 0 0 0 0 0 0 0 1 1 1 4 0 0 0 0 6 0. 7 . .601 .645 .690 .785 .237 .187 .000 .250 .473 .### .529 .570 .669 .717 . 808 .828 .902 .187 .188 .464 -750 . 000 .000 .000 .000 .190 .000 550 2 2 2 2 37 7 13 10 1 1. 1 1 2 2 2 2 3 4 4 4 16 0. 0 0. 1. 21. 2. 28 . .046 .195 .349 .672 .216 .656 .600 .200 .610 .780 . 801 .940 .278 .439 .751 .818 . 070 . 040 .041 . 984 .163 .000 .940 .800 370 063 420 073 0 0 0 0 1 0 1 0 0 0. 0. 0 0. 0 0 0 0 0. 0 0. 1 0. 0. 0. 0. 1. 0 . 1. .218 .226 .234 .250 .821 .000 .580 .000 .543 .000 .624 .623 .619 .617 .793 .613 .966 .956 .574 .984 .914 000 .386 .304 000 477 000 791 0 0 0 0. 1. 0 0. 0. 0. 0. 0. 0 . 0. 0. 0 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 1. .218 .226 .234 .250 .166 .000 .755 .000 .346 000 .397 .396 .394 .394 .427 .392 .439 .434 .435 431 .870 000 .246 196 000 000 000 185 0. 0 0 0. 2. 0 1. 0 0 0. 0. 0 , 0. 0. 0. 0. 0. 0. 0. 1. 1. 0. 0. 0. 0. 1. 0. 1. .000 .000 .000 .000 .055 .000 .660 .000 .490 000 .551 .555 565 ,569 .764 .581 .970 .993 .493 .016 .987 000 355 296 000 682 000 998 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1. .000 .000 .000 .000 .312 .000 .906 .000 .490 .000 .551 .555 .565 .569 .514 .581 .470 .493 .993 .516 .987 .000 .355 .296 .000 .042 .000 .223 0 0 0. 0. 36 0 9 0 0 0. 0 0 0. 0 0 0 0 1 0 1 17 0. 0. 0 0. 13 0. 24 . .028 .033 .037 .049 .257 .000 .990 . 000 .140 .000 .206 .221 .257 .273 .509 .311 .842 .087 .392 .316 .395 .000 .041 .022 000 .505 .000 223 0. 0. 0. 0. 36. 0. 4. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 6. 0. 0. 0. 0. 14. 0. 25. 028 033 037 049 115 000 050 000 .140 000 206 .221 257 273 .291 .311 .307 391 .087 470 .270 000 .041 022 000 396 000 071 B5 B6 B7 B9 9P .0000 .0000 P3 T5 .0000 .0000 P4 .9477 . .0000 .0000 3S .8785 .9484 Wl .9128 .9775 W3 .9787 . W5 W7 .9185 .9824 ZZ W8 .8342 .9108 Tl .9607 . T2 T9 WW .9607 . T6 .0000 .0000 00 .9994 . . .0000 .0000 2S 5P .0000 .0000 4S .9607 . 6P USABLE ANGLES= 75 MAX SA= 45 MINIMUM CHORDS: LS= 20 20 TRUSS= 50 42 SS= 10 01 VRO'JNDS FILE "J'ASJRDS" 04-14-03 DIAMETER AREA WEIGHT Al 1/2" RD A4 9/16" RD A5 19/32" RD AS 5/8" RD A7 21/32" RD 0.50000 0.196 0.6680 0.56250 0.248 0.8460 C.59375 0.276 0.9420 0.62500 0.306 1.0440 0.65625 0.338 1.1510 AS 11/16" RD A9 23/32" RD Bl 3/4" RD B2 25/32" RD B3 13/16" RD 0.68750 0.371 1.2630 0.71875 0.405 1.3810 0.15000 0.441 1.5030 0.73125 0.479 1.6310 0.81250 0.518 1.7640 B5 B6 B7 7/8" RD 29/32" RD 15/16" RD 1" RD 1 1/3" RD 0.87500 0.601 2.0460 0.90625 0.645 2.1950 0.93750 0.690 2.3490 1.00000 0.785 2.6730 1.12500 C.994 3.382S > 2 Cl E4 17/32" RD 1 1/32" RD 27/32" RD SB 31/32" RD C2 1 1/16" RD 0.53125 0.221 0.753S 1.03125 0.835 2.8399 0.84375 0.559 1.9011 0.96875 0.737 2.5061 1.06250 O.B86 3.0150 SSJ & LSJ BILL OF MATERIALS dc/\7 QUINCY JOIST COMPANY 22253 W Soulhem Ai Buckeye, A2 85326 TEL: (623)386-1900 FAX: (623)386-1688 JEr j< B Z FT]' o V> 3 o CM CM4 SSL Mi, TCH^ — ^ •• :H, 4; 4 _g£ )s nd /M,a; •£, I.BCXR BASE LENGTH ' - — 1I J •SSi. JSL TCXR OVERALL LENGTH (OAL) REVISION # DESIGN NOTES:SJI WELDING U.N.O. YEifl NET UPLIFT = (PLF) FLOOR JOISTS CBC2007 ADD'L 1 .OK (G) @ ANY TCPP AND 500# (G) (BENDING) @ BC (NOT IN ADDITIONAL TO 1.0K LOAD)(TOTAL 1.0K CAPACITY FOR JOISTS) DEFLECTION LL= L/360 TL= L/240 1 ROB FOR ALL JOISTS (U.N.O.) TCX B.I.1/2- SSJ TYPE "A" TYPE "E" 33J-9/16 X 1 PUNCHED SEAT DETAIL BOTTOM CHORD LEGEND QTY STD'- NO EXTENSION ssj TYPE 1 - ONE ANGLE EXTENDED LSJ TYPE 2 - BOTH ANGLES EXTENDED ASJ 27 0 27 QTY 2 MARK J1A TYPE 24 LH 1240/640 BASE LENGTH 26-1 1/4" SEAT DIMENSION B.L. 6" B.R. 6" BDL 5" BDR 5" TCXL LGTH TYPE TCXR LGTH 2" TYPE E OAL 26'-3 1/4" BCXL LGTH TYPE BCXR LGTH TYPE PUNCHED SEATS HLE HRE GA REMARKS 2 J3A 24 LH 1240/640 25'-5 1/8"6"6"5"5"25'-5 1/8"0"2 2 1/2"4" (OC) RELEASED 12/1/08 2 J4A 24 LH 1240/640 25'-8 1/2"6"6"5"5"8 1/2"E 26'-5"0"2 2 1/2"4" (OC) RELEASED 12/1/08 17 J5A 24 LH 1240/640 26'-2 3/4"6"6"5"5"8 1/2"E 26'-11 1/4" 1 J6A 24 LH 1240/640 24'- 10 7/8"6"6"5"5"24'- 10 7/8"0"2 0"2 2 1/2"2 1/2"4" (OC) RELEASED 12/1/08 2 J7A 24 LH 1240/640 26-3 1/2"6"6"5"5"10"E 27'- 1 1/2" 1 J8A 24 LH 1240/640 25-0"6"6"5"5"25'-0"0"2 0"2 2 1/2"2 1/2"4" (OC) RELEASED 12/1/08 PAINT: FOR: GRAY 1 ROSSIN ST. JOB: SHIP TO: VENTANA REAL II (3RD FLOOR) CARLSBAD, CA CK'D BY: DATE PRINTED: JT/JA 12/12/088:19 AM DRAWN BY JMA SHT 1 OF 3 JOB 7305-08 SSJ & LSJ BILL OF MATERIALS REVISION*I SSJ /'"V™ LSJlx/cK9v9 js 0 57 0 QUINCY JOIST COMPANY 22253 W Southern Ave TEL: (623) 386-1 300 Buckeye. AZ 85326 FAX: (823) 388-1886 QTY 57 **HOLE ERROR IE* **HOLE ERROR RE* QTY 3 MARK J9A TYPE 24 LH 1 J10A 24 LH 1240/640 BASE LENGTH LGTH 25'-6 1/4" SEAT DIMENSION B.L. 6" B.R. 6" BDL 5" BDR 5" TCXL LGTH TYPE TCXR LGTH TYPE OAL 25'-6 1/4" BCXL LGTH TYPE BCXR LGTH 0" TYPE ?. PUNCHED SEATS HLE HRE 2 1/2" GA 4" REMARKS (OC) RELEASED 12/1/08 1240/640 25'-8 1/2"6"6"5"5"8 1/2"E 26'-5"0"2 2 1/2"4" (OC) RELEASED 12/1/08 1 J20A 24 LH 1240/640 29'-5 1/2"6"6"5"5"29'-5 1/2" 20 J21A 24 LH 1240/640 29'-5 1/2"6"6"5"5"29'-5 1/2" MODIFIFD 12/1/08 5 J22A 24 (4 J21AB 24vx 1 J23A 24 LH LH LH 1 J30A 28 LH 1 J31A 28 LH 1240/640 28'-5"6"6"5" 5"28-5"0"2 0"2 2 1/2"21/2"4" (OC) RELEASED 12/1/08 1240/640 29'-7 3/4"6"6"5"5 29'-7 3/4" NEW PIECE MARK 12/1/08 1240/640 29'-1 1/2"6"6"5"5"29'-1 1/2"Q"2 2 1/2"4" (OC) RELEASED 12/1/08 1240/640 37'-1 1/4"6"6"5"5"2"E 37'-3 1/4"2 ROB 1240/640 37-1 1/4"6"6"5"5"2"E 37'-3 1/4"(2 ROB 2 J32A 28 LH 1240/640 36'-5 1/8"6"6"5"5"36'-5 1/8"0"2 2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1 J33A 28 LH 16 J34A 28 LH 1240/640 36-8"6"6"5"5"1"E 36'-9"0"2 2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1240/640 37'-2 1/4"6"6"5"5"9"E 37'-11 1/4"2 ROB 1 J35A 28 1 J36A 28 LH LH 1240/640 36'-5 1/4"6"6"5"5"36'-5 1/4"0"2 2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1240/640 36'-5 3/8"6"6"5"5"36'-5 3/8"0"2 2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1 J37A 28 1 J38A 28 LH LH 1240/640 35'-11"6"6"5"5"35-11"0"2 0"2 2 1/2"2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1240/640 37'- 1 1/4"6"6"5"5"10"E 37'-11 1/4"2 ROB PAINT: FOR: GRAY ROSSIN ST. JOB: SHIP TO: VENTANA REAL II (3RD FLOOR) CARLSBAD, CA CK'D BY: DATE PRINTED: JT/JA 12/1 2/08 8: 19 AM DRAWN BY JMA SHT 2 OF 3 JOB 7305-08 SSJ 8. LSJ BILL OF MATERIALS REVISION # ^^\7\f\^ / SSJ LSJ JS 0 9 0 QUINCY JOIS1 22253 W Southern Ave Buckaye, AZ 65326 COMPANY TEL: (623) 386-1900 FAX: (623)386.1880 QTY 9 HOLE ERROR LE** HOLE ERROR RE** QTY 3 MARK J39A TYPE 28 LH !J40A 28 3 J41A 28 LH LH 1240/640 BASE LENGTH LGTH 36'-7" SEAT DIMENSION B.L. 6" B.R. 6" BDL 5" BDR 5" TCXL LGTH 10" TYPE E TCXR LGTH TYPE OAL 37'-5" BCXL LGTH TYPB BCXR LGTH 0" TYPE 2 PUNCHED SEATS HLE HRE 2 1/2" GA 4" REMARKS 2 ROB (OC) RELEASED 12/1/08 1240/640 36-0"6"6"5"5"36'-0"0"2 0"2 21/2"21/2"4"2 ROB (OC1 RELEASED 12/1/08 1240/640 36'-6 1/4"6"6"5"5"36'-6 1/4"0"2 2 1/2"4"2 ROB (OC) RELEASED 12/1/08 1 J42A 28 LH 1240/640 37'-2 1/4"6"6"5"5"1"E 37-3 1/4"2 ROB 1 J43A 28 LH 1240/640 35'-107/8"6"6"5"5"35-1 0 7/8"0"2 0"2 2 1/2"21/2"4"2 ROB (DC) RELEASED 12/1/08 i I ! PAINT: FOR: GRAY ROSS IN ST. JOB: SHIP TO: VENTANA REAL II (3RD FLOOR) CARLSBAD, CA CK'D BY: DATE PRINTED: JT/JA 12/12/08 8:19 AM DRAWN BY JMA SHT 3 OF 3 JOB 7305-08 GIRDER BILL OF MATERIALS a QTY 1 s I TCX roa. B.L I "^ MARK G1A P ^=^ I\ .BOLJ yco/\A^ V ] A QU1NCY JOIST COMPANY £22253 W Souei<<.m Ave TEL; (623) 386-1900 u^ ,.«yBuckeye, A2 65326 FAX; (623) 386-1 6SS jil /]]\7\71 | BASE LENGTH ' '. TCXR § OVERALL LENGTH (OAL) '] TYPE 36G 4N 30K TCX 1 1. H B.L TCX EX. 1 . 'f 1 Si F : r- i TYPE "B" BASE LGTH 30' -9 3/4" "~^^ 7 P.P. A Chk yes 7'-4 3/4" N NO. LENGTH 2 8'-0" 1 G2A 36G 4N 30 K 30'-10"yes 7'-5"2 8'-0" 1 G3A 36G 4N30K 16'-1"yes 4'-11"1 5'-6" 1 G4A 36G 4N 30K 27'-5 1/2"yes 6'-6"2 7'-2" 1 G5A 36G 4N 30 K 25--11"yes 2'-5 1/2"2 8'-0" 1 G6A 36G 4N 30 K 30'-10 1/2"yes 7'-5 1/2"2 8'-0" 1 G7A 36G 4N30K 30'-9 1/2"yes 7'-5 1/2"2 8'-0" 1 G8A 36G 4N33K 30'-11 3/8"yes 7'-6"2 8'-0" PAINT: ;OR: GRAY ROSSIN ST. JOB: SHIP TO: VENTANA CARLSBAD, CA I I ""^T 1 [x , 13/1S- X 1 1/2" SLOT (UNO) STB G».- 5 HOLE PET/ LOAD TYPE 0 - DIAG 1-VERT 2 - DIAG&VERT B 7'-5" at ^ R V "Tr^ REVISIONS SEAT DIM B.L. 6" B.R. 6" BDL 7 1/2" BDR 7 1/2" QTY 8 HOLE DIM MK G1A G2A G3A G4A G5A G6A G7A G8A X 3" 3 1/2" 3 1/2" 2 1/2" 21/2" 3 1/2" 21/2" 2 1/2" Y GA. 3 1/2" 5" 3 1/2" 5" 3 1/2" 5" 2 1/2" 5" 3 1/2" 5" 2 1/2" 5" 2 1/2" 5" 3 1/2" 5" L R GA. DESIGN NOTES •ADD'L 2000# AT ANY TOP CHORD PANEL POINT CBC 2007 DEFLECTION= :LL=L/360 TL=L/240 MIN. SEAT THICKNESS = 5/16" UPLIFT=(PLF): TCXL LGTH TYPE TCXR LGTH 1/2" TYPE E BCXL LGTH *3-3/4" BCXR LGTH 1/2" OAL 30'- 10 1/4" REMARKS 7'-5" MODIF 5'-8" 6"6"7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"30'-11" ED 12/1/08 6" I 6"7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"16'-2" 6'-7 1/2"6"6"7 1/2"7 1/2"1/2"E 1/2"0"27'-6" 7'-5 1/2"6"6"7 1/2"7 1/2"0"0"25'-11" 7'-5" MODIF 7'-4" 6"6"7 1/2" ED 12/1/08 6" I 6" 7 1/2"1/2"E 0"1/2"30'-11" 7 1/2"7 1/2"1/2"E 0"1/2"30'-10" 7'-5 3/8"6"6"7 1/2"7 1/2"1/2"E 1/2"0"30'-1 1 7/8" REAL II (3RD FLOOR) : CK'D BY:JT/JA DRAWN BY: DATE PRINTED JMA 12/1 2/08 8: 19 AM JOB SHEET 1 OF 2 7305-08 GIRDER BILL OF MATERIALS 1 I QUINCY JOIST COMPANY /^^ f^Vco ^m£\/>''J[ \/\/^k*"""sT 22253 W Southern Aye TEL: (623) 386-1900 Buckeye, AZ 85326 FAX: (623) 386-1 888 A N-NO.® LENGTH B j L 5KZXM A7F/ \/ ^ § .scn.1 [BOB, I TOO. '. BASE LENGTH L... a;o TCffi [ OVERALL LENGTH (OAL) . ia , R.I TCX S.L . ra B.L \ Li . . . TYPE "A" TYPE "S" TYPE "D" QTY MARK 1 G9A TYPE 36G 4N 22K BASE LGTH 30'-1 0 3/4" p.p. Chk yes A 7'-5 3/8" N NO. LENGTH 2 8'-0" ADD'L 19K(DLH 1 G10A 36G 4N 35K 30'-1 0 3/8"yes 7'-5 3/8"2 8'-0" I 1 G11A 36G 3N 35K 16'-2 3/8"yes 4-1 1 "1 5'-6" 1 G12A 36G 4N 35K 27'-6 7/8"yes 6'-7 3/8"2 y-2" 2 G13A 36G 4N 35K 30'-1 0 3/4"yes 7'-5 3/8"2 8'-0" 1 G14A 36G 4N 35K 30'-11"yes 7'-5 3/8"2 8'-0" 1 J G6AB 36G4N13K 30'-10 1/2"yes 7'-5 1/2"2 8'-0" I « E U L STD Ca.*4"^ 9/18" HOLS (UNO) z^ !t_ r- X , 13/19" X 1 1/3" SLOT (UNO) HOLE DE: LOAD TYPE 0 - DIAG 1-VERT 2 - DIAG&VERT 5" [ML R 1 - r s r K I ' REVISION # B SEAT DIM B.L. 7'-5 3/8" 6" B.R. 6" S 1st TCPP 7'-5" 6"6" 5 '-9 3/8" 6"6" 6'-71/2" 6" MODIFIED 7-5 3/8" | 6" 6" BDL 7 1/2" BDR 7 1/2" QTY 10 HOLE DIM MK G9A G10A G11A G12A G13A G14A G6AB G13AB X 3 1/2" 2 1/2" 3 1/2" 2 1/2" 2 1/2" 2 1/2" Y GA. 2 1/2" 5" 2 1/2" 5" 2 1/2" 5" 2 1/2" 5" 2 1/2" 5" 2 1/2" 5" L R GA. DESIGN NOTES UPLIFT=(PLF): TCXL LGTH TYPE TCXR LGTH TYPE BCXL LGTH 0" BCXR LGTH 0" OAL 30'-103/4" REMARKS MODIFIED 12/1/08 7 1/2"7 1/2"1/2"E 0"1/2"30'-1 0 7/8" 7 1/2"7 1/2"1/2"E 1/2"0"16'-2 7/8" 7 1/2"7 1/2"0"0"27'-6 7/8" 2/1 /08 6"7 1/2"7 1/2"0"0"30'-1 0 3/4" MODIFIED 12/1 /OS 7'-5 5/8" 6"6" T-S" 6"6" 7 1/2"7 1/2"0"0"30'-11" 7 1/2"\-s ADD'L 15K(DL) @ 1st TCPP // ADD'L 20K(DL) @ 1 3'-11 1/2" FBLLE // ADD'L 6K(DL) @ 19'-9 1/2 1JG13AB 36G 4N 35K 30'-103/4"yes 7'-5 3/8"2 8"-0"7'-5 3/8" 6"6" 7 1/2"1/2"E 0"1/2"30'-11" ", 25'-7 1/2" FBLLE NEW PIECE MARK 12/1/08 7 1/2"7 1/2"0"0"30'-103/4" ADD'L 3.5K(DL)@5'-31/2",11'-1 1/2" FBLLE// ADD'L 21K(DL) @ 16'-11 1/2" FBLLE // ADD'L 13.5K(DL) @ 3rd TCPP NEW PIECE MARK 12/1/08 1 J G2AC 36G 4N 30K 30'-10"yes 7'-5"2 8'-0"7'-5" 6"6"7 1/2" ADD'L 6K(DL) @ 1st TCPP PAINT:GRAY ^OR: ROSS IN ST. JOB: SHIP TO: VENTANA CARLSBAD, CA 7 1/2"1/2"E 1/2"E 1/2"1/2"30'-11" NEW PIECE MARK 12/1/08 REAL II (3RD FLOOR) CK'D BY:JT/JA DRAWN :BY: DATE PRINTED JMA 12/1 2/08 8:1 9 AM JOB SHEET 2 OF 2 7305-08 11/04/2008 09:42:42 Quincy Joist Design - ASD-IBC Rel:Unify Page ' J1A Job No: 7305-08 Seq 02 Name : VENTANA REAL 11 FLOORS Mark Joist Base length Depth J1A 24LS1240/640 26-11/4 24.00 LETC Panel = 2-6 / 2-6 4 panels @ 2-0 / 2-0 RE TC Panel = 2-6 / 2-71/4 LE BC Panel =3-6 RE BC Panel = 3-71/4 Load Case No. \ Designation: Joacffcases PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft . Reactions LE: TC @ 0-2 From LE= 16,887.4 Lbs RE: : TC@ 0-2 FromRE= 16,883.4 Lbs Min. Shear: 25% 4,221.8 Lbs Load Case No. 1 Part 2 j ** V;-.; -.'• -t~ ~~, '• ^ ~~~ '~~H~| Reactions LE: TC @ 0-2 From LE= 16,887.4 Lbs RE: TC@ 0-2 From RE= 16,883.4 Lbs Min. Shear: 25% 4,221.8 Lbs LoadCaseNo. 50 [**';..• : : ::; |~—~ : ——::— One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips Reactions LE: TC@0-2 From LE= 16,935.9 Lbs RE: TC@ 0-2FromRE= 16,933.9 Lbs Min. Shear: 25% 4,234.0 Lbs LoadCaseNo. 5Q Part2 -—j ** ' •- "','• '", :;;,'-d" I - I 'il\ Reactions LE: TC @ 0-2 From LE= 16,935.9 Lbs RE: TC@ 0-2 From RE= 16,933.9 Lbs Min. Shear: 25% 4,234.0 Lbs ; CHORDDESIGN - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 53 53 22.565 50000 408.2 607.5 360 240 13499 13367 1 156.6 73.6 287.9 1.439 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 32 45 26 32 10 22 22 01 32 26 45 34 10 10 10 10 10 10 211111111112111111 13.50 5.70 5.40 4.40 3.90 3.30 3.30 3.80 4.30 5.30 5.60 12.60 3.00 2;30 2.30 2.30 2.30 3.0 * END OF DESIGN FOR 12/03/2008 10:26:39 Mark J3A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J3A Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Joist Base length 24LS1240/640-OC 25-5 1/8 LETC Panel = 2-10 / 1-105/8 LE BC Panel = 3-0 Depth 24.00 4 panels @ 2- 0 / 2- 0 RE TC Panel = I-9 5/8 / 2-107/8 RE BC Panel = 2-117/8 Load Case No.\ Designation Iggjd case - PT. at any One 1C Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 1 6,451.9 Lbs \ Part 2 ----- 1,- ** ',' / ~T RE:TC@ 0-2From RE= 16,449.0 Lbs Min. Shear: 25% 4,113.0 Lbs Reactions LE: TC@0-2 From LE= 16,451.9 Lbs RE: Load Case No. 50 1 ':**5;:: '; ' "••.• •• ;: "';': ; ,' '". TC@ 0-2FromRE= 16,449.0 Lbs Min. Shear: 25% 4,113.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft TC @ 0-2 From LE= 16,508.3 Lbs RE:TC@ 0-2 From RE= 16,506.9 Lbs Min. Shear: 25% 4,127.1 Lbs 50 Part 2 I;** ••'-'-. Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 16,508.3 Lbs RE: TC@ 0-2 From RE= 16,506.9 Lbs Min. Shear: 25% 4,127.1 Lbs —- CHORD DESIGN - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 377.6 576.8 360 240 12640 14136 1 152.5 82.6 324.0 1.439 1.620 000 W2 24 2 11.60 W3 22 2 8.70 W4 26 1 5.40 W5 32 1 4.30 W6 10 1 3.90 W7 22 1 3.30 W7 22 1 3.30 W6 10 1 3.90 ANGLE WEB DESIGN W5 W4 W3 W2 32 26 22 24 1122 4.30 5.40 8.70 11.50 VI 10 1 2.50 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 ] 2.30 VI 10 1 2.5 r- 7,566.52 ' END OF DESIGN FOR 12/03/2008 10:26:53 Mark J4A Quincy Joist Design - ASD-IBC Rel:Uniry Page 1 J4A Job No: 7305-08 Sea 02 Name : VENTANA REAL II FLOORS Joist Base length Depth 24LS1240/640-OC 25-81/2 24.00 LETC Panel = 2-11 / 1-111/4 4 panels (g LEBC Panel = 3-0 2-0 / 2-0 RE TC Panel = 1-11 1/4 / 2-11 RE BC Panel =3-0 : Designation load case**Load Case No. \ FT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 16,624.1 Lbs 1 Part2 1; ** : ': RE:TC@ 0-2 From RE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs Reactions LE: TC @ 0-2 From LE= 16,624.1 Lbs Load Case No. 50 RE:TC@ 0-2FromRE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the EC....0,50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 16,681.6 Lbs Load Case No. 50 Part 2 -I **: '• • '.' . •'" RE:TC@ 0-2 From RE= 16,681.6 Lbs Min. Shear: 25% 4,170.4 Lbs Reactions LE: TC @ 0-2 From LE= 16,681.6 Lbs RE: TC@ 0-2 From RE- 16,681.6 Lbs Min. Shear: 25% 4,170.4 Lbs - CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 53 60 22.462 50000 390.1 576.8 360 240 12744 14343 1 154.2 78.7 324.0 1.439 1.620 000 W2 W3 26 22 2 2 10.60 9.10 W4 26 1 5.40 W5 32 1 4.30 W6 10 1 3.90 W7 22 1 3.30 W7 22 1 3.30 W6 10 1 3.90 ANGLE WEB DESIGN W5 W4 W3 W2 32 26 22 26 1122 4.30 5.40 9.10 10.60 VI 10 1 2.60 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 1 2.30 VI 10 1 2.6 7,328.62 **»** r,-\]END OF DESIGN FOR 11/04/2008 09:42:57 Quincy Joist Design - ASD-IBC RehUnify PaSc ' J5A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Joist Base length Depth J5A 24LS1240/640 26-23/4 24.00 LETC Panel = 2-6 / 2-6 4 panels® 2-0 / 2-0 RE TC Panel = 2-8 3/4 / 2-6 LEBC Panel = 3-6 RE BC Panel = 3-6 Load Case No. \ |;pesign|ttipi| loaj| case?:' PT. at any One TC Panel Point. 1.00 Kips Reactions LE: Load Case No. TC@0- ] Part 2 -— 2 From LE= 16,965.3 Lbs RE' f 4* :•; TC @ 0- 2 From RE= 1 6,965.3 ;; Lbs Min. Shear: 25% 4,241.3 Lbs Reactions LE: TC @ 0-2 From LE= 16,965.3 Lbs RE: TC@ 0-2 From RE= 16,965.3 Lbs Min. Shear: 25% 4,241.3 Lbs Load Case NO. 50 --------- 1 ** "'••'' ^ ~l- ~~~~- -^ : ~~~ ....... :"j:~_'-.: — __.:_zz;_^:i:_..__::_..______ .. -:.- ...... One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips ......... ' Reactions LE: TC@ 0- 2 From LE= 17,013.6 Lbs RE: TC@ 0-2 From RE= 17,013.6 Lbs Min. Shear: 25% 4,253.4 Lbs Load Case No. 50 Part 2 ------- 1 <**-\ .' }''• *':-•',' ' "I ; ~ • '.; G Reactions LE: TC @ 0-2 From LE= 17,013.6 Lbs RE: TC@ 0-2 From RE= 17,013.6 Lbs Min. Shear: 25% 4,253.4 Lbs ™ CHORD DESIGN Inertia (in"M) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 61 53 22.448 50000 414.0 631.4 360 240 12429 13538 1 157.3 89.4 287.9 1.628 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 34 45 26 32 10 22 22 01 32 _ 26 22 34 10 10 10 10 10 10 211111111122111111 12.40 4.70 5.50 4.40 4.00 3.40 3.40 3.80 4.20 5.30 9.00 12.40 3.00 2.30 2.30 2.30 2.30 3.1 ***>!'******')< $pQ ******** ***** END OF DESIGN FOR **** 12/03/2008 10:27:07 Mark J6A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J6A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 24-107/8 LETC Panel = 2-9 / 1-81/2 LE BC Panel =3-0 Depth 24.00 4 panels® 2-0 / 2-0 RE TC Panel = 1-8I/2/ 2-87/8 RE BC Panel = 2-11 7/8 Load Case No.fjgcsigriation load ca.se ••}? * PT. at any One TC Panel Point.!.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC@0-2FromLE=16,l30.I Lbs 1 Part2 1 **: ——— RE:TC@ 0-2 From RE= 16,130.5 Lbs Min. Shear: 25% 4,032.6 Lbs TC@0-2FromLE=16,l30.I Lbs RE:TC@ 0-2 From RE= 16,130.5 Lbs Min. Shear: 25% 4,032.6 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE= 16,186.1 Lbs 50 Part2 1-.;**.' .'w ; : RE:TC@ 0-2 From RE= 16,186.3 Lbs Min. Shear: 25% 4,046.6 Lbs TC BCEff depth TC@0-2FromLE=16,l86.1 Lbs RE: TC @ 0-2 From RE= 16,186.3 Lbs Min. Shear: 25% 4,046.6 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 355.2 576.8 360 240 12408 1 9.5 324.0 1.439 1.620 000 W2 W3 24 44 2 1 11.40 5.40 W4 26 1 5.40 W5 32 1 4.30 W6 10 1 3.90 W7 22 1 3.20 W7 22 1 3.20 W6 10 1 3.90 ANGLE WEB DESIGN W5 W4 W3 W2 32 26 44 24 1112 4.30 5.40 5.40 11.30 VI 10 1 2.40 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 1 2.30 VI 10 1 2.4 >'cr= 8,033.20 ***** KM:END OF DESIGN FOR 11/04/2008 09:43:11 Mark J7A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J7A Job No: 7305-08 Seq 02 Name : VENT ANA REAL 11 FLOORS Joist 24LS1240/640 Base length 26-31/2 LETC Panel = 2-61 2-6 LE BC Panel = 3-6 Depth 24.00 4 panels @ 2-0 72-0 RE TC Panel = 2- 9 1/2 / 2-6 RE BC Panel = 3-6 Load Case No.}~ rfjesignatidn foaij case PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000-lb/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 17,004.3 Lbs 1 Part2 1 **; -^ RE:TC@ 0-2 From RE= 17,004.3 Lbs Min. Shear: 25% 4,251.1 Lbs Reactions LE: TC @ 0-2 From LE= 17,004.3 Lbs RE: (. . •-'.•;. r-; ~'T~" T '—~— "/I**" "":,-; V . , *•: TC@ 0-2 From RE= 17,004.3 Lbs Min. Shear: 25% 4,251.1 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: TC@0-2 From LE= 17,052.5 Lbs Load Case No. 50 Part 2 1; ** , ''•'']•.- RE:TC@ 0-2 From RE= 17,052.5 Lbs Min. Shear: 25% 4,263.1 Lbs Reactions LE:TC @ 0-2 From LE= 17,052.5 Lbs RE: TC@ 0-2 From RE= 17,052.5 Lbs Min. Shear: 25% 4,263.1 Lbs r— CHORD DESIGN t Inertia (inA4) Defl. Ratio Cliqrd Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL ,': TC BC RowsBC Spac TC BC TC BC TC EP BC 61 53 22.448 50000 416.9 631.4 360 240 ''"l%46\ 13594 1 157.7 88.2 287.9 1.628 1.439 000 ANGLE WEB DESIGN W2 W3 34 45 2 } W4 26 1 W5 W6 32 10 1 1 W7 W7 22 22 1 1 W6 W5 01 32 1 1 W4 W3 26 .- 22 1 2 W2 VI 34 10 2 1 V2 10 1 V3 10 1 V3 10 1 V2 10 1 VI 10 1 12.50 4.70 5.50 4.40 4.00 3.40 3.40 3.90 4.20 5,30 9.20 12.50 3.00 2.30 2.30 2.30 2.30 3.1 ***** END OF DESIGN FOR 12/03/2008 10:27:22 Mark J8A Quincy Joist Design -ASD-IBC RehUnify Page 1 J8A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 25-0 LETC Panel = 2-9 / 1-9 LE BC Panel = 3-0 Depth 24.00 4 panels @ 2-0 / 2- 0 RE TC Panel = 1-9 / 2-9 REBCPane!= 3-0 Load Case No.|:}Ifesigi|fttidn:foad case' PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: , J f~, , r Reactions LE: r A r1 M TC@ 0-2 From LE= 16,188.6 TC @ 0- 2 From LE= 1 6, 1 88.6 50 1 ** Lbs Lbs RE: TC@ 0- 2 From RE= 16,188.6 '-..--- '- "•" ' ;-'' ' ."' ' '••-'" - --- : 'I... '•>.-. RE: TC@ 0-2 From RE= 16,188.6 Lbs Lbs Min. Min. Shear : Shear: 25% 25% 4,047.2 4,047.2 Lbs Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0- 2 From LE= 16,244.3 Lbs RE: Load Case No. 50 Part 2 1 '*'* ~ " TC@ 0-2 From RE= 16,244.3 Lbs Min. Shear: 25% 4,061.1 Lbs _J - Reactions LE:TC @ 0- 2 From LE= 16,244.3 Lbs RE: TC@ 0-2 From RE= 16,244.3 Lbs Min. Shear: 25% 4,061.1 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC 53 60 W2 24 2 11.40 Eff depth Fy Require 22.462 50000 359.1 W3 W4 W5 45 26 32 1 1 1 5.40 5.40 4.30 W6 10 1 3.90 Actual LL TL TC BC RowsBC Spac 576.8 360 240 12458 13835 1 150.0 ANGLE WEB DESIGN W7 W7 W6 W5 W4 W3 W2 VI V2 22 22 10 32 26 45 24 10 10 111111211 3.20 3.20 3.90 4.30 5.40 5.40 11.40 2.50 2.30 TC BC 88.3 324.0 V3 V3 10 10 1 1 2.30 2.30 TC 1.439 V2 10 1 2.30 BC TC EP BC 1.620 000 VI 10 1 2.5 Per-- 7,945.90 ***** END Ol- DESIGN FOR 12/03/2008 10:27:36 Mark J9A Quincy Joist Design - ASD-IBC ReI:Unify Page 1 J9A Job No: 7305-08 Seq^Ol Name ; VENTANA REAL 11 FLOORS Joist Base length 24LS1240/640-OC 25-61/4 LETC Panel = 2-11 / 1-101/8 LEBC Panel = 3-0 Depth 24.00 4 panels® 2-0 / 2-0 RE TC Panel = 1-10 1/8 / 2-11 RE BC Panel =3-0 :caseLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 16,507.0 Lbs RE:TC@ 0-2 From RE= 16,507.1 Lbs Min. Shear: 25% 4,126.8 Lbs Reactions LE: TC @ 0- 2 From LE= 16,507.0 Lbs RE: Load Case No. 50 TC@ 0-2 From RE= 16,507.1 Lbs Min. SheaT: 25% 4,126.8 Lbs •ft". PT. at any One TC Panel Point.0.50 Kips One PT. ftnywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE:TC @ 0-2 From LE= 16,564.9 Lbs RE:TC@ 0-2 From RE= 16,564.9 Lbs Min. Shear: 25% 4,141.2 Lbs Load Case No. 50 Part 2 T Reactions LE:TC @ 0-2 From LE= 16,564.9 Lbs RE: TC@ 0-2 From RE= 16,564.9 Lbs Min.Shear: 25% 4,141.2 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 381.8 576.8 360 240 12644 14205 I 153.1 81-3 324.0 1.439 1.620 000 W2 W3 W4 W5 W6 W7 W7 24 22 26 32 10 22 22 2211111 ANGLE WEB DESIGN W6 W5 W4 W3 W2 VI V2 V3 10 32 26 22 24 10 10 10 11122111 V3 10 V2 10 VI 10 11.60 8.80 5.40 4.30 3.90 3.30 3.30 3.90 4.30 5.40 8.80 11.60 2.50 2.30 2.30 2.30 2.30 2.5 /•= 7,486.31 ***** END OF DESIGN FOR 12/03/2008 10:27:50 Mark J10A Quincy Joist Design - ASD-1BC Rel:Unify Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Page 1 J10A Joist Base length 24LS1240/640-OC 25-8 1/2 LETC Panel = 2-11 / 1-11 1/4 LE 8C Panel =3-0 Depth 24.00 4 panels @ 2-0 / 2- 0 RE TC Panel = 1-11 1/4 / 2-11 RE BC Panel = 3-0 Load Case No. FT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0-2 From LE= 16,624.1 Lbs 1 Part 2 1 ** ; RE:TC@ 0-2 From RE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs TC @ 0-2 From LE= 16,624.1 Lbs RE:TC@ 0-2 From RE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC @ 0- 2 From LE= 16,681.6 Lbs RE:TC@ 0-2 From RE= 16,681.6 Lbs Min. Shear: 25% 4,170.4 Lbs 50 Part 2 1 ;.**;. TC @ 0- 2 From LE= 16,681.6 Lbs RE: TC@ 0-2 From RE= 16,681.6 Lbs Min. Shear: 25% 4,170.4 Lbs CHORD DESIGN " — Inertia (inA4) Defl. Ratio Chord Shear Checlc(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC 53 60 W2 26 2 10.60 Eff depth Fy 22.462 50000 Require 390.1 W3 W4 W5 W6 22 26 32 10 2111 9.10 5.40 4.30 3.90 Actual LL TL 576.8 360 240 W7 W7 W6 22 22 10 1 1 1 3.30 3.30 3.90 TC 12744 BC 14343 RowsBC Spac I 154.2 ANGLE WEB DESIGN W5 W4 W3 W2 VI V2 32 26 22 26 10 10 112211 4.30 5.40 9.10 10.60 2.60 2.30 TC BC 78.7 324.0 V3 V3 10 10 1 1 2.30 2.30 TC 1.439 V2 10 1 2.30 BC TC 1.620 0 VI 10 1 2.6 EPBC 0 0 />«•= 7,328.62 ' END OF DESIGN FOR J]QA**** 11/04/2008 09:51:41 Mark J20A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J20A Job No: 7305-08 Scq 02 Name : VENTANA REAL II FLOORS Joist 24LS1240/640 Base length 29- 5 1/2 LETC Panel = 2-11 / 1-93/4 LE BC Panel = 3-0 Depth 24.00 5 panels @ 2-0 / 2- (RE TC Pajiel = 1 - 9 3/4 / 2-11 RE BC Panel =3-0 Designatioji loadj ca$e ** VLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 18,963.1 Lbs Part2 1 '** f'<. "i \i? W •- RE:TC@ 0-2 From RE= 18,963.1 Lbs Mill. Shear: 25% 4,740.8 Lbs Reactions LE: TC@ 0-2 From LE= 18,963.1 Lbs RE: Load Case No. 50 -——I ** f7 "~~~ TC@ 0-2 From RE= 18,963.1 Lbs Min. Shear: 25% 4,740.8 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 19,013.1 Lbs 50 Part2 1':**: / "" :' : ^ RE:TC@ 0-2FromRE= 19,013.1 Lbs Min. Shear: 25% 4,753.3 Lbs TC (tj) 0-2 From LE= 19,013.1 Lbs RE: TC @ 0-2 From RE= 19,013 1 Lbs Mill. Shear: 25% 4,753.3 Lbs '^- CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 62 62 22.315 50000 584.2 720.8 360 240 13358 13612 1 176,7 56.8 326.6 1.633 1.633 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V3 V2 32 23 43 4G 22 23 10 10 2j..' 22 4G 43 23 32 10 10 10 10 10 10 2 2 1 1 1 1 1 1 l' 1 1 1 2 2 1 1 1 1 1 1 13.60 9.10 5.60 5.30 5.40 3.20 4.30 4.30 3.20 5.40 5.30 5.60 9.10 13.60 2.60 2.40 2.40 2.4 2.4 2.4 VI ...K: . .. 10 ' --. ... 1 2.6 ***** END OF DESIGN FOR J20A ' 12/12/2008 08:35:10 Quincy Joist Design - ASD-IBC RehUnify PaSc ] J21A- Job No: 7305-08 Scq 02 Name : VENTANA REAL II FLOORS Mark Joist Base length Depth J21A. 24LS1240/640 29-51/2 24.00 LETC Panel- 2-11 / 1-93/4 5 panels @ 2-0 / 2-0 RE TC Panel = 1-93/4/ 2-11 LE BC Panel =3-0 RE BC Panel =3-0 Load Case No. \ j Designation foad case; PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 18,963.1 Lbs RE: TC@ 0-2 From RE= 18,963.1 Lbs Min. Shear: 25% 4,740.8 Lbs Load Case No. \ Part 2 1 ** ~~r~"~"~ Reactions LE: TC @ 0-2 From LE= 18,963.1 Lbs RE: TC@ 0-2From RE= 18,963.1 Lbs Min. Shear: 25% 4,740.8 Lbs Load Case No. 50 ~~H**" * ' ^ ~'' ' I ~—~~ ~~—: ~— One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: TC@ 0-2 From LE= 19,013.1 Lbs RE: TC@ 0-2 FromRE= 19,013.1 Lbs Min. Shear: 25% 4,753.3 Lbs Land Case No. 5Q Part 2 1 ** 1 Reactions LE: TC@0-2From LE= 19,013.1 Lbs RE: TC@ 0-2FromRE= 19,013.1 Lbs Min. Shear: 25% 4,753.3 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 62 62 22.315 50000 584.2 720.8 360 240 13358 13612 1 176.7 56.8 326.6 1.633 1.633 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V3 V2 32 23 43 4G 22 23 10 10 23 22 4G 43 23 32 10 10 10 10 10 10 22111111111122111111 13.60 9.10 5.60 5.30 5.40 3.20 4.30 4.30 3.20 5.40 5.30 5.60 9.10 13.60 2.60 2.40 2.40 2.4 2.4 2.4 VI 10 1 2.6 ***** END OF DESIGN FOR J21A.**** 12/03/2008 10:28:09 Mark J22A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J22A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 28-5 LETC Panel = 2-7 / 1-7 1/2 LE BC Panel =3-0 Depth 24.00 5 panels® 2-0 / 2-0 RE TC Panel = 1-7 1/2/ 2-7 RE BC Panel = 3-0 Designation load case §*«Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC@0-2FromLE=18,325.6 Lbs 1 Part 2 1 ** RE;TC@ 0-2 From RE= 18,325.6 Lbs Min. Shear: 25% 4,581.4 Lbs TC @ 0-2 From LE= 18,325.6 Lbs RE:TC@ 0-2 From RE= 18,325.6 Lbs Min. Shear: 25% 4,581.4 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the EC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0- 2 From LE= 18,371.6 Lbs RE: Load Case No. 50 Part 2 1 • M ? :' :;.::; " "';Vi l: ^~~^ TC@ 0-2 From RE= 18,371.6 Lbs Min. Shear: 25% 4,592.9 Lbs Reactions LE:TC @ 0-2 From LE= 18,371.6 Lbs RE: TC@ 0-2 From RE= 18,371.6 Lbs Min. Shear: 25% 4,592.9 Lbs •- CHORD DESIGN -— - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC 62 61 22.323 50000 525.0 687.8 360 240 12466 BC RowsBC Spac 13987 1 170.5 TC BC TC BC TC EP BC 77.0 325.6 1.633 1.628 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 32 45 43 4G 22 23 10 10 23 22 4G 43 45 32 10 10 10 10 211111111111121111 13.20 5.00 5.60 5.30 5.40 3.10 4.20 4.20 3.10 5.40 5.30 5.60 5.00 13.20 2.40 2.40 2.40 2.4 VI 10 000 V3 V2 10 10 1 1 2.4 2.4 2.4 1 END OF DESIGN FOR J22A **** 12/03/2008 10:28:28 Mark J21AB Quincy Joist Design -ASD-IBC RehUnify Job No: 7305-08 Seq 02 Name : VENT ANA REAL tl FLOORS Page 1 J21AB Joist 24LS1240/640 Base length 29-7 3/4 LETC Panel = 2-11 / 1-107/8 LE BC Panel =3-0 Depth 24.00 5 panels (a 2-0 / 2-0 RE TC Panel = 1-10 7/8 / 2-11 RE BC Panel = 3-0 Load Case No. \ files PT. at any One TC Panel Point.1,00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 19,079.9 Lbs RE:TC@ 0-2 From RE= 19,079.9 Lbs Min. Shear: 25% 4,770.0 Lbs Part 2 i ** Reactions LE: TC @ 0-2 From LE= 19,079.9 Lbs RE: Load Case No. 50 —.---I ** T,' ; : : TC@ 0-2 From RE= 19,079.9 Lbs Min. Shear: 25% 4,770.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE. TC@0-2FromLE=19,129.7 Lbs RE:TC@ 0-2 From RE= 19,129.7 Lbs Min. Shear: 25% 4,782.4 Lbs 50 Part 2 :;**X TC @ 0-2 From LE= 19,129.7 Lbs RE: TC @ 0-2 From RE= 19,129.7 Lbs Min. Shear: 25% 4,782.4 Lbs •-- - CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 62 22.190 50000 595.3 770.9 360 240 11583 13839 1 177.8 92.2 326.6 1.828 1.633 000 ANGLE WEB DESIGN W2 W3 41 23 2 2 W4 W5 43 4G 1 1 W6 W7 22 23 1 1 W8 10 1 W8 W7 10 23 1 1 W6 W5 22 4G 1 1 W4 W3 43 23 1 2 W2 VI 41 10 2 1 V2 10 1 V3 10 1 V4 10 1 V3 V2 10 10 1 1 15.10 9.40 5.60 5.30 5.40 3.30 4.30 4.30 3.30 5.40 5.30 5.60 9.40 15.10 2.60 2.40 2.40 VI 10 2.4 2.4 2.4 2.6 ' END OF DESIGN FOR J21AB**** 12/03/2008 10:28:48 Mark J23A Quincy Joist Design - ASD-IBC RehUnify Page I J23A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 29- 1 1/2 LETC Panel= 2-97 1-93/4 LE BC Pane) = 3-0 Depth 24,00 5 panels @ 2- 0 / 2- 0 RE TC Panel = 1-93/4/ 2-9 RE BC Panel = 3-0 Load Case No,1 **PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0-2 From LE= 18,761.1 Lbs RE: Part 2 ** TC @ 0- 2 From LE= 18,761.1 Lbs RE: TC@ 0-2 FromRE= 18,761.1 Lbs Min. Shear: 25% 4,690.3 Lbs~r. .."i -•-- -— - TC@ 0-2 From RE= 18,761.1 Lbs Min. Shear: 25% 4,690.3 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 18,808.9 Lbs RE: Load Case No. 5Q Part 2 1; ** ;! ~~ ~~~ Reactions LE: TC @ 0-2 From LE= 18,808.9 Lbs RE: TC@ 0-2 From RE= 18,808.9 Lbs Min. Shear: 25% 4,702.2 Lbs J TC@ 0-2 From RE= 18,808.9 ---------------------------------------------------------- CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC Lbs Min. Shear: 25% 4,702.2 Lbs Ryy Fillers TC BC TC EP BC 62 62 22.315 50000 564.8 720.8 360 240 13071 13331 1 174.7 63.8 326.6 1.633 1.633 00 W2 W3 32 23 22 W4 W5 43 4G 11 W6 22 1 W7 23 1 W8 10 1 W8 10 1 ANGLE WEB DESIGN W7 W6 W5 W4 W3 23 22 4G 43 23 11112 W2 32 2 VI 10 1 V2 10 1 V3 10 1 V4 10 1 V3 10 1 V2 10 1 13.50 8.70 5.60 5.30 5.40 3.20 4.30 4.30 3.20 5.40 5.30 5.60 8.70 13.50 2.50 2.40 2.40 2.4 VI 10 2.4 2.4 2.5 - 7,903.97 < END OF DESIGN FOR J23A**** 11/04/2008 10:09:45 Mark J30A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J30A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist 28LS1240/640 Base length 37- 1 1/4 LETC Panel = 2-9 / 1-95/8 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 RE TC Panel = 1-95/8/ 2-9 RE BC Panel =3-6 Load Case No.1 f Pesigjiafiop load, case ** PT. at any One TC Panel Point. 1.00 Kips PT. at any One TC Panel Point. 0.10 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0- 2 From LE= 23,820.7 Lbs 1 Part 2 \ ** RE:TC@ 0-2FromRE= 23,820.7 Lbs Min. Shear: 25% 5,955.2 Lbs TC@ 0-2 From LE= 23,820.7 Lbs RE:TC@ 0-2 FrontRE= 23,820.7 Lbs Min. Shear: 25% 5,955.2 Lbs 50 ---- ** One PT. Anywhere on the BC.. . .0.50 Kips PT. at any One TC Panel Point. 0.10 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0- 2 From !,!•-23,858.1 Lbs TC@ 0-2*From RE=231;858.1 Lbs Min. Shear: 25% 5,964.5 .bs 50 Part2 ** TC @ 0-2 From LE= 23,858.1 Lbs 'RE: TC@ 0-2 From RE= 23,858.1 CHORD DESIGN Lbs Min. Shear: 25% 5,964.5 Lbs Inertia (inA4) Dell Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL 71 71 26.038 50000 1,163.6 1,315.5 360 240 TC 13466 BC RowsBC Spac 13642 2 148.4 TC BC TC BC TC EP BC 61.2 3673 1.836 1.836 0 0 W2 W3 4G 24 W4 23 2 W5 W6 45 35 1 ft 1 W7 4G 1 W8 14 1 W9 40 1 ANGLE WEB DESIGN W10 W10 W9 W8 W7 13, 13 40 14 4G 11111 W6 35 W5 W4 45 23 1 ft 2 VI 10 15.60 9.30 10.80 5.30 5.80 4.90 4.70 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10.S V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.8 W3 W2 24 4G 2 2 1 9.30 15.6 2.8 V2 10 1 2.5 ******** *** END Of DESIGN FOR 11/04/2008 09:59:28 Mark J31A Quincy Joist Design - ASD-IBC RekUnify Page 1 J31A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist 28LS1240/640 Base length 37- 1 1/4 LETC Panel = 2-9 / 1-95/8 LE BC Panel = 3-6 Depth 28.00 7 panels @ 2-0 / 2- 0 RE TC Panel = I-9 5/87 2-9 RE BC Panel =3-6 —[Designation load case **Load Case No, \ PT . at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 23,727.7 Lbs ] Part 2 RE:TC@ 0-2 From RE= 23,727.7 Lbs Min. Shear: 25% 5,931.9 Lbs ** Reactions LE: TC @ 0-2 From LE= 23,727.7 Lbs RE: Load Case No. 50 1 ** TC@ 0-2 From RE= 23,727.7 Lbs Min. Shear: 25% 5,931.9 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips """'";,< '' Reactions LE: TC@ 0-2 From LE= 23,765.1 Lbs ' RE: LomlCaseNo. 5Q Part 2 j ** I " •~; TC@ 0-2 From RE= 23,765.1 Lbs Min. Shear: 25% 5,941.3 Lbs Reactions LE:TC @ 0-2 From LE= 23,765.1 Lbs RE: TC@ 0-2 From RE= 23,765.1 ^~- CHORD DESIGN Lbs Min. Shear: 25% 5,941.3 Lbs Inertia (inA4) Defl. Ratio Cfiord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 71 26,038 50000 1,159.7 1,315,5 360 240 13410 13586 2 148.4 62.8 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI 4G 24 23 45 35 4G 14 40 13 13 40 14 4G 35 45 23 24 4G 10 2221 ft 1 1111 Illlllft2221 15.50 9.30 10.70 5.30 5.80 4.90 4.70 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10.70 9.30 15.5 2.7 V3 V4 V5 V4 V3 V2 VI ; 10 10 10 10 10 10 10 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.7 V2 10 1 2.5 ***** END OF DESIGN FOR J31A**** 12/03/2008 10:29:05 Mark J32A Quincy Joist Design -ASD-IBC Rel:Unify Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-5 1/8 LETC Panel = 2-7 / 1-75/8 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 Page 1 J32A RE TC Panel = 1-75/8/ 2-67/8 RE BC Panel = 3-5 7/8 - |:0esfgftatio|-teacl: case; :**' _Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0- 2 From LE= 23,311.2 Lbs Pan 2 |"'*fe' ':;; -: .'i '•• •'. • *' RE:TC@ 0-2 From RE= 23,311.5 Lbs Min. Shear: 25% 5,827.9 Lbs TC @ 0- 2 From LE= 23,3 1 1 .2 Lbs RE:TC@ 0-2 From RE= 23,311.5 Lbs Min. Shear: 25% 5,827.9 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 23,347.0 Lbs RE: Load Case No. 50 Part 2 ' * "~*.* Reactions LE:TC @ 0- 2 From L12= 23,347.0 Lbs TC@ 0-2 From RE= 23,347.1 Lbs Min. Shear: 25% 5,836.8 Lbs ~~~ I - - -- - Lbs Min. Shear: 25% 5,836.8 LbsRE: TC @ 0- 2 From RE= 23,347.1 — CHORD DESIGN —- - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,097,9 1,272.4 360 240 12888 14159 145.7 75.7 329.4 1.836 1.647 000 W2 W3 4G 23 2 2 W4 23 2 W5 W6 45 35 1 ft 1 W7 4G W8 W9 14 40 1 1 ANGLE WEB DESIGN W10 W10 W9 W8 W7 10 10 40 14 4G 11111 W6 35 1 W5 W4 45 23 1 ft 2 W3 23 2 W2 4G 2 VI 10 1 15.30 9.40 10.70 5.30 5.80 4.90 4.70 4.30 4.90 4.90 4.30 4.70 4.90 5.80 5.30 10.70 9.40 15.2 2.6 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 V2 10 1 2.4 - 8,052.06 ' END OF DESIGN FOR J32A**** 12/03/2008 10:29:22 Mark J33A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J33A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-8 LETC Panel = 2-8 / 1-8 LE BC Pane! =3-6 Depth 28.00 7 panels @ 2- 0 / 2- 0 RE TC Panel = 1-8 / 2-f RE BC Panel =3-6 -[Designation load case **Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 23,457.9 Lbs RE:TC@ 0-2 From RE= 23,457.9 Lbs Min. Shear: 25% 5,864.5 Lbs 1 Parl 2 ** Reactions LE: TC @ 0- 2 From LE= 23,457.9 Lbs RE: Load Cane No. 50 \ ** "'••"".' ••<"•••••••••= : -- TC @ 0-2 From RE= 23,457.9 Lbs Min. Shear: 25% 5,864.5 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 23,494.6 Lbs RE: Load Case No. 50 Part 2 •-- TC@ 0-2 From RE= 23,494.6 Lbs Min. Shear: 25% 5,873.6 Lbs ,'•#* Reactions LE:TC@ 0-2 From LE= 23,494.6 Lbs RE: TC @ 0-2 From RE= 23,494.6 Lbs Min. Shear: 25% 5,873.6 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,119.5 1,272.4 360 240 13052 14333 2 146.6 71.4 329.4 1.836 1.647 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 4G 23 23 45 35 4G 14 40 13 13 40 14 4G 35 45 23 23 4G 10 2 2 2 1 ft 1 1 1 1 111 1 1 1 1 ft 2221 10 1 15.30 9.60 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.60 15.3 2.7 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.7 2.4 r" 7,902.81 Lbs • END OF DESIGN FOR 11/04/2008 09:59:51 Quincy Joist Design - ASD-IBC Ret:Unify Page l J34A Job No: 7305-08 Seq 02 Name ; VENTANA REAL II FLOORS Mark Joist Base length .Depth J34A 28LS1240/640 37-21/4 28.00 • LETC Panel = 2-9 / 1-105/8 7 panels @ 2-0 / 2-0 RE TC Panel = 1-95/87 2-9 LEBC Panel = 3-6 RE BC Panel = 3-6 Load Case No. \ [ t>eslg^ji|i l&atf case PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 23,779.5 Lbs RE: TC@ 0-2 From RE= 23,779,5 Lbs Min. Shear: 25% 5,944.9 Lbs Load Case No. \ Part 2 ----- Reactions LE: TC@ 0-2 From LE= 23,779.5 Lbs RE: TC@ 0-2 From RE= 23,779.5 Lbs Min. Shear: 25% 5,944.9 Lbs Load Case No. 50 |r**;2r "'r " ";':' ;' ' :': '-.: '<*'"' '*-"'•"'"'-^T- •-'•"• ••—;—— -*—f^|_ __.^^^::::_..:_;.._^_::_::_L;^^; •.-.::_-:_ One PT. Anywhere on the BC....0.50 Kips TC Dniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips "' ' "" Reactions LE: TC@ 0-2 From LE= 23,816.8 Lbs """ftE: TC@ 0-2 From RE= 23,816.8 Lbs Min. Shear: 25% 5,954.2 Lbs Loud Case No. 50 Part 2 K^f* .'-;;5 55T~ ' r ' " ^^ ^1 Reactions LE: TC @0-2 From LE= 23,816.8 Lbs ,RE: TC@ 0-2 From RE= 23,816.8 Lbs Min. Shear: 25% 5,954.2 Lbs ~^^- CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 71 26.038 50000 1,167.5 1,315.5 360 240 13468 13650 2 148.7 61.1 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 WIG W9 W8 W7 W6 W5 W4 W3 W2 VI V2 4G 24 23 45 35 4G 14 40 10. 13 40 14 4G 35 45 23 24 4G 10 10 222 Ifti 1 1 1 1 1 1 1 1 1 Ift222 1 1 15.60 9.40 10.70 5.30 5.80 4.80 4.70 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10.70 9.30 15.6 2.8 2.5 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.7 *********** SPG ******** ***** END OF DESIGN FOR J34A**** 12/03/2008 10:29:40 Mark J35A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J35A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-5 1/4 LETC Panel = 2-7 / 1-75/8 LE BC Panel = 3-6 Depth 28.00 7 panels @ 2-0 / 2- 0 RE TC Panel = 1-75/8/ 2-7 RE BC Panel =3-6 Load Case No.1 Designation load case;; PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 23,317.6 Lbs RE: Part 2 1 ** Reactions LE: TC @ 0- 2 From LE= 23,317.6 Lbs RE: Load Case No. 50 TC@ 0-2 From RE= 23,317.6 Lbs Min. Shear: 25% 5,829.4 Lbs TC@ 0-2 From RE= 23,317.6 Lbs Min. Shear: 25% 5,829.4 Lbs PT. at any One TC Panel Point. 0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/f t Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE= 23,353.4 Lbs 50 Part 2 p^ " ~ RE:TC @ 0- 2 From RE= 23,353.4 Lbs Min. Shear: 25% 5,838.4 Lbs TC @ 0-2 From LE= 23,353.4 Lbs RE: TC @ 0-2 From RE= 23,353.4 Lbs Min. Shear: 25% 5,838.4 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,098.8 1,272.4 360 240 12895 14166 2 145.7 75.5 329.4 1.836 1.647 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 4G 23 23 45 35 4G 14 40 13 13 40 14 4G 35 45 23 23 4G 10 10 222 1 ft 1 1111 1 111 1 1 ft 2 2 2 1 1 15.30 9.40 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.40 15.3 2.6 2.4 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 * END OF DESIGN FOR J3SA**** 12/03/2008 10:29:58 Mark J36A Quincy Joist Design - ASD-IBC ReI:Unify Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Page 1 J36A Joist Base length 28LS1240/640-OC 36-53/8 LETC Panel = 2-7 / 1-73/4 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 RE TC Panel = I-7 3/4 / 2-67/8 RE BC Panel =3-5 7/8 Load Case No. \ PT. at any One TC TC Uniform Load. Reactions LE: Load Case No. \ Reactions LE: Load Case No. 5Q "Designation load case ** Panel Point. 1.00 Kips 1?40 oon / 6an nnn TC @ 0- 2 F Part 2 TC @ 0- 2 F romLE= 23,324.1 Lbs .; -•••?; -••:,. Ib/ft RE:TC @ 0-2 From RE= 23,324.4 #*• romLE= 23,324.1 Lbs RE:TC@ 0-2 From RE= 23,324. 4 %* •- ? ;•>-, •-:.:•*••• ; " •; ; ' Lbs Min. Shear: 25% 5,831.1 Lbs Lbs Min. Shear: 25% 5,831.1 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE= 23,359.9 Lbs 50 Part2 I/**. -~". RE:TC @ 0-2 From RE= 23,360.0 Lbs Min. Shear: 25% 5,840.0 Lbs TC@ 0-2 From LE= 23,359.9 Lbs RE: TC@ 0-2 From RE= 23,360.0 Lbs Min. Shear: 25% 5,840.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,099.8 1,272.4 360 240 12902 14174 2 145.7 75.3 329.4 1.836 1.647 000 W2 W3 W4 W5 W6 W7 W8 W9 4G 23 23 45 35 4G 14 40 22 2 1 ft 1 1 1 1 ANGLE WEB DESIGN W10 W10 W9 W8 W7 13 13 40 14 4G 11111 W6 W5 W4 W3 W2 VI 35 45 23 23 4G 10 1 1 ft 2 2 2 I V2 10 15.30 9.40 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.40 15.2 2.6 2.4 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 Per-- 8,038.72 *** END OF DESIGN FOR J36A**** 12/03/2008 10:30:14 Mark J37A Quincy Joist Design - ASD-IBC RehUnify Page 1 J37A Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Joist Base length Depth 28LS1240/640-OC 35-11 28.00 LE TC Panel =3-6/2-51/2 6 panels @ 2-0 / 2- 0 LE BC Panel =3-6 RE TC Panel = 2-5 1/2 / 3-6 RE BC Panel = 3-6 Load Case No. \ PT. at any One TC Panel Point.1.00 Kips 1 Designation load case * * Reactions LE: I find (*nsp /V/»' TC @ 0- 2 From LE= 22,968.0 Lbs RE: TC @ 0- 2 From RE= 22,968.0 J ** '> 1 ** : ? Lbs Min. Shear: 25% 5,742.0 Lbs Reactions LE: TC@ 0-2 From LE= 22,968.0 Lbs RE: Load Case No. 50 I W •*•;•*•-'•'.-••' ,\ •• y • • .« '- TC @ 0- 2 From RE= 22,968.0 Lbs Min. Shear: 25% 5,742.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No, Reactions LE: TC @ 0-2 From LE= 23,017.2 Lbs 50 fart2 1'** ?"; y TF~- RE:TC@ 0-2 From RE= 23,017.2 Lbs Min. Shear: 25% 5,754.3 Lbs TC @ 0-2 From LE= 23,017.2 Lbs RE: TC @ 0-2 From RE= 23,017.2 Lbs Min. Shear: 25% 5,754.3 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 26.167 50000 1,052.8 1,192.4 360 240 13422 14708 2 143.6 67.6 365.7 1.647 1.828 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 \V9 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 4G 34 44 43 24 40 10 40 40 10 40 24 43 44 34 4G 13 10 221111111111112211 14.60 10.20 5.70 5.10 5.50 5.00 4.80 4.20 4.20 4.80 5.00 5.50 5.10 5.70 10.20 14.60 2.70 2.4 V4 V3 V2 VI 10 10 10 13 1111 2.4 2.4 2.4 2.7 V3 10 V4 10 2.4 2.4 r= 6,391.19 ***** END OF DESIGN FOR J3JA**** 11/04/2008 10:00:14 Mark J38A Quincy Joist Design - ASD-IBC RehUnify Pase J38A Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Joist 28LS1240/640 Base length 37- 1 1/4 LETCPanel = 2-9 / 1-95/8 LEBC Panel = 3-6 Depth M.OO 7 panels @ 2-0 / 2-0 RE TC Panel = 1-95/8/ 2-9 RE BC Panel = 3-6 j Designation load case '**Load Case No. ] PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0-2 From LE= 23,727.7 Lbs Part 2 ----- -j ** ? • ' I ------- 1 ...... _...... : "-_•;' .' RE:TC @ 0- 2 From RE= 23,727.7 Lbs Min. Shear: 25% 5,931.9 Lbs TC @ 0-2 From LE= 23,727.7 Lbs RE:TC@ 0-2 From RE= 23, 727.7 Lbs Min. Shear: 25% 5,931.9 Lbs 50 -------- * * One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/ft PT . at any One TC Panel Point. 0.50 Kips Reactions LE: Loud Case No. Reactions LE: TC @ 0-2 From LE= 23,765.1 Lbs '•''$£:.TC@ 0-'2 From RE= 23,765. 1 Lbs Min. Shear: 25% 5,941.3 Lbs 50 Part 2 ------- ** LbsTC @ 0-2 From LE= 23,765.1 Lbs (RE: TC@ 0-2 From RE= 23,765.1 ----------------- - ------------------------------- - -------- T^- CHORD DESIGN --------------------------- — - Inertia (inA4) Defl. Ratio CHprd Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC '.. RowsBCSpac TC BC TC BC TC EP BC 71 71 26.038 50000 1,159.7 1,315.5 360 240 ' 13410 13586 2 148.4 62.8 367.3 1.836 1.836 200 Min. Shear: 25% 5,941.3 Ryy Lbs W2 W3 4G 24 2 2 W4 23 2 ANGLE WEB DESIGN W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 45 35 4G 14 40 13 13 40 14 4G 1 ft 1 1 1 1 I 1 1 1 1 W6 35 W5 W4 45 23 1 ft 2 W3 24 2 W2 VI 4G 10 2 1 15.50 9.30 10.70 5.30 5.80 4.90 4.70 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10.70 9.30 15.5 2.7 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.7 V2 10 1 2.5 '**** END OF DESIGN FOR 12/03/2008 10:30:32 Mark J39A Quincy Joist Design -ASD-IBC RehUnify Page 1 J39A Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-7 LETC Panel = 2-77 1-8 1/2 LE BC Panel = 3-6 Depth 28.00 7 panels @ 2- 0 / 2- 0 RE TC Panel = I-8 1/2 / 2-7 RE BC Panel = 3-6 Designation load caseLoad Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load Reactions LE: I finrl f^nfa \f TC @ 0-2 From LE= 23 ,408.3 Lbs RE:TC@ 0- 2 From RE= 23,408.3 Lbs Min. Shear: 25% 5,852.1 Lbs Reactions LE: TC@ 0-2 From LE= 23,408.3 Lbs Load Case No. 50 1 ¥*',, RE:TC @ 0-2 From RE= 23,408.3 Lbs Min. Shear: 25% 5,852.1 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC@ 0-2 From LE= 23,443.9 Lbs RE: Load Case No. 50 Part 2 ["..,** I ~ ~ TC@ 0-2 From RE= 23,443.9 Lbs Min. Shear: 25% 5,861.0 Lbs Reactions LE: TC BCEff depth TC @ 0-2 From LE= 23,443.9 Lbs RE: TC @ 0-2 From RE= 23,443.9 Lbs Min. Shear: 25% 5,861.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Fy Require Actual LL TL TC BC RowsBC Spac TC BC Ryy Fillers TC BC TC EP BC 71 63 26.153 50000 1 112.0 1,272.4 360 240 12995 14272 146.3 72.9 329.4 1.836 1.647 000 W2 W3 W4 W5 W6 W7 W8 W9 40 23 23 45 35 4G 14 40 222 1 ft 1 1 1 1 ANGLE WEB DESIGN W10 W10 W9 W8 W7 13 13 40 14 4G 11111 W6 35 W5 W4 45 23 1 ft 2 W3 23 2 W2 4G 2 VI 10 15.30 9.50 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.50 15.3 2.7 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.7 V2 10 1 2.4 Per- 7,954.22 ' END OF DESIGN FOR J39A**** 12/03/2008 11:28:51 Mark J40A Quincy Joist Design - ASD-IBC RehUnify Page 1 J40A Job No: 7305-08 Sea 02 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-0 LETC Panel = 2-5 / 1-7 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 RE TC Panel = 1-7 / 2-5 RE BC Panel =3-6 Load Case No.I Designation load case ** PT. at any One TC Panel Point,1.00 Kips Reactions LE: Loud Case No. Reactions LE: Load Case No. TC @ 0- 2 F TC @ 0- 2 F c>U romLE= 23,050.2 Lbs RE:TC@ 0- 2 From RE= 23,050.2 ** romLE= 23,050.2 Lbs RE:TC@ 0-2 From RE= 23,050.2 •**;. ,;.. j ;; , : Lbs Min. Shear: 25% 5,762.6 Lbs Min. Shear: 25% 5,762.6 Lbs Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 23,084.1 Lbs RE: Load Case No. 50 Part 2 1 ***' TC@ 0-2 From RE= 23,084.1 Lbs Min. Shear: 25% 5,771.0 Lbs Reactions LE:TC @ 0- 2 From LE= 23,084.1 Lbs RE: TC@ 0-2 From RE= 23,084. CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Lbs Min. Shear: 25% 5,771.0 Lbs Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC 63 70 26,167 50000 1,060.1 1,192.4 360 240 13646 BC RowsBC Spac 14606 2 144.0 TC BC TC BC TC EP BC 62.7 365.7 1.647 1.828 200 W2 W3 4G 23 2 2 W4 23 2 W5 W6 45 35 1 ft 1 W7 4G W8 14 ANGLE WEB DESIGN W9 W10 W10 W9 W8 40 10 10 40 14 4G 7 W6 3 35 1 W5 45 1 ft W4 23 2 W3 23 2 W2 4G 2 VI 10 1 V2 10 1 15.10 9.20 10.70 5.30 5.80 4.90 4.70 4.20 4.80 4.80 4.20 4.70 4.90 5.80 5.30 10.70 9.20 15.1 2.6 2.4 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 Pc^- 6,346.25 ' END OP DESIGN FOR J4QA**** 12/03/2008 10:31:07 Mark J41A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J41A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-61/4 LETC Panel = 2-7 / LE BC Panel = 3-6 1/8 Depth 28.00 7 panels® 2-0 / 2-0 RE TC Panel = 1-81/87 2-7 RE BC Panel = 3-6 Load Case No.—-1 Designation load case ** PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No, TC@ 0-2 From LE= 23,369.4 Lbs 1 Part2 1;** :?•"••'•:>•':;• "'•- RE:TC@ 0-2 From RE= 23,369.4 Lbs Min. Shear: 25% 5,842.4 Lbs Reactions LE: TC@ 0-2 From LE= 23,369.4 Lbs RE: Load Case No. 50 ——IS**' ~'\! ' l,?i; '; - ! Sf " TC @ 0-2 From RE= 23,369.4 Lbs Min. Shear: 25% 5,842.4 Lbs PT. at any One TC Panel Point. 0.50 Kips One PT . Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/ft Reactions LE:TC @ 0-2 From LE= 23, 405.1 Lbs RE:TC@ 0-2 From RE= 23,405.1 Lbs Min. Shear: 25% 5,851.3 Lbs Load Case No. 50 Part 2 ------- 1 Reactions LE:TC@ 0-2 From LE= 23,405. i Lbs Inertia (in'M) Defl. Ratio TCBCEff depth Fy Require Actual LL TL TC 71 63 26.153 50000 1,106.3 1,272.4 360 240 12952 RE: TC @ 0- 2 From RE= 23,405.1 CHORD DESIGN Chord Shear Check(fv) Bridging Max. Unbrac (in) Lbs Min. Shear: 25% 5,851.3 Lbs Ryy Fillers BC RowsBC Spac 14226 2 146.0 W2 W3 W4 4G 23 23 222 W5 W6 45 35 1 ft 1 W7 4G 1 W8 14 W9 40 ANGLE WEB DESIGN W10 W10 W9 W8 W7 W6 13 13 40 14 4G 35 1 I 1 1 1 1 TC 74.1 W5 45 BC 329.4 W4 23 TC BC TC EP BC 1.836 1.647 000 ft 2 W3 23 2 W2 4G 2 VI 10 15.30 9.50 10.70 5.30 5.80 4.90 4.70 4.30 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.50 15.3 2.7 V2 10 1 2.4 1 1 1 1 1 1 1 2.4 2.4 2.4 2.4 2.4 2.4 2.7 Pcr= 7,993.09 ** END OF DESIGN FOR J4JA**** 11/04/2008 10:00:39 Mark J42A Quincy Joist Design - ASD-IBC Rel:Unify Page 1 J42A Job No: 7305-08 Seq 02 Name : VENT AN A REAL II FLOORS Joist 28LS1240/640 Base length 37- 2 1/4 LETC Panel = 2-9 / 1-105/8 LEBC Panel = 3-6 Depth 28.00 7 panels @ 2-0 / 2- 0 RETC Panel = I-9 5/8 / 2-9 RE BC Panel =3-6 Load Case No. \ ~-| Designation load case ** PT. at any One TC Panel Point.!.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 23,779.5 Lbs 1 Part2 -I- **' " ' "'"•"" * RE:TC@ 0-2 From RE= 23,779.5 Lbs Min. Shear: 25% 5,944.9 Lbs Reactions LE: TC@0-2FromLE=23,779.S Lbs Load Case No. 50 ——If-*** ";,«-««ff.•:;»-- RE:TC@ 0-2 From RE= 23,779,5 Lbs Min. Shear: 25% 5,944.9 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. 5 0 Part 2 TC@0-2FromLE=23,8l6.8 Lbs '''RE:'TC@ 0-2 From RE= 23,816.8 Lbs Min. Shear: 25% 5,954.2 Lbs Reactions LE:TC @ 0- 2 From LE= 23,816.8 Lbs RE: TC@ 0-2 From RE= 23,816.8 Lbs Min. Shear: 25% 5,954.2 Lbs ----- CHORD DESIGN Inertia (inA4) Deri Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 71 26.038 50000 1,167.5 1,315.5 360 240 13468 13650 2 148.7 61.1 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 4G 24 23 45 35 4G 14 40 fj 13 40 14 4G 35 45 23 24 4G 10 10 2 2 2 1 ft 1 1 1 1 Illllllft22211 15.60 9.40 10.70 5.30 5.80 4.80 4.70 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10.70 9.30 15.6 2.8 2.5 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 111 1111 2.5 2.5 2.5 2.5 2.5 2.5 2.7 ,**»,»„*»* 5.^ ****»*,* ***** £A/t) OF DESIGN FOR J42A **** 12/03/2008 10:31:22 Mark J43A Quincy Joist Design - ASD-IBC RehUnify Page 1 J43A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Joist Base length Depth 28LS1240/640-OC 35-107/8 28.00 LETC Panel = 3-6 / 2-51/2 6 panels @ 2-0 / 2-0 LEBC Panel = 3-6 RE TC Panel = 2-51/2/ 3-57/8 RE BC Panel =3-5 7/8 [ Designation load case **Load Case No. ] PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0- 2 From LE= 22,961.5 Lbs Part 2 T RE:TC@ 0-2 From RE= 22,961.8 Lbs Min. Shear: 25% 5,740.5 Lbs ** TC @ 0- 2 From LE= 22,961.5 Lbs RE:TC@ 0-2 From RE= 22,961.8 Lbs Min. Shear: 25% 5,740.5 Lbs 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE= 23,010.7 Lbs 50 Par! 2 1:"** RE:TC@ 0-2 From RE= 23,010,9 Lbs Min. Shear: 25% 5,752.7 Lbs TC @ 0-2 From LE= 23,010.7 Lbs RE: TC@ 0-2 From RE= 23,010.9 Lbs Min. Shear: 25% 5,752.7 Lbs — CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac(in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 26.167 50000 1,051.9 1,192.4 360 240 13415 14701 2 143.6 67.7 365.7 1.647 1.828 000 W2 W3 4G 34 2 2 W4 44 ANGLE WEB DESIGN W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 43 24 40 10 40 40 10 40 24 43 1111111111 W4 W3 W2 VI V2 44 34 4G 13 10 12211 5.70 10.20 14.60 2.70 2.4 V3 V4 10 10 1 1 2.4 2.414.60 10.20 5.70 5.10 5.50 5.00 4.80 4.20 4.20 4.80 5.00 5.50 5.10 5.70 10.20 14.60 2.70 V4 V3 V2 VI 10 10 10 13 1111 2.4 2.4 2.4 2.7 ***** END OF DESIGN FOR 10/30/2008 14:00:26 Quincy Joist Design - ASD-IBC RehUnify Page 1 G1A Job No: 7305-08 Seci 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G1A 36G4N30K 30-93/4 36.00 LE TC Pane! = 3-8 3/8 / 3- 8 3/8 2 panels @ 4- 0 / 4- 0 RE TC Panel =3-8 1/2 / 3-81/2 LEBC Panel = 3-83/8 RE BC Panel = 3-81/2 Load Case No. \ -j SJI Gravity PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC @ 0-2 From LE= 61,799.1 Lbs RE: TC@ 0-2 From RE= 61,736.7 Lbs Min. Shear: 25%15,449.8 Lbs Load Case No. } Part 2 IJ" ** ., ~~~~ '. I Reactions LE: TC@0-2 From LE= 61,799.1 Lbs RE: TC@ 0-2 From RE= 61,736.7 Lbs Min. Shear: 25% 15,449.8 Lbs ; - -—- • : —— • CHORD DESIGN -— : =^——--————- —-- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,913.2 3,269.3 360 240 ' 16365 19093 *** 0.0 106.3 492.3 2.051 2.051 400 GIR Jst Brg Check (I Angle)Ppt/Lc/ActLoad/Capacity 5 1 15.0 114 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 16.20 16.60 15.30 10.00 10.00 15.20 16.60 16.20 1:80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings ".. GIR TC Stiffeners reqds at PPTs 3, 5, i, ,,:, *ff#***:M*** SPG ******** ***** END OF DESIGN FOR G1A**** 12/03/2008 Quincy Joist Design-ASD-IBC RekUnify Pa8e * G2A 15:46:42 ^ ) Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Mark Girder Base length Depth G2A 36G4N30K 30-10 36.00 LETC Panel = 3-8 1/2 / 3-81/2 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LE BC Panel =3-81/2 RE BC Pane! = 3-81/2 Load Case No. \ - -j SJI Gravity ** PT. at any One TC Panel Point.2,00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@o-2FromLE= 61,767.6 Lbs RE: TC@ 0-2FromRE= 61,767.9 Lbs Min. Shear: 25%15,442.0 Lbs Load Case Wo. \ Part 2 \~**::.^ ~ ~ ~~ ~~ I I ' I i „ _» , , I Reactions LE: TC@0-2FromLE= 61,767.6 Lbs RE: TC@ 0-2FromRE= 61,767.9 Lbs Min. Shear: 25%is,442.o Lbs :•_ - _^-:__:__.,-,. ___ _._^, ^_^—._^_-^_^ ^— CHORD DESIGN —-—- ----^—==—--.,-—•——--———-_._^~--_, — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,916.5 3,269.3 360 240 16358 19095 *** 0.0 106.1 492.3 2.051 2.051 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 150 11.4 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl I 1 1 16.20 16.60 15.20 10.00 10.00 15.20 16.60 16.20 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, |c * * ijc * * * C/-Y7 ******** ' END OF DESIGN FOR G2A ' 10/30/2008 Quincy Joist Design - ASD-IBC Rel Unify Pa§e ' G3A 14:00:48 V J Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G3A 36G3N30K 16- 1 36.00 LETC Panel = 2-5 1/2 / 2-51/2 1 panel @ 2-9 / 2-9 RE TC Panel = 2-10 / 2-10 LE BC Panel =3-0 RE BC Panel = 3-0 Load Case No. \ --J S JI Gravity PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@ 0-2 From LE= 48,137.4 Lbs RE: TC@ 0-2From RE= 45,233.0 Lbs Min. Shear: 25% 12,034.3 Lbs Load Case No. \ Part 2 IJ; **'.. ': :~J; I I Reactions LE: TC@0-2From LE=48,137.4 Lbs RE: TC@ 0-2From RE= 45,233.0 Lbs Min. Shear: 25% 12,034.3 Lbs ~ CHORD DESIGN — ^ Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL XL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 63 34.167 50000 371.6 2,028.1 360 240 .19494 18996 *** 0.0 157.1 395.3 1.828 1.647 000 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 15.0 67 ANGLE WEB DESIGN W2 W3 W4 W4 W3 W2 VI V2 VI 44 45 43 40 51 43 13 10 10' 2 2 ft 1 2 22 1 1 1 13.60 10.70 5.30 9.00 13.00 13.50 1.10 1.20 1.20 Girder BCBs - 0 required spaced equally not more than 32.94 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 1,3,5,7, ***** END OF DESIGN FOR (73^ * * * * 10/30/2008 14:00:59 Mark G4A Quincy Joist Design - ASD-IBC RehUnify Page I G4A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Girder 36G4N30K Base length 27- 5 1/2 LETC Panel = 3-3 / 3-3 LE BC Panel = 3-3 Depth 36,00 2 panels la 3-7 / 3-7 RE TC Panel = 3-3 3/4 / 3-33/4 RE BC Panel = 3-3 3/4 -|SJtGravily **^ 'KLoad Case No. \ PT. at any One TC panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 61,980.0 Lbs RE:TC@ 0-2FromRE= 61,560.7 Lbs Min. Shear: 25%15,495.0 Lbs 1 Part 2 .** TC @ 0-2 From LE= 61,980.0 Lbs RE: TC @ 0-2 From RE= 61,560.7 Lbs Min. Shear: 25%15,495.0 Lbs '-' ~-: :: —— — ———-:i —~— CHORD DESIGN—------~=-^ ^-,-=:_:^,^-,-,,^—^^__^..__i_.___,__ Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 74 82 33.848 50000 1,511.6 3,060.6 360 240 18575 18512 *** 0.0 91.8 492.3 1.855 2.051 400 GIR Jst Brg Check (I Angle)Ppt/Lc/ActLoad/Capacity' 5 I 15.0 116 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 24 43 43 24 63 63 20" 20 20 20 2 ft 2 ft 2 2 2 2 2 ft 2 ft 1 ' 1 1 1 15.00 15.40 11.50 8.30 8.10 11.20 15.40 15.00 1.60 1.60 1.60 1.60 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs ,;. - • . 3,5,7, * £ND or DESIGN FOR G4A 10/30/2008 14:01:10 [_ Mark Girder G5A 36G41M30K Quincy Joist Design Job No: 7305-08 Seq 02 Name Base length Depth 25-11 36.00 -ASD-IBC : VENTANA REAL II Rel:Unify FLOORS Pa8e 1 G5A LETC Panel = 2-5 1/2 / 2-0 2 panels RE TC Panel = 3-8 3/4 / 3-83/4 LE BC Panel =3-5 1/2 RE BC Panel = 3-8 3/4 Interior Panels: l panel @ 3- o / 3- 0 , l panel @ 4- 0 / 4- 0 Load Case No. \ PT. at any One TC Panel Point.2.00 Kips TC Point Load 30.00 Kip g 2- 5 1/2 ft TC Point Load -30.00 Kip @ 4-5 1/2 ft Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@ 0-2 From LE= 70,615.8 Lbs RE: TC@ 0-2 From RE= 52,926.5 Lbs Min. Shear: 25%17,654.0 Lbs Load Case No. ] Part 2 1 **~ '-, ""~] Reactions LE: TC @ 0-2 From LE= 70,615.8 Lbs RE: TC@ 0-2FromRE= 52,926.5 Lbs Min. Shear: 25% 17,654.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL , . TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,152.2 3,269.3 360 240 'Y9339 14994 *** 0.0 166.1 492.3 2.051 2.051 000 C-IR .1st Rrg Check (1 Anglc)Pp1/Lc/ActLoad/Capacity 7 l 15.0 1-1.5 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VL V2 V2 VI 63 4D 35 50 50 32 62 51 43 13 13 13 2 ft 2 2 2 2 2 2ft2 2 1 1 1 18.50 11.70 13.30 13.10 11.00 13.20 16.80 19.50 10.80 1.20 1.20 1.20 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 5,7,11, „,***,** ' END OF DESIGN FOR 12/03/2008 15:46:53 Quincy Joist Design - ASD-IBC RehUniiy Pa8e ' G6A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G6A 36G4N30K 30-10 1/2 36.00 LETC Panel = 3-8 3/4 / 3-83/4 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-83/4 RE BC Panel = 3-81/2 Load Case No.\ | SJfl Gravity **|| PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@0-2 FromLE= 61,705.4 Lbs RE: TC@ 0-2 From RE= 61,829.4 Lbs Min. Shear: 25%15,457.3 Lbs Load Case No. \ Part 2 -V **~" " ~ ' H -~-V Reactions LE: TC@0-2FromLE=6l,705.4 Lbs RE: TC@ 0-2FromRE= 61,829.4 Lbs Min. Shear: 25% 15,457.3 Lbs - —' --—-.-—•.--..•-—-- j .„:- CHORD DESIGN : ----- -•••• ----"»----—- ------- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,923.0 3,269.3 360 240 16380 19101 *** 0.0 105.2 492.3 2.051 2.051 400 GIR Jst Brg Check (I Angle)Ppt/Lc/ActLoad/Capacity 5 i 15.0 iu ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 16.30 16,60 15.20 10.00 10.00 15.30 16.60 16.20 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 3, 5, 7, A********** ^p(~l ******** ***** END OF DESIGN TOR G6A**** 10/30/2008 | Quincy Joist Design -ASD-IBC Rel Unify I Pase [ G7A 14:01:32 V _J Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G7A 36G4N30K 30- 9 1/2 36.00 LETC Panel = 3-8 3/4 / 3-83/4 2 panels® 4-0 / 4-0 RE TC Panel = 3-8 / 3-8 LE BC Panel = 3-8 3/4 RE BC Panel =3-8 Load Case No. \ |;p j| (p, rajj^T PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@0-2From LE=6I,58I.5 Lbs .RE: TC@ 0-2 From RE= 61,954.7 Lbs Min. Shear: 25%I5,488J Lbs Load Case No. ] Part 2 -I : *:*'/-;' ~~~~ "J Reactions LE: TC@0-2From LE=61,581.5 Lbs RE: TC@ 0-2FromRE= 61,954.7 Lbs Min. Shear: 25% 15,488.7 Lbs — CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,909.9 3,269.3 360 240 ,.,16406 19051 *** 0.0 106.2 492.3 2.051 2.051 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 15.0 n.4 W2 63 2 ft 16.20 W3 63 2 ft 16.60 W4 40 2 15.10 W5 45 2 9.90 W5 45 2 10.10 W4 40 2 15.40 W3 63 2 ft 16.50 W2 63 2 ft 16.20 ANGLE WEB DESIGN VI V2 V2 VI 20;' 20 20 20 1111 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, "**»* /<;MD OF DESIGN FOR 10/30/2008 14:13:59 Mark G8A Quincy Joist Design - ASD-IBC ReI:Unify Page 1 G8A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Girder 36G4N33K Base length 30-11 3/8 LETC Panel = 3-9 / 3-9 LE BC Panel = 3-9 Depth 36.00 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 3/4 / 3-85/8 RE BC Panel = 3-85/8 m-jGravity fLoad Case No. [ PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 33.00 Kips Reactions LE: TC@ 0-2 From IE=67,681.7 Lbs RE: TC@ 0-2FromRE= 67,852.2 Lbs Min. Shear: 25%16,963.0 Lbs Load Case No. \ Part 2 j; ''.**~ 3 ~: I Reactions LE: TC@0-2FromLE=67,68i.7 Lbs RE: TC@ 0-2 From RE= 67,852.2 Lbs Min. Shear: 25%16,963.0 Lbs —-- - CHORD DESIGN —--1 ~-^-—^_i^^...J,^_^_ ^—„._„—. Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,122.6 3,772.5 360 240 . I.-S419 . 17998 '.''***' 0.0-^ H8.4 495.4 2.064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacit» 5' 1 16.5 163 ANGLE WEB DESIGN VV2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 32 50 50 32 64 63 20^ 20 20 20 2 ft 2 2 2 2 2 2 2 ft l' 11 1 17.90 18.30 13.30 10.90 11.00 13.40 18.30 17.90 1:90 1.90 1.90 1.90 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 5,7, *********** SPG ******** ***** KND Of DESIGN FOR (7^4 * * * * 12/03/2008 15:47:03 Quincy Joist Design - ASD-IBC Rel:Umfy Page 1 G9A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G9A 36G4N22K 30-103/4 36.00 LETC Panel = 3-8 3/4 / 3-85/8 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 3/4 / 3-85/8 LEBC Panel = 3-83/4 RE BC Panel = 3-85/8 Land Case No. \ -SJLGmi ** FT. at any One TC Panel Point.2.00 Kips TC Point Load 19.00 Kip 1? 7-5 3/8 ft Gir Cone Loads at TC Diagonals PP 22.00 Kips Reactions LE: TC@ 0-2 From LE= 60,240.3 Lbs RE: TC@ 0-2 From RE= 50,294.1 Lbs Min. Shear: 25%15,060.1 Lbs LoadCaseNo. \ Part2 li"** / ••.''['' ' ' ^ —^—.-—-^~. : , Reactions LE: TC@ 0-2From LE= 60,240.3 Lbs RE: TC@ 0-2 FromRE= 50,294:1 Lbs Miri.Shear: 25%15,060.l Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 74 33.848 50000 1,769.4 3,060.6 360 240 17230 23010 *** 0.0 116.7 445.2 2.051 1.855 400 GIR Jst Brg Check (1 Angle>Ppt/Lc/ActLoad/Capacity 3 1 20.5 12.4 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 64 64 24 44 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 14.20 14.60 11.30 7.60 10.30 15.70 14.00 13.60 1.70 1.70 1.70 1.70 Girder BCBs - 0 required spaced equally not more than 37.11 ft Error/Warn ings 1 FILLER REQ. @ BC PP 2 LOAD CASE # 1 1 FILLER REQ. @ BC PP 2 LOAD CASE # 501 GIR TC Stiffeners reqds at PPTs 3 , *********** SPG ******** ***** END OF DESIGN FOR nQA**** 10/30/2008 J Quincy Joist Design - ASD-fBC ReUUnify | PaSe l G10A 15;48:08 I • j Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G10A 36G4N35K 30-103/8 36.00 LETC Panel = 3-83/47 3-85/8 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-83/4 RE BC Panel = 3-81/2 Load Case No. \ - --[iS.)!'Gravity' FT. at any One TC Panel Point.2.00 Kips , Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@0-2FromLE=7l,7l3.0 Lbs .RE: TC@ o-2 From RE= 71,821.6 Lbs Min. Shear: 25% 17,955.4 Lbs LoadCnseNo. \ Part2 {~*5 I :. :| ' . . . . .< . •' T : .:;|J; ''• \ .' !- Reactions LE: TC@0- 2FromLE=71,7l3.0 Lbs ..RE: TC @,,0- 2 From RE= 71,821.6 Lbs Min. Shear: 25% 17,955.4 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,232.6 3,772.5 360 240 16309 19011 *** 0.0 104.9 495.4 2.064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity s 1 175 15.4 W2 63 2 ft 18.90 W3 64 2 ft 16.10 W4 41 1 15.40 W5 50 2 11.50 W5 50 2 11.60 W4 41 2 15.50 W3 64 2 ft 16.10 W2 63 2 ft 18.80 ANGLE WEB DESIGN V! V2 V2 VI 20;' 20 20 20 11 1 1 2.00 2.00 2.00 2.00 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings GIR TC Stiffeners reqds at PPTs ... , 3,5,7, •' '"- '': *********** SPG ******** ***** END OF DESIGN FOR G20A**** 10/30/2008 I Quincy Joist Design -ASD-IBC Rel.Unify 1 Pase 1 G11A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length .Depth Gil A 36G3N35K 16-23/8 36.00 LETC Panel = 2-5 1/2 / 2-51/2 1 panel @ 2-9 / 2-9 RE TC Panel = 2-9 3/8 / 3-0 LEBC Panel = 3-0 RE BC Panel = 3-0 Load Case No. \ pj|gra4jty^ ** \ f^.. PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@0-2 From LE= 56,118.3 Lbs RE: TC@ 0-2FromRE= 52,235.6 Lbs Min. Shear: 25% 14,029.6 Lbs Load Case No. \ Part 2 \ ** " !~TfT~ I " ~~~~] L : , : '•—-~-~.'. ~— • ,- ... -|- - -...-- I Reactions LE: TC@0-2 From LE= 56,118.3 Lbs RE: TC@ 0-2 From RE= 52,235.6 Lbs Min. Shear: 25% 14,029.6 Lbs — CHORD DESIGN ~ — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 72 72 34.019 50000 438.1 2,428.3 360 240 18197 J9010 *** 0.0 165.7 442.0 1.841 1.841 000 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 3 i 175 10.6 ANGLE WEB DESIGN W2 W3 W4 VV4 W3 W2 VI V2 VI 45 51 44 41 53 44 13 10 ib; ."•'"" 2 ft 2 1 2 2 ft 2 1 1 I''-' 14.70 14.70 5.70 9.30 13.00 14.30 1.10 1.20 1:20 Girder BCBs - 0 required spaced equally not more than 36.84 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3,5, ******#**#* CT>/~; ******** ***** END OF DESIGN FOR QUA**** 12/03/2008 15:47:14 Quincy Joist Design - ASD-IBC Rel:Unify Pa8e l G12A Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G12A 36G4N35K 27-67/8 36.00 LETC Panel = 3-3 3/4 / 3-35/8 2 panels @ 3-7 / 3-7 RE TC Panel = 3-3 3/4 / 3-33/4 LE BC Panel =3-3 3/4 RE BC Panel = 3-3 3/4 Load Case No. ] - ^J| S||G:||vj|yr PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@0-2 From LE= 71,789.0 Lbs RE: TC@ 0-2 From RE= 71,749.0 Lbs Min. Shear: 25% 17,947.3 Lbs Load Case No. \ Part 2 1 ** ' ~ " ~ ~ I Reactions LE: TC @ 0-2 From LE= 71,789.0 Lbs RE: TC@ 0-2 From RE= 71,749.0 Lbs Min. Shear: 25% 17,947.3 Lbs :_^ — .: -^ —— __ CHORD DESIGN — — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 83 33.700 50000 1,775.1 3,502.6 360 240 18813 18423 *** 0.0 96.2 495.4 2.05! 2.064 400 GIR Jst Brg Check (1 Angle>Ppt/Lc/ActLoad/Capacity 5 1 175 11.0 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 32 45 45 32 63 63 20 20 20 20 2ft2ft2 2 2 2 2 ft 2 ft 1 1 1 1 17.60 18.00 13.10 10.80 10.80 13.10 18.00 17.60 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, ** ** ******* CO/'J *!)!****** ***** END OF DESIGN FOR G12A**** 12/03/2008 Quincy Joist Design - ASD-IBC Rel:Unify I Pa§e ' G!3A 15:47:24 Job No: 7305-08 Seq 02 Name : VENT ANA REAL II FLOORS Mark Girder Base length Depth G13A 36G4N35K 30-103/4 36.00 LETC Panel = 3-8 3/4 / 3-S 5/8 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 3/4 / 3-85/8 LE BC Panel =3-8 3/4 RE BC Panel = 3-8 5/8 Load Case No. \ [sjf Gravif' PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@0-2FromLE= 7!,766.9 Lbs RE: TC@ 0-2FromRE= 71,767.6 Lbs Min. Shear: 25% 17,941.9 Lbs Load Case No. \ Part 2 1 ** " ~ :: ~~1 Reactions LE: TC @ 0-2 From LE= 71,766.9 Lbs RE: TC@ 0-2 From RE= 71,767.6 Lbs Min. Shear: 25% 17,941.9 Lbs :_ CHORD DESIGN — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,238.3 3,772.5 360 240 16302 19029 *** 0.0 104.5 495.4 2.064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 175 15.4 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 41 50 50 41 64 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 18.90 16.10 15.50 11.60 11.60 15.50 16.10 18.90 2.00 2.00 2.00 2.00 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, 4(**ii;**ifE**i{c9|c op/": ******** ***** END OF DESIGN FOR G13A**** 10/30/2008 14:02:46 Mark GI4A Girder 36G4N35K LE TC Panel = LE BC Panel = 1 Quincy Joist Design - ASD-IBC RehUnify 1 Page l G14A Job No: 73.05-08 Seq 02 Name : VENTANA REAL 11 FLOORS Base length Depth 30-11 36.00 3- 8 3/4 / 3- 8 5/8 2 panels @ 4- 0 / 4- 0 RE TC Panel =3-8 7/8 / 3- 8 3/4 3-83/4 • > ; •• . RE BC Panel =3-8 3/4 | SJWJrravity f ;- . -K :^.*:^Ju: •;..::;: ,.• - ~ — - — - ----- • - -- - -Load Case No. PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@ 0-2 From LE= 71,802.9 Lbs RE: TC@ 0-2 From RE= 71,731.2 Lbs Min. Shear: 25% 17,950.7 Lbs Load Case No. \ Part 2 p~** !;: V ' •',;;" "IV" ,";' '' "' ^ : '"" ', '"' : ~ I Reactions LE: TC@ 0-2 From LE= 71,802.9 Lbs RE: TC@ 0-2 From RE= 71,731.2 Lbs Min. Shear: 25%17,950.7 Lbs --. —» CHORD DESIGN -^-~ ~ — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,242.1 3,772.5 360 240 16312 19042 *** 0.0 104.1 495.4 2.064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 17.5 15.4 ANGLE WEB DESIGN W2 W3 W4 \V5 VV5 W4 W3 W2 VI V2 V2 VI 63 64 41 50 50 41 64 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1" 18.90 16.10 15.50 11.60 11.50 15.50 16.20 18.90 2.TO -2.10 2.10 2.10 Girder BCBs - 0 required spaced equally not more than 41.29ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 3,5,7, ******* cy>cj ******** " END OF DESIGN FOR G14A**** 12/03/2008 Quincy Joist Design - ASD-IBC Rel:Unify | Pa8e * G6AB 1«5 * J*\j\*\2* Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G6AB 36G4N13K 30-10 1/2 36.00 LETC Panel = 3-8 3/4 / 3-83/4 2 panels RE TC Panel = 2-2 / 5-3 LE BC Panel =3-8 3/4 RE BC Panel = 5-3 Interior Panels: 1 panel @ 4- 0 / 4- 0 , 1 panel @ 4-4 / 3- 8 Extra VerticalsTC 13-11 1/2, Load Case No. \ Tg; PT. at any One TC Panel Point.2.00 Kips TC Point Load 15.00 Kip 6 7-5 1/2 ft TC Point Load 20.00 Kip @ 13-11 1/2 ft TC Point Load 6.00 Kip @ 19- 9 1/2 ft TC Point Load 6.00 Kip @ 25- 7 1/2 ft Gir Cone Loads at TC Diagonals PP....... 13.00 Kips Reactions LE: TC@0-2 From LE= 53,270.9 Lbs RE: TC@ 0-2 From RE= 49,163.0 Lbs Min. Shear: 25% 13,317.7 Lbs LoadCaseNo. 1 Part2 1 ** '. . ' "~ !~^~- ." ~"~" ~| Reactions LE: TC@0-2 From LE= 53,270.9 Lbs RE: TC@ 0-2 From RE= 49,163.0 Lbs Min. Shear: 25%13,317.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,895.3 3,269.3 360 240 16368 19127 *** 0.0 53.2 492.3 2.051 2.051 5 0 0 GtR Jst Brg Check (1 AngleWpt/Lc/ActLoad/Capacity 3 1 14.0 11.6 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 VV2 VI V2 V3 V2 VI 63 63 41 23 50 4G 51 63 20 20 43 41 41 2ft2ft2 2 2 2 2 2 ft 1 1 2 1 1 16.30 16.70 15.10 10.80 11.20 14.60 14.60 19.00 2.00 2.00 9.40 3.80 3.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3 , fr********** SPG ******** ***** END Of DESIGN FOR 12/03/2008 Quincy Joist Design-ASD-IBC Rel:Unify | Page ' G13AB 1O. £\j13 / Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G13AB 36G4N35K 30-103/4 36.00 LETC Panel = 5-3 1/2 / 2-17/8 2 panels RE TC Panel = 3-8 5/8 / 3-83/4 LEBC Panel = 5-31/2 RE BC Panel = 3-83/4 Interior Panels: 1 panel© 3-8 1/8 / 4-37/8, I panel @ 4-0 / 4-0 Extra VerticalsTC 16-11 1/2, Load Case No. \ ^ SJI Gravity ** PT. at any One TC Panel Point.2.00 Kips TC Point Load 3.50 Kip @ 5-3 1/2 ft TC Point Load 3.50 Kip @ 11- 1 1/2 ft TC Point Load 21.00 Kip @ 16-11 1/2 ft TC Point Load 13.50 Kip @ 23- 5 3/8 ft Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC @ 0-2 From LE= 89,501.2 Lbs RE: TC @ 0- 2 From RE= 95,430.3 Lbs Min. Shear: 25%23,857.6 Lbs LoadCaseNo. ] Parti \ ** ~-' " " ' ' ' "'-. ——^———- "~1 _ Reactions LE: TC@ 0-2 From LE= 89,501.2 Lbs RE: TC@ 0-2 From RE= 95,430.3 Lbs Min. Shear: 25%23,857.6 Lbs CHORD DESIGN -— - -- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC PC EP BC 93 93 33.131 50000 3,178.3 5,259.0 360 240 16421 18792 *** 0.0 80.9 593.2 2.47! 2.471 5 0 0 GIR Jst Brg Check (1 AnghQPpt/Lc/ActLoad/Capacity 7 i 24.2 18.7 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V3 V2 VI 82 63 45 61 60 44 82 64 30 30 43 30 30 2ft2ft2 2 2 2 2 ft 2 ft 1 1 2 1 1 27.30 18.70 19.80 16.20 15.10 14.80 23.40 22.80 3.00 3.00 9.80 2.90 2.90 Girder BCBs - 0 required spaced equally not more than 49.44 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 7, *********** SPG ******** ***** END OF DESIGN FOR GI3AB**** 12/03/2008 Quincy Joist Design - ASD-IBC Rel UnifV Pa8e l G2AC 13:21:07 I, _ _J Job No: 7305-08 Seq 02 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G2AC 36G4N30K 30-10 36.00 LETC Panel = 3-8 1/2 / 3-81/2 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-81/2 RE BC Panel = 3-81/2 Load Case No. \ fgJI Gravity' PT. at any One TC Panel Point.2.00 Kips TC Point Load 6.00 Kip @ 7- 5 ft Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@0-2From LE= 66,341.4 Lbs RE: TC@ 0-2FromRE=63,l94.) Lbs Min. Shear: 25%16,585.3 Lbs Load Case No. \ Part2 I; i* [1 .'" '" : : " ' ~ ~ ~\-- — -••• Reactions LE: TC@ 0- 2 From LE= 66,341.4 Lbs RE: TC@ 0-2 From RE= 63,194.1 Lbs Min. Shear: 25%16,585.3 Lbs —- CHORDDESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 82 33.700 50000 2,023.6 3,502.6 360 240 15410 20939 *** 0.0 126.5 492.3 2.064 2.051 000 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 3 l 180 17.3 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 40 50 50 32 63 63 20 20 20 20 2 ft 2 2 2 2 2 2 ft 2 ft 1 1 1 1 17.80 18.20 15.60 10.40 10.90 13.30 17.10 16.70 1.90 1.90 1.90 1.90 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings 1 FILLER REQ. @ BC PP 2 LOAD CASE # 501 GIR TC Stiffeners reqds at PPTs 3, ***********5/3G ******** ***** END OF DESIGN FOR G2AC**** v: •/• S.E. CONSULTANTS, Inc. Structural Engineering Consultants December 30, 2008 * TEA Contracting Received JAN a 9 2009Rossin Steel 1880 Nirvana Ave, Chuia Vista, CA 91911 ATTN: Jeff Clinkscate REF: Ventana Real Carlsdad, CA Quincy Joist*: 7305-08* Dear Jeff, This letter is to certify the following joists: J1, J3-J16, J21-J24, J30-J41, G1-G11, G2E G2F, G11 F, G2H (calculations dated December 30, 2008), as per the Bill of Materials is prepared by Quincy Joist Company, in conjunction with the Structural Drawings and C8C 2007 as it pertains to the design of steel joists for the above referenced project. t further certify that Quincy Joist Company is a member of the Steel Joist Institute.^ ^p • •• • • • • • Please call Quincy Joist Company if you have any questions Sincerely, REJECTED REVISE & RESUBMfT SUBMIT SPECIFIED ITEM «* 8w» iJtop drpmnft iW M> -M $ <Sld pflftdS KXnpftMH ttAl I1* rfMBSwn yyf> ifi £hi!> not waste wow ai Q*t.if,iifi i {*ages °Dl Oi alt «f *te«h JMI (fan : item shMi tot curmwacifl. £rii«»»«: j* nst ^5 fe«fij frt V w»» p«1M sstoa*)* 9 «- -. . si .. : Steven W, Schaub, P.E., S.E. President \ r OCDftstWB SffiUCWML JOIfiWCAVEWTaAffl,ai 5800 East Thomas Road, Suite 104 City of Carlsbad 08-1193 rev(PCR08-157) 1/22/09 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section A106.3.4.1. /r— ~-\The joist calculation for third floor framing (J1A. J3A-J10A( J20A-J22A...etc) was pot reviewed by the engineer record (KLT Consulting Structural Engineer). 4. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468,«e-perform the plan review for your project. If you have any questions regarding these plSh'feview" items, please contact David Yao at Esgil Corporation. Thank you ANGLE PROPERTY FILE RUN 01-23-05 ' SECT ANGLE "J'ASJPRP" FILE AREA WEIGHT RX IX IY Q 50 Q 36 01 10 13 14 20 22 23 30 24 40 26 41 32 4D 34 4G 35 42 43 44 45 50 51 60 53 61 49 62 63 70 71 64 72 73 74 82 83 84 92 93 96 97 99 T7 Bl B2 B3 1X1 1 1/4 1 1/4 1 1/4 1 1/2 1 1/2 1 1/2 1 3/4 1 1/2 2X2 1. 5 X 2X2 1 3/4 2X2 1.75 2X2 1 3/4 2X2 2X2 2X2 2X2 2 1/2 2 1/2 3X3 2 1/2 3X3 2X2 3X3 3X3 3 1/2 3 1/2 3X3 3 1/2 3 1/2 3 1/2 4X4 4X4 4X4 5X5 S X 5 6X6 6X6 6X6 8X8 X .109 X 1 1/4 X 1 1/4 X 1 1/4 X 1 1/2 X 1 1/2 X 1 1/2 X 1 3/4 X 1 1/2 X 1/8 X 7/64 X 1/8 X . 133 X 7/64 X 1/8 X .145 X 1/8 X 5/32 1.5 X 11/64 X .142 X 1 3/4 X .156 X 1.75 X X 0.176 X 1 3/4 X 3/16 X .212 X 0.232 X 1/4 X 2 1/2 X 2 1/2 X 3/16 X 2 1/2 X .227 X 3/8 X 1/4 X 5/16 X 3 1/2 X 3 1/2 X 3/8 X 3 1/2 X 3 1/2 X 3 1/2 X 3/8 X 7/16 X 1/2 X 7/16 X 1/2 X 1/2 X 5/8 X 3/4 X 1 X 5/32 11/64 X 3/16 X 3/16 X .212 X 1/4 X 1/4 X . 287 X 5/16 X .344 X 3/8 3/4" RD 25/32' 13/16' ' RD ' RD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 0.206 0.261 0.296 0.314 0.316 0.359 0.413 0.422 0.444 0.484 ' 0.486 0.548 0.522 0.600 0.572 0.673 0.621 0.714 0.803 0.874 0. 937 0.902 1.015 1.090 1.187 1.310 1.359 1.437 1 . 777 1.687 1 . 927 2. 109 2 . 089 2.290 2.484 2.859 3.308 3.750 4 . 183 4.750 5.750 7. 109 8.438 15.000 0 . 441 0.479 0.518 0 0 1 1 1 1 1 1 1 1 1 1 1 2 1 2 2 2 2 2 3 3 3 3 4 4 4 4 6 5 6 7. 7. 7 8 9. 11. 12 . 14 . 16. 19. 24 . 28. 51. 1. 1. 1 .700 .890 .010 .070 .070 .230 .410 .440 .520 .650 .660 .864 .770 .041 .940 .290 .113 .440 .730 .975 .190 .070 .450 .709 .100 .460 .626 .900 . 100 .800 .560 .177 .200 .790 .500 .800 300 800 300 200 600 192 711 041 503 631 .764 0.307 0.387 0.384 0.384 0.467 0.465 0.462 0.546 0.461 0.626 0.459 0.624 0.541 0.622 0.539 0.619 0.537 0.617 0.614 0.611 0.608 0.778 0.775 0.939 0.769 0.934 0.594 0.930 0 . 921 1.091 1. 086 0. 913 1. 082 1.078 1 .073 1.234 1.226 1.217 1.548 1.538 1.860 1.843 1.827 2.436 0.187 0.195 0.203 0.196 0.247 0.245 0.245 0.297 0.296 0.295 0.347 0.295 0.398 0.294 0.396 0.345 0.396 0.344 0.394 0.343 0.393 0.393 0.392 0.391 0.494 0.493 0.596 0.491 0.594 0.389 0.592 0 .589 0.693 0. 691 0 . 586 0.689 0.688 0.686 0.787 0.784 0.782 0.986 0.982 1.184 1.178 1.173 1 .565 0.187 0. 195 0.203 0.290 0.353 0.358 0.361 0.415 0.421 0.428 0.484 0.433 0.546 0.438 0.553 0.495 0.558 0.501 0.565 0.506 0.569 0.57B 0.585 0.591 0.694 0.703 0.820 0.717 0.834 0.636 0.842 0 . 865 0.967 0. 981 0.887 0 . 990 1.002 1 . 012 1.138 1.160 1. 183 1.412 1.434 1. 684 1.730 1.775 2.367 0.000 0. 000 0. 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0. 0 . 0. 0. 0. 0. 1. 1 . 1. 1. 1. 1. 1. 1. 1. 1. 2 . 0. 0. 0. .290 .353 .358 .361 .415 .421 .428 .484 .433 .546 .438 .553 .495 .558 .501 .565 .506 .569 .578 .585 .591 .694 .703 .820 .717 .834 .636 842 865 967 981 887 990 002 012 138 160 183 412 434 684 730 775 367 000 000 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 2 . 2. 1. 2 . 2. 2. 4. 4. 5. 10. 11. 19. 24. 28. 88. 0. 0. 0. .019 .039 .043 .046 .069 .077 .088 .126 .094 .190 .102 .213 .153 .232 .166 .258 .179 .272 .303 .327 .347 .546 .609 .962 .703 .142 .479 .244 .509 .009 273 759 448 .661 .865 358 973 561 021 250 907 158 155 983 015 018 021 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0. 1. 1 . 2. 2 . 1 . 2. 2 . 2 . 4. 4. 5. 10. 11. 19. 24. 28. 88. 0. 0. 0. .019 . .039 .9787 .043 . .046 . .069 .9065 .077 .9607 .088 . .126 .8974 .094 . .190 .8342 .102 . .213 .8948 .153 .9859 .232 .9347 .166 . .258 .9808 .179 . .272 . .303 . .327 . .347 . .546 .9185 .609 .9672 .962 .8342 .703 . .142 .9222 .479 . .244 .9607 .509 . .009 .8974- 273 .9545 759 . 448 .9859 .661 . .865 . 358 . 973 . 561 . 021 .9787 250 . 907 .9607 158 . 155 . 983 . 015 . 018 . 01 10 13 14 .9721 20 22 23 .9645 30 24 .9108 40 26 .9622 41 4 32 t .9961 4D J[ 34 •^^J 4G ^Vl 35 1 42 \ 43 «A 44 ^^B 45 Ol .9824 50 » . . « ^^ * * ^^fc " ^^^^.9108 60 • - •• »^^ . ...... . * ....^.: ; : . . ^ •985J &. **. *. -*"2^ •49- - - -.^J# # * • *«* » *•» fM * £2 * « . 1 • • • # * * *63 .9645 70**•••• * • # #• » • 71 ... ....' 64 '....* 72 73 74 82 83 84 92 93 96 97 99 T7 Bl B2 -»*>7 B5 B6 B7 7/8" RD 29/32" RD 15/16" RD B9 1"RD 9P 6 X 6 X 3/4 W 5X1 PL P3 3/16 BPL SEAT T5 5 X 3 1/2 X 1/2 LLV P4 1/4 BPL SEAT 1 3/4 X 1 3/4 X .141 3S SSJ SEAT 1.75" TC HI 2 X 2 X .137 W3 2 X 2 X 0.148 W5 2 X 2 X 0.175 W7 2 X 2 X 0.188 ZZ 2 1/2 X 2 X 3/16 W8 2 X 2 X 0.219 Tl 3 X 2 X 3/16 T2 3 X 2 X 1/4 T9 2 X 3 X 1/4 T2 SLV WW 3 X 2 X 5/16 T6 6 X 4 X 1/2 LLV 00 1 1/4 X 1 1/4 X .116 1 X 1 X 1/8 2S SSJ SEAT 1.25/1.5"TC SP 5X5X1/2 W 4X1 PL 4S SSJ SEAT 2 & 2.5" TC 6P 6X6X1/2 W 5X1 PL 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 0 0 0 0 10 0 4 0 0 ## 0. 0. 0. 0 0. 0. 0. 1. 1. 1. 4. 0. 0. 0. 0. 6. 0. 7. .601 .645 .690 .785 .237 .187 .000 .250 .473 . #tt# .529 .570 .669 .717 .808 .828 .902 .187 188 464 750 000 000 000 000 190 000 550 2 2 2 2 37 7 13 10 1 1 1 1 2 2 2 2 3 4 4 4. 16. 0. 0. 0. 1. 21. 2. 28. .046 .195 .349 .672 .216 .656 .600 .200 .610 .780 .801 .940 .278 .439 .751 . 818 . 070 .040 .041 .984 .163 000 940 800 370 063 420 073 0 0 0 0 1 0 1. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 0. 1 . 0. 1. .218 .226 .234 .250 .821 .000 .580 .000 .543 000 624 623 619 617 .793 613 966 956 574 984 914 000 386 304 000 477 000 791 0 0 0 0 1 0 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 . 0. 0. 0. 1 . 0. 1 . .218 .226 .234 .250 .166 .000 .755 .000 .346 .000 .397 .396 .394 .394 .427 .392 .439 .434 435 431 870 000 246 196 000 000 000 185 0 0 0 0 2 0 1 0 0 0 0 0 0. 0 0 0 0. 0. 0. 1. 1. 0. 0. 0. 0. 1. 0. 1 . .000 .000 .000 .000 .055 .000 .660 .000 .490 .000 .551 .555 .565 .569 .764 .581 .970 .993 .493 .016 .987 000 355 296 000 682 000 998 0 0 0 0 1 0 0 0 0 0 0. 0. 0. 0 0 0. 0 0 0 0. 0. 0. 0. 0. 0. 1. 0. 1- .000 .000 .000 .000 .312 .000 .906 .000 .490 .000 .551 .555 .565 .569 .514 .581 .470 .493 .993 .516 .987 000 355 296 000 042 000 223 0 0 0 0 36 0 9 0 0 0 0 0 0 0 0 0 0 1 0 1 17 0 0 0 0 13 0 24. .028 .033 .037 .049 .257 .000 .990 .000 .140 .000 .206 .221 .257 .273 .509 .311 .842 .087 .392 .316 .395 . 000 .041 .022 . 000 .505 . 000 .223 0. 0. 0. 0. 36. 0. 4. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 6. 0 . 0. 0. 0 . 14. 0. 25. .028 033 .037 .049 .115 .000 .050 .000 .140 000 .206 221 257 273 .291 .311 .307 .391 087 470 270 000 041 022 000 396 000 071 B5 B6 B7 B9 9P .0000 .0000 P3 T5 -0000 .0000 P4 .9477 . .0000 .0000 3S .8785 .9484 Wl .9128 .9775 W3 .9787 . W5 W7 .9185 .9824 ZZ W8 .8342 .9108 Tl . 9607 . T2 T9 WW .9607 . T6 .0000 .0000 00 .9994 . .0000 .0000 2S 5P .0000 .0000 4S . 9607 . * *£p* USABLE ANGLES= 75 MAX SA= 45 MINIMUM CHORDS: LS= 20 20 TRUSS= 50 42 SS= 10 01 VRO'JNDS FILE 04-14-03 "J'ASJRDS" SECT NAME DIAMETER AREA WEIGHT Al 1/2" RD A4 9/16" RD A5 19/32" RD A6 5/8" RD A7 21/32" RD 0.50000 C.19S O.SSBO 0.56250 0.248 0.8460 0.59375 0.276 0.9420 0.62500 0.306 1.0440 0.65625 0.338 1.1510 A8 11/16" RD A9 23/32" RD 81 3/4" RD E2 25/32" RD B3 13/16" RD 0.68750 0.371 1.2630 0.71875 0.40S 1.3810 0.75000 0.441 1.5030 0.73125 0.479 1.6310 0.81250 0.518 1.7640 BS 7/8" RD H6 29/32" RD B7 15/16" RD 39 1" RD C3. 1 1/8" RD 0.87500 0.601 2.0460 0.90625 0.645 2.1950 0.93750 0.690 2.3490 1.00000 0.785 2.6720 1.12500 C.994 3.3826 A2 17/32" RD Cl 1 1/32" RD E4 27/32" RD BS 31/32" RD C2 1 1/16" RD 0.53125 0.221 0.7536 1.03125 0.835 2.8399 0.84375 C.S59 1.9011 0.96875 0.737 2.5061 1.06250 0.866 3.0150 SSJ & LSJ BILL OF MATERIALS o i ^ 0 V 7Q c/3 w03 XJ in TCX B.I f 1' pf- f== -d*•\\M\/\; QUINCY JOIST COMPANY 22253 W Southern Ava TEL: (623) 386-1900 Bucfceye. AZ 85326 FAX: (623 366-1688 A\ /$%. ^^•A /'jLsSLJUt,A..0 \ / J5VLSJ . BCO.J. JBC)CR TCXL' BASE LENGTH ' TCM OVERALL LENGTH (OAL) TCX . B.U TCX B.I,. I —,i i i i L _ j 1 0 (M Ol 1 •>' <n o tr: 3 X "I! L+\ H-l— J^ -I! „ K I , «-Vie*l ,,iwT i H . I ^ j. a — J. \ \ / i3i.is/it x i i/a M TYPE "A" TYPE "E" TYPE "D" PUNCHED SEAT DETAIL QTY MARK 2 J1 TYPE 24 LH 1240/640 BASE LENGTH 26'-1 1/4" SEAT DIMENSION TCXL B.L B.R. BDL BDR LGTH 6" 6" 5" 5" TYPE CB § ^ A*LSJ ^! M V M 8 C K | ^^S REVISION # DESIGN NOTES: SJI WELDING U.N.O. UPLIFT NO H YEaH NET UPLIFT = (PL F) FLOOR JOISTS CBC2007 ADD'L 1.0K(G) @ ANYTCPP AND 500)^6) (BENDING) @ BC (NOT IN ADDITONAL TO 1 .OK LOAD) (TOTAL 1.K CAPACITY FOR JOISTS) DEFLECTION: LL=L/360 TL= L/240 'SEE SKEW SHEET (1 ROB FOR ALL JOISTS (U.N.O.)) BOTTOM CHORD LEGEND STD - NO EXTENSION TYPE 1 - ONE ANGLE EXTENDED TYPE 2 - BOTH ANGLES EXTENDED TCXR OAL LGTH 10" TYPE E 26'-11 1/4" BCXL BCXR LGTH TYPE LGTH TYPE QTY 9 SSJ 0 LSJ 9 ASJ 0 PUNCHED SEATS REMARKS HLE HRE GA 2 J3 24 LH 1 240/640 25'-5 1/8"6" 6" 5" 5" (OC) 1 J4 24 LH 1240/640 27'-0 3/8"6" 6" 5" (OC) 1 J5 24 LH 1240/640 29-107/8"6" 6" 5" 1 1 25-5 1/8"0" 2 2 1/2"4" RELEASED 12-1-08 -2 1/4"E 28-2 5/8"0" 2 2 1/2"4" RELEASED 12-1-08 -4 1/4"E 31 '-3 1/8" 1 J6 24 LH 1240/640 32'-107/8"6" 6" 5"1-4 3/4"E 34'-3 5/8" 1 J7 24 LH 1240/640 33-0"6" &' ? t",l %i '.• • • • • • • • • • •,»-)rv\ •• • • tx-)l').»» 1 J8 24 LH 1240/640 32'-9 3/8"6" 6" 5" * 1 1 -4 1/2"E 34'-4 1/2"0" 2 2 1/2"4" RELEASED 12-1-08 -5 1/4"E 34'-2 5/8" »» • , ... ... . PAINT:GRAY FOR: ROSSIN ST. JOB: SHIP TO: I". I I . .V£NTAN£RE/SL II (2ND FLOOR) "•" "•" '••> *C*ARLJ§A"B,"CA CK'D BY: DATE PRINTED: 12/30/08 8:42 AM JT/JA DRAWN BY JMA SHT 1 OF 3 JOB 7305-08 t * • ! » » • SSJ & LSJ BILL OF MATERIALS REVISION*1 SSJ S~~\lm LSJ I 4'CO jS\\A/\A/ 0 44 0 QUINCY JOIST COMPANY 22253 W Soulhom Avo TEL: (623) 386-1900 Buckeye, AZ 85326 FAX: (623) 38&-18fi8 QTY 44 **HOLE ERROR LE*; "HOLE ERROR RE* QTY 1 MARK J9 TYPE 24 LH 1240/640 BASE LENGTH LGTH 31 '-6" SEAT DIMENSION B.L. 6" B.R. 6" BDL 5" BDR * TCXL LGTH TYPE TCXR LGTH V-5 1/2" TYPE E OAL 32'-11 1/2" BCXL LGTH TYPE BCXR LGTH TYPE PUNCHED SEATS HLE HRE GA REMARKS 1 J10 24 LH 1 J11 24 LH 2 J12 24 LH 8 J13 24 LH 1 J14 24 LH 1240/640 28-0 1/2"6"6"5"*1'-35/8"E 29'-4 1/8" 1240/640 25'-1 1 3/8"6"6"5"-1'-4 1/4"E 27'-3 5/8" 1240/640 26-3 1/2"6"6"5"5"10"E 27'-1 1/2" RELEASED 12-1-08 1240/640 26-2 3/4"6"6"5"5"8 1/2"E 26-11 1/4" RELEASED 12-1-08 1240/640 25-0"6"6"5"5"25'-0"0"2 0"2 2 1/2"21/2"4" (OC) RELEASED 12-1-08 3 J15 24 LH 1240/640 25-6 1/4"6"6"5"5"25'-6 1/4"0"2 2 1/2"4" (OC) RELEASED 12-1-08 1 J16 24 LH 18 J21 24 LH 1240/640 25'-8 1/2"6"6"5"5"8 1/2"E 26'-5"0"2 2 1/2"4"(1 ROB) (OC) RELEASED 12-1-08 1240/640 29'-5 1/2"6"6"5"5"29-5 1/2" 4 J22 24 LH 1240/640 28-5"6"6"5"5"28'-5"0"2 0"2 2 1/2"2 1/2"4" (OC) RELEASED 12-1-08 1 J23 24 LH 1240/640 29'-7 3/4"6"6"5"5"29-7 3/4" RELEASED 12-1-08 1 J24 24 LH 1 J30 28 LH 1240/640 29-1 1/2"6"6"• • •5"»*• y •• • • » 29-1 1/2"0"2 2 1/2"4" I * . I .{W' RELEASED 12-1-08 • ••• * 1240/640 37-1 3/4" ADD'L 100#(G) @ ANY TCPP (4" MAIN) 1 J31 28 LH PAINT: FOR: 1240/640 37'-1 3/4" 6"J •• J*. 6" 3 !5" • • • • 6" • 6" • 5" » «y S * * i•1 1/2" V e >37'-3 1/4"(2 ROB)* * • * »• • • • •• • • 5"9 1/2"E'l 37'- 11 1/4"(2 ROB) GRAY ROSSIN ST. JOB: SHIP TO: • VE'NTANA REAL Ji (£ND FLOOR) : . : C4FO-SBAL1 CJA:CK'D BY: DATE PRINTED: JT/JA 12/30/08 8:42 AM DRAWN BY JMA SHT 2 OF 3 JOB 7305-08 SSJ & LSJ BILL OF MATERIALS QTY 1 MARK J32 REVISION* TYPE 28 LH 1240/640 S X 1i A'CO \^ BASE LENGTH LGTH 35'-11" SSJ LSJ JS 0 23 0 QUINCY JOIST COMPANY QTY 23 22253 W Soulhitm Av» TEL: (623) 386-1 900 B«k.y,,AZ 85326 FAX: (623) 380-1868 "HOLE ERROR LE" "HOLE ERROR RE" SEAT DIMENSION B.L. 6" B.R. 6" BOL 5" BDR 5" TCXL LGTH V-6" TYPE E TCXR LGTH TYPE OAL 37'-5" BCXL LGTH TYPE BCXR LGTH 0" TYPE 2 PUNCHED SEATS HLE HRE 21/2" GA 4" dfi& ^SF • REMARKS (2 ROB) (OC) RELEASED 12-1 -08 5 J33 28 LH 1240/640 36'-5 1/4"6"6"5"5"3"E 36'-8 1/4"(2 ROB) 1 J34 28 LH 1240/640 35'-11«6"6"5"5"3"E 36'-2"0"2 2 1/2"4"(2 ROB) (OC) RELEASED 12-1-08 8 J35 28 LH 1240/640 37'-2 1/4"6"6"5"5"9"E 37'-11 1/4"(2 ROB) 1 J36 28 LH 1240/640 36'-8"6"6"5"5"9"E 37'-5"0"2 2 1/2"4"(2 ROB) (OC) RELEASED 12-1-08 1 J37 28 LH 1240/640 36'-5 1/8"6"6"5"5"36'-5 1/8"0"2 21/2"4"(2 ROB) (OC) RELEASED 12-1-08 1 J38 28 LH 1240/640 36-0"6"6"5"5"36'-0"0"2 0"2 2 1/2"2 1/2"4"(2 ROB) (OC) RELEASED 12-1-08 3 J39 28 LH 1240/640 36'-6 1/4"6"6"5"5"36'-6 1/4"0"2 2 1/2"4"(2 ROB) (OC) 1 J40 28 LH 1240/640 37'-1 1/4"6"6"5"5"10"E 37'-11 1/4"(2 ROB) 1 J41 28 LH 1240/640 36'-7"6"6"5"5"10'E 37'-5"0"2 2 1/2"4"(2 ROB) (OCL RELEASED 12-1-08 i • • ]• •• •«• • • • » • • •• • • • • * • 9 1 " m : *1 » * » » • 1• i • « • • ••• •i • •• PAINT: FOR: GRAY ROSSIN ST. JOB: SHIP TO: ,*l . 'VEWTAMA REJM-JII C2ND FLOOR) i i . ! "cAPlL^B^, e'^J CK'D BY: DATE PRINTED: JT/JA 12/30/08 8:42 AM DRAWN BY JMA SHT 3 OF 3 JOB 7305-08 GIRDER BILL OF MATERIALS § QTY 1 1 W _Jaen 1 T ok"l^.^/xX L „ TOO, i\a*Y yUlJMLY JOIST COMFAJNY 22253 W South.™ Av« TEL: (623) 386-1900 ^-^\I W E V B t R !^~ Vit^-Xy11 BucXeye, AZ 85326 FAX: (623} 386-1888 X^rrj^ N-NO.® LENGTH R A . ,.!JP..°':'..l'... A A .BCXLJ. -• 1 1 |kmzxT 7*- ..-- j. J /Lis, £/ 1 "/ k, |r I.BCXE . I~ BASE LENGTH TCXK g ^ { ^~,, , 1 ,XL 13/16- 1C 1 l/2- SLOT (UNO) .y I SID G..- 5 HOLE PET yj. OVERALL LCTfOTH (fUT.l TOC B.L1 ~^t MARK G1 I 1 1r J- TYPE 36G 4N 30K G2 TCX TYPE . Bi Ta B.L.1 ,1 1 _^JV s. — « — ;\\ / BASE LGTH 30-9 3/4" 36G 4N 30K P.P. A Chk yes 7'-4 3/4" N NO. LENGTH 2 8'-0" LOAD TYPE 0- D1AG 1 -VERT 2 - DIAG&VERT B 7'-5" REVISION # SEAT DIM B.L. 6" B.R. BDL 6" 7 1/2" BDR 7 1/2" QTY 8 HOLE DIM MK G1 G2 G3 G4 G5 G6 G7 G8 X 3" 3 1/2" 3 1/2" 2 1/2" 2 1/2" 3 1/2" 2 1/2" 2 1/2" Y GA. 3 1/2" 5" 3 1/2" 5" 3 1/2" 5" 2 112" 5" 3 1/2" 5" 2 1/2" 5" 2 1/2" 5" 3 1/2" 5" L R ' GA. DESIGN NOTES CBC 2007 DEFLECTION* LL- L/360 TL- L/240 ADD'L 2.0K(G) @ ANY TCPP MIN. SEAT THICKNESS = 5/16" UPLIFT=(PLF): TCXL LGTH TYPE TCXR LGTH 1/2" TYPE E BCXL LGTH *3 3/4" BCXR LGTH 1/2" OAL 30'-10 1/4" REMARKS 30'- 10"yes 7'-5"2 8'-0 '7'-5"6"6" 71/2"7 1/2"1/2"E 1/2"E 1/2"1/2"30-11" I MODIFIED 12/1/08 [T G3 1 36G 3N 30K G4 36G 16'-1" 4N 30K yes 4-11"1 5-6"5'-8"6"6" 7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"16'-2" 25--11'yes 2'-5 1/2"2 8-0"7'-5 1/2"6"6" 7 1/2"7 1/2"0"0"25'-11" T G5 36G 4N30K 30'-9 3/8"yes 7'-5 1/2"2 8'-0"7'-3 7/8"6"6" 7 1/2"7 1/2"1/2"E 0"1/2"30'-9 7/8" 1 G6 71 36G G7 4N33K 30'-1 1 3/8" 36G 4N 22K yes 7'-6"2 8'-0"7 '-5 3/8"6"6" 7 1/2"7 1/2"1/2"E 1/2"0"30-11 7/8" 30'- 10 3/4"yes 7'-5 3/8"2 8'-0"7-5 3/8"6"6" 7 1/2"7 1/2"0"0"30-103/4" . . ADD'U19K(PU @ 1st TCPP MODIFIED 12/1/08 1 G8 36G 4N 35K PAINT: rOR: 30-103/8" GRAY ROSSIN ST. yes 7'-5 3/8"• *-^*» • o'n'». . ^ . .0 iU. .7'-5"6"6" 7 1/2"7 1/2"1/2"E 0"1/2"30'-107/8" ••*•*** * JOB: SHIP TO: VENTANA REAL II (2ND FLOOR) CK'D BY:JT/JA DRAWN BY: DATE PRINTED JMA 12/30/08 8:42 AM JOB SHEET 1 OF 2 7305-08 t » * * * * * * • t * • * I »* * * * * GIRDER BILL OF QUINCY JOIST COMPANY 22253 W Southern Ave TEL: (623) 366-1900 HOLE DIM MATERIALS f 1 'KCUAV^'v v ^^A Buckeye. AZ 85326 FAX: (623) 385-1 8«« 3TH . B I I— ~r\ /\ yd K5X / \/f t\1 T*'- —^ — 1 1— — ,800,! TCXL c QTY 1 >. STD Ga.» 4" B B/1B" l=— ] ^ZXZS i 11 [HOE, § BASK LENGTH Too OVERALL LENGTH (OAL) TQ B.L. TCX B.U TCX B.L i a_\ ~[ I i-\ ^-[ ' H" [ \ \ — / J MARK G9 TYPE 36G 3N 35K BASE LGTH 1 6'-2 3/8" P.P. Chk yes A N NO. LENGTH 4'-1 1 " 1 5'-6" ,X 13/18" X HOLE (UNO) _H 1 — 1 1/2" SU)T (UNO) y [ SID St.- t>~ HOLE DETAIL LOAD TYPE 0 - D1AG 1 - VERT 2 - DIAG&VE B 5-9 3/8" 1 G10 36G 4N 35K 30'-1 1 7/8"yes 7-5 3/8" 2 8'-0"7'-6 1/2" 2 G11 36G 4N 35K 30'-103/4"yes 7'-5 3/8" 2 8'-0"7'-5 3/8" ERT REVISION # SEAT DIM B.L. 6" B.R. BDL 6" 7 1/2" BDR 7 1/2" QTY 8 MK G9 G10 G11 G2E G2F G11F G2H X 3 1/2" 2 1/2" 2 1/2" Y GA 2 1/2" 5" 2 1/2" 5" 2 1/2" 5" L R GA. DESIGN NOTES UPLIFT=(PLF}: TCXL LGTH 1/2" TYPE E TCXR LGTH TYPE BCXL LGTH 1/2" BCXR LGTH 0" OAL 1 6'-2 7/8" REMARKS 6"6" 7 1/2"7 1/2"0"0"30'-1 1 7/8" 6"6" 7 1/2"7 1/2"0"0"30'-1 0 3/4" MODIFIED 12/1/08 1 G2E 36G4N 31 .5K 30'-1 0"yes 7-5" 2 8'-0"7'-5"6"6" 7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"30-1 1 " NEW PIECE MARK 12/1/08 1 G2F 36G 4N 13K 30-1 0"yes 7'-5" 2 8'-0"7'-5"6"6" 7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"30'-11" ADD'L 6K(DL) @5'-3 1/2", 11 '-1 1/2" FBLLE// ADD'L 20K(DL) @ 16'-11 1/2" FBLLE// ADD'L 15K(DL) @ 3rd TCPP NEW PIECE MARK 12/1/08 1 G11F 36G 4N 35K 30'-1 0 3/4"yes 7'-5 3/8" 2 8'-0"7'-5 3/8"6"6" 7 1/2"7 1/2"0"0"30-1 0 3/4" ADD'L 3.5K(DL) @ 5'-3 1/2", 11'-1 1/2" FBLLE // ADD'L 21K(DL) @ 16'-11 1/2" FBLLE // ADD'L 13.5K(DL) @ 3rd TCPP NEW PIECE MARK 12/1/08 1 G2H 36G 4N 30K 30'-10"yes 7'-5" 2 8'-0"7'-5" ACCVL ??«Dhf (^ is'tVcPP• • • • • • ^"^ yes • • • • • t PAINT: :OR: GRAY ROSS IN ST. JOB: SHIP TO: ., . .VENTANA.R5AL II • • • * v-%>\ r^^o £5T\ L/j, *~* ^A B ^ 6"6" 7 1/2"7 1/2"1/2"E 1/2"E 1/2"1/2"30'-11" NEW PIECE MARK 12/1/08 (2ND FLOOR) CK'D BY:JT/JA DRAWN BY: DATE PRINTED JMA 12/30/08 8:42 AM JOB SHEET 2 Of 2 7305-08 SI* 11/04/2008 09:09:37 Mark JI lincy Joist Design -ASD-IBC Rel:Unify Page 1 Jl Job No: 7305-08 Seq 01 Name : VE1SJTANA REAti II FLOORS Joist Base length De.pth 24LS1240/640 26- 1 1/4 24.00 LE TC Panel = 2- 6 / 2-6 LE BC Panel = 3-6 4 panels® 2-0 / 2-0 RE TC Panel = 2-7 1/4 / 2-6 RE BC Panel =3-6 Designation iQadfgase **!; i fLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 :lb/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 16,887.4 Lbs "RE: 1 Part2 - |>*'.;' : " ;; ;;/- '"' -.' ' TV ' S; ;:. TC @ 0-2 From RE= 16,887.4 Lbs Min. Shear: 25% 4,221.8 Lbs Reactions LE: TC @ 0-2 From LE= 16,887.4 Lbs RE: TC@ 0-2FromRE= 16,887.4 Lbs Min. Shear: 25% 4,221.8 Lbs Load Case No. $Q |; ** '": ' '.'..' " " "",: V'%'"' / ^ . ' "•"/•. ''.. • :I One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips ' " Reactions LE: TC@ 0-2 From LE= 16,935.9 Lbs RE: TC@ 0-2 From RE= 16,935.9 Lbs Min. Shear: 25% 4,234.0 Lbs Load Case No. 50 Part 2 1 ¥* ~' ' ^ £/ \ SJ'; *-.; '^ . . ,. _ -..•. ' • j,-, ' : :| — Reactions LE:TC @ 0- 2 From LB= 16,935.9 Lbs . .KB:,TC@ 0-2 From KE- 16,935.9 Lbs Mill. Shear: 25% 4,234.0 Lbs -~n-"- CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL !iTC BC RowsBC Spac TC BC TC BC TC EP BC 53 53 22.565 50000 408.2 607.5 360 240 13490 13367 I 156.6 73.6 287.9 1.439 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 V/5 W4 W3 ' W2 VI V2 V3 V3 V2 VI 32 45 26 32 10 22 22 01 32 26 22 32 10 10 10 10 10 10 ,*""", 2 1 1 1 1 1 1 1 1 ' 1 2 2 1 1 1 1 1 1 13.50 5.70 5.40 4.40 3.90 3.30 3.30 3.80 4.30 5.30 8.70 13.50 3.00 2.30 2.30 2.3A.2^fl 3.(£**""' *** SPG ******** DESIGN FOR Jj**** 12/02/2008 15:45:29 Mark J3 ''lincy Joist Design - ASD-IBC ReI:Unify Page 1 J3 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length Depth 24LSI240/640-OC 25-51/8 24.00 LETC Panel = 2-10 / 1-105/8 4 panels @ 2-0 / 2-0 LE BC Panel =3-0 RE TC Panel = 1-95/8/ 2-107/8 RE BC Panel = 2-11 7/8 Pjbsignation load easel'Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 16,451.9 Lbs RE:TC@ 0-2From RE= 16,449.0 Lbs Min. Shear: 25% 4,113.0 Lbs 1 Part 2 : ** Reactions LE: TC @ 0-2 From LE= 16,451.9 Lbs Load Case No. 50 ],-'.'** "V'. '" v"";;"'.'; RE:TC@ 0-2 From RE= 16,449.0 Lbs Min. Shear: 25% 4,113.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC @ 0- 2 From LE= 16,508.3 Lbs RE:TC@ 0-2 From RE= 16,506.9 Lbs Min, Shear: 25% 4,127.1 Lbs 50 Part 2 : ** TC@ 0-2 From LE= 16,508.3 Lbs RE: TC @ 0- 2 From RE" 16,506.9 Lbs Min. Shear: 25% 4,127.1 Lbs CHORD DESIGN —- -- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 377.6 576.8 360 240 12640 14136 1 152.5 82.6 324.0 1.439 1.620 000 ANGLE WEB DESIGN W2 24 2 1 1 f<1 I ,U W3 22 2 0 8 70\J O. / \J W4 26 1 5 40~J .TV W5 32 1 4 30T, JU W6 10 1 3 90J . ~7\J W7 22 1 3 30J . J\J W7 22 1 3 30J , _5U W6 10 1 3 QOj ,y v W5 32 1 4 30 W4 W3 26 22 1 2 5 40 X 70~> .t V O. / v/ W2 24 2 1 1 <>01 1 ,J \J VI 10 1 2 50 V2 10 1 i 7 Tn' jL , -J\J V3 10 1 2 30 V3 10 1 7 aa,Z. i J W ' * V2 10 1 >«2»>0' *• • VI ]<).•••". 1 . . 7 S " * * " " ...... * • . » -= 7,566.52 OF DESIGN FOR J3**** 12/02/2008 15:45:44 Mark J4 'dncy Joist Design -ASD-IBC RelrUnify Page 1 J4 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 27-03/8 LETC Panel = 2-2 / 1-41/4 LE BC Panel = 3-0 Depth 24.00 5 panels @ 2-0 / 2- 0 RE TC Panel = 1- 4 1/4 / 2-17/8 RE BC Panel = 2-11 7/8 | Designation Ipacjjcase*:Load Case No. ] PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 17,477.8 Lbs LoadCaseNo. } Part2 Lll"''" ' »-"J :"';"' Reactions LE: Load Case No, RE:TC@ 0-2 From RE= 17,478.2 Lbs Min. Shear: 25% 4,369,6 Lbs TC @ 0-2 From LE= 17,477.8 Lbs RE:TC@ 0-2 From RE= 17,478.2 Lbs Min. Shear: 25% 4,369.6 Lbs 50 : *:* RE:TC@ 0-2 From RE= 17,518.6 Lbs Min. Shear: 25% 4,379.6 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 17,518.4 Lbs Load Case No. 50 Pan 2 |rf* ' '''-,. ' , "': ]: /'"^'V ' ;,, ~~ ~ ,'.';"'•" ' V .• ' •• , ' I - I .>.' '-- '•'"'''.-• __-\'-: :'-: <:- -'•• -'^.'^- - "-' -.-'' ' :: -' '--- .- '--.-:>-:- -- •-•-_'• ' -' ___. _'-:_-_ _?_.._<£ • '.._-_. ___-__L-!-.-_: $ Reactions LE: TC:o; 0-2 From LB= 17,518.4 Lbs RE: TC@ 0-2 From RE- 17,518.6 Lbs Min. Shear: 25% 4,379.6 Lbs — CHORD DESIGN - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 61 53 22.448 50000 452.7 631.4 360 240 12717 14305 1 162.1 69.5 287.9 1.628 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V3 V2 32 42 43 4G 22 22 10 10 22 22 4G 43 42 26 10 10 10 10 10 10 21111111111112111111 12.70 5.30 5.60 5.30 5.40 3.50 3.90 3.90 3.50 5.40 5.30 5.60 5.30 11.50 2.30 2.30 2.30 2.3 2.3 2.3 VI 10 1 2.3 Pcr= 8,635.94 ' END OF DESIGN FOR J4**** 11/04/2008 09:09:56 Mark J5 lincy Joist Design - ASD-IBC RehUnify Page 1 J5 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length Depth 24LS1240/640 29-107/8 24.00 LE TC Panel = 1-61 2-6 LE BC Panel =3-6 5 panels @ 2- 0 / 2- 0 RE TC Panel = 2- 6 / 2-4 7/8 RE BC Panel =3-4 7/8 | PesignafiorvLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 19,256.3 Lbs :RE:TC@ 0-'2 From RE= 19,259.5 Lbs Min. Shear: 25% 4,814.9 Lbs 1 Pan 2 ' >* Reactions LE: TC @ 0-2 From LE= 19,256.3 Lbs Load Case No. 50 1 *^~iS RE:TC@ 0-2 From RE= 19,259.5 Lbs Min. Shear: 25% 4,814.9 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: TC @ 0-2 From LE= 19,298.6 Lbs Load Case No. 50 Part 2 •—- I ** ~- V ;; ; tt " , Reactions LE: RE:TC@ 0-2 From RE= 19,300.2 Lbs Min. Shear: 25% 4,825.0 Lbs TC @ 0- 2 From Lli= 19,298.6 Lbs .RE: TC @ 0-2 From IUi= 19,300.2 Lbs Min. Shear: 25% 4.S25.0 Lbs --- —'^.-— CHORD DESIGN Inertia (inA4) Defl. Ratio Cfiord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 62 22.190 50000 611.0 770.9 360 240 11779 14076 1 179.4 87.3 326.6 1.828 1.633 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V3 V2 35 23 43 4G 22 23 10 10 23 22 4G 43 23 4D 10 10 10 10 10 10 22111111111122111111 13.20 8.80 5.60 5.30 5.40 3.30 4.40 4.40 3.30 5.50 5.30 5.60 8.90 15.60 3.00 2.40 2.40 2.4 2.4 2.4 VI ..,s. ' ..'' ""' '' '•'. 10 -:,'.-' 1 3.0 ": ***** END OF DESIGN FOR 75 * * * 11/04/2008 09:10:16 Mark J6 lincy Joist Design - ASD-lBC Rel:Unify Page 1 J6 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 24LS1240/640 Base length 32-107/8 LE TC Panel = 2-67 2-6 LE BC Panel = 3-6 Depth 24.00 6'panels® 2-0 / 2-0 RE TC Panel = 2-0 / 1-107/8 RE BC Panel = 2-107/8 | Designation load caseLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips ; TC Uniform Load 1240.000 / 640.000' Ib/ft Reactions LE: Loud Case No. TC@ 0-2 From LE=21,123.6 Lbs 1 Part 2 — -I ** ~ RE:TC@ 0-2FromRE= 21,141.8 Lbs Min. Shear: 25% 5,285.5 Lbs Reactions LE: TC@0-2 From LE=21,123.6 Lbs Load Case No. 50 — " RE:TC@ 0-2FromRE= 21,141.8 Lbs Min. Shear: 25% 5,285.5 Lbs ** One PT. Anywhere on the BC. . . .0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. 50 Part 2 p Reactions LE: TC@0-2FromLE=2l,162.0 Lbs' "'RE:' " TC@ 0-2 From RE= 21,171.1 Lbs Min. Shear: 25% 5,292.8 Lbs TC @ 0-2 From LE-21,162.0 Lbs RE: TC@ 0-2 From Kli= 21,171.1 Lbs Min. Shear: 25% 5,292.8 Lbs •—-^ CHORD DESIGN Inertia (inA4) Defl. Ratio Crkird Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC\ RowsBC Spac TC BC TC BC TC EP BC 63 70 22.167 50000 811.6 857.7 360 240 '13340 H52I ' 1 197.4 68.2 365.7 1.647 1.828 000 W4 23 2 W3 23 2 .W2 35 2 VI 10 1 V2 10 1 V3 10 1 V4 10 1 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 4G 24 44 43 24 40 10 30 30 10 41 34 44 2211111111111 15.50 9.20 5.90 5.20 5.50 4.90 4.80 4.20 4.20 4.80 5.30 5.80 5.40 10.40 9.30 12.90 3.10 2.4 V4 V3 V2 VI 10 10 10 10 1111 .•;. 2.4 2.4 2.4 2.6 2.4 2.4 *********** SPG ******** ***** END OF DESIGN FOR Jfi**** 12/02/2008 15:46:04 Mark J7 •tincy Joist Design - ASD-IBC RehUnify Page 1 J7 Job No: 7305-08 Seq 01 Name ; VENT ANA REAL » FLOORS Joist Base length 24LS1240/640-OC 33-0 LETC Panel = 2-9 / 1-9 LEBC Panel = 3-0 Depth 24.00 6 panels @ 2- 0 / 2- 0 RE TC Panel = 1-9 / 2-9 RE BC Panel =3-0 ||)es|gnation load caseLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@0-2FromLE=2l,l74.3 Lbs 1 Part2 p **J '""""' " ' ^ RE: TC @ 0-2 From LE=21,174.3 Lbs I; %*:;:- : '.;' " RE:Reactions LE: Load Case No. 59 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0- 2 From LE= 21,216.3 Lbs RE: Load Case No. 5 Q Part 2 |^C ..,•-. . • ., .,,: •. ..,•-•'.» 7 ft: TC@ 0-2 From RE= 21,174.3 Lbs Min. Shear: 25% 5,293.6 Lbs TC@ o-2FromRE= 21,174.3 Lbs Min. Shear: 25% 5,293.6 Lbs TC@ 0-2From RE= 21,216.3 Lbs Min. Shear: 25% 5,304.1 Lbs Reactions LE:TC@0-2 From LE= 21,216.3 Lbs RE: TC @ 0-2 l;rom RE= 21,216.3 Lbs Min. Shear: 25% 5,304.1 Lbs — ~- CHORDDESIGN - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 22.167 50000 818.5 857.7 360 240 13322 14611 1 198.0 68.6 365.7 1.647 1.828 000 W2 W3 4D 24 2 2 ANGLE WEB DESIGN W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 VI 45 43 26 32 10 30 30 10 32 26 43 45 24 4D 10 1 ft 1 1111 1 1 111 1 ft 2 2 1 V2 10 15.50 9.30 5.70 5.60 5.40 4.30 4.80 4.20 4.20 4.80 4.30 5.40 5.60 5.70 9.30 15.50 2.60 2.4 V4 V3 V2 VI 10 10 10 10 V3 V4 10 10 1 1 2.4 2.4 2.4 2.4 2.4 2.6 r= 7,190.31 * END OF DESIGN FOR //**** 11/04/2008 09:10:36 Mark J8 lincy Joist Design - ASD-IBC Rel:Unify Page 1 J8 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 24LS1240/640 Base length 32-9 3/8 LE TC Panel = 2- 6 / 2-6 LE BC Panel =3-6 Depth 24.00 6 panels® 2-0 / 2-0 RE TC Panel = 2-0 / 1-93/8 RE BC Panel = 2-9 3/8 t>esignafion load case **Loml Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC@0-2FromLE=2l,045.8 Lbs 1 Part 2 ** TC@ 0-2 From LE=2I,045.8 Lbs RE: TC@ 0-2 From RE= 21,068.0 Lbs Min. Shear: 25% 5,267.0 Lbs RE: TC@ 0-2 From RE= 21,068.0 Lbs Min. Shear: 25% 5,267.0 Lbs 50 4*. One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0- 2 From LE= 21,084.4 Lbs RE:TC@ 0-2 From RE= 21,095.4 Lbs Min. Shear: 25% 5,273.9 Lbs 50 Part 2 '** TC @ 0- 2 From Li;=-- I \ ,084.4 Lbs RE: TC@ 0-2 From RE--= 21,095.4 Lbs Min. Shear: 25% 5,273.9 Lbs -- -— 'T-— CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 22.167 50000 802.5 857.7 360 240 13250 14415 1 196.6 ; 70.0 365.7 1.647 1.828 000 W2 W3 W4 W5 W6 W7 4G 24 44 43 24 40 221111 ANGLE WEB DESIGN W8 W9 'V/9 W8 W7 W6 W5 W4 W3 W2 VI V2 10 30 3(5. 10 41 34 44 23 23 4D 10 10 111111122211 V3 V4 10 10 1 1 15.50 9.20 5.90 5.20 5.50 4.80 4.80 4.20 420 4.80 5.30 5.90 5.40 10.40 9.40 15.00 3.10 2.4 2.4 V4 V3 V2 VI ..;/ Y .'. ' 10 10 10 10 2.4 2.4 2.4 2.4 2.6 *********** ***** END OF DESIGN FOR JS**** 11/04/2008 [ lincyJo&t Design -ASD-IBC Rel Unify I Pase ' J9 09:10:56 V ' _J Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Joist Base length Depth J9 24LS1240/640 31-6 24.00 LETC Panel = 2- 6 I 2-6 6 panels @ 2-0 / 2-0 RE TC Panel = 1-6 / 1-0 LEBC Panel- 3-6 RE BC Panel = 2-0 Load Case No. \ 1 Designation load case If \« PT. at any One TC Panel Point. 1.00 Kips •" TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC@0-2 From LE= 20,248.5 Lbs RE: TC@ 0-2 From RE= 20,296.6 Lbs Min. Shear: 25% 5,074.1 Lbs Load Case No. \ Part 2 1 ** ~] ^ ~ I Reactions LE: TC@ 0-2 From LE= 20,248.5 Lbs RE: TC @ Or 2 From RE= 20,296.6 Lbs Min. Shear: 25% 5,074.1 Lbs Load Case No. 5Q 1 ** ~' ~ ~~- ~~~~~~ ' ' '^ \ One PT. Anywhere on the BC....0.50 Kips '• TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips ' • ~ Reactions LE: TC@ 0-2 From LE= 20,288.6 Lbs 'RE: • TC^d-2 From'RE= 20,312.6 Lbs Min. Shear: 25% 5,078.2 Lbs Load Case No. 50 Part 2 1.' ** ( '.," ] I '".^ .4 '.; ,. -;, '• _'.,,/; ,' ... I Reactions LE: TC@ o- 2 From LK= 20,288.6 Lbs RE: TC @ 0-2 l;rom RE» 20,312.6 Lbs Min. Shear: 25% 5,078.2 Lbs : CHORD DESIGN inertia (inA4) Defl. Ratio Chdrd Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 70 22.064 50000 712.8 829.6 360 240 ;'f3055 13093 1 189.0 47.3 365.7 1.828 1.828 400 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 4G 23 44 42 23 30 10 23 23 13 4D 35 45 23 45 40 10 10 10 10 221 11 1 1 1 11 1 1 1 ft 2 1 ft 2 1 1 1 1 14.90 9.40 5.50 5.50 5.30 4.20 4.60 3.50 3.50 4.70 5.40 5.80 5.40 11.00 5.10 15.00 3.10 2.4 2.4 2.4 V4 V3 V2 VI 10 10 10 10 - - .'•'" 1111 :'i 2.4 2.4 2.4 2.0 ~'^'": *********** ^p£ ******** ***** END OF DESIGN FOR 11/04/2008 09:11:15 Mark J10 tincy Joist Design - ASD-IBC Rel:Unify Page 1 J10 Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Joist 24LS1 240/640 Base length 28-01/2 LETC Panel = 2- 6 / 2-6 LE BC Panel =3-6 Depth 24.00 5 panels @ 2- 0 / 2- 0 RE TC Panel = 1-6 / 1-6 1/2 RE BC Panel = 2-61/2 I Designation: loadicase **Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 12-50.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 1 8,095.0 Lbs Part 2 ------- RE:TC@ 0-2 From RE= 18,129.6 Lbs Min. Shear: 25% 4,532.4 Lbs #*' Reactions LE: TC @ 0-2 From LE= 18,095.0 Lbs RE: Load Case No. 50 -I **~' " ~ ~^~~ TC@ 0-2FromRE= 18,129.6 Lbs Min. Shear: 25% 4,532.4 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips Reactions LE: Load Case No. Reactions LE: 'TC@0-2FromLE=l8,l40.l Lbs RE:TC@ 0-2FromRE= 18,157.4 Lbs Min. Shear: 25% 4,539.3 Lbs 50 Part 2 ---- ** TC@o- 2 From LE= 18.MO.I Lbs .RE:. TC@ 0-2 l-'rom RE- 18,157.4 Lbs Min. Shear: 25% 4,539.3 Lbs — iL CHORD DESIGN ------------------ -------------------- Inertia (inA4) Defl, Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 62 61 22.323 50000 504.7 687.8 360 240 ' lfl33 13841 1 168.2 84.3 325.6 1.633 1.628 000 W2 W3 W4 V/5 W6 34 22 35 4D 13 22111 ANGLE WEB DESIGN W7 W8 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 23 23 10 30 23 42 44 43 40 10 10 10 111111112111 V4 10 1 V3 V2 10 10 11 13.40 9.40 5.60 5.20 4.40 3.10 3.10 4.10 4.40 5.50 5.60 5.70 5.10 15.10 3.00 2.40 2.40 VI K 10 2.4 2.4 2.4 2.2 *********** SPG ******** ***** END OF DESIGN FOR jig**** 11/04/2008 09:11:30 Mark Jll tincy Joist Design -ASD-IBC RekUnify Page 1 Jl ] Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Joist 24LS1240/640 Base length 25-11 3/8 LE TC Panel = 2- 6 / 2-6 LE BC Panel = 3-6 Depth 24.00 4 panels @ 2- 0 / 2- 0 RE TC Panel = 2-5 3/8 / 2-6 RE BC Panel = 3-6 **'Load Case No. \ PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 16,789.9 Lbs 1 Part 2 - I ** RE:TC @ 0- 2 From RE= 16,789.9 Lbs Min. Shear: 25% 4,197.5 Lbs Reactions LE: TC@ 0-2 From LE= 16,789.9 Lbs RE: Load Case No. 50 -IJTJJ ~ ; "-,; . ".,"J~~ TC@ 0-2 From RE= 16,789.9 Lbs Min. Shear: 25% 4,197.5 Lbs One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: TC @ 0-2 From LE= 16,838.7 Lbs RE: TC@ 0-2 From RE= 16,838.7 Lbs Min. Shear: 25% 4,209.7 Lbs Load Case No. 5Q Part 2 If ** •: v ^ ^ ~~' ' " ^ ?'^ ''? "f^ TH Reactions LE: TC @ 0-2 From Ll£= 16,838.7 Lbs RE: TC@ 0-2 From RE= 16,838.7 Lbs Min. Shear: 25% 4,209.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging ""'Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL \TC BC RowsBC Spac TC BC TC BC TC EP BC 53 53 22.565 50000 401.0 607.5 360 240 ' 13404 13228 1 155.6 76.0 287.9 1.439 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 32 45 26 32 01 22 22 10 3.2,.' 26 45 32 10 10 10 10 10 10 21 1 1 1 1 1 1 1 ' 1 ' 1 : 2 1 1 1 1 1 1 13.50 5.60 5.40 4.30 3.80 3.30 3.30 3.90 4,30 5.40 5.60 13.50 3.00 2.30 2.30 2,30 2.30 2.9 * * * * * END OF DESIGN FOR 12/02/2008 rincy Joist Design - ASD-IBC Rel:Unify Pa8e ' m 15:46:33 ( _ _J Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Joist Base length Depth J12 24LS1240/640 26-31/2 24.00 LETC Panel = 3-0 / 2-13/4 4 panels @ 2-0 / 2-0 RE TC Panel = 2-I 3/4 / 3-0 LE BC Panel =3-0 RE BC Panel =3-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC@ 0-2 From LE= 16,985.0 Lbs RE: TC@ 0-2 From RE= 16,985.0 Lbs Min. Shear: 25% 4,246.3 Lbs Load Case No. \ Part 2 1 ** ,:"' " ' •'"':' "" ". :' 1 - -.— --- Reactions LE: TC @ 0-2 From LE= 16,985.0 Lbs RE: TC@ 0-2 From RE= 16,985.0 Lbs Min. Shear: 25% 4,246.3 Lbs Load Case No. 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 17,042.8 Lbs RE: TC@ 0-2 From RE= 17,042.8 Lbs Min. Shear: 25% 4,260.7 Lbs Load Case No. 50 Part 2 Ipt* ':•. •• ?;}; ' ; ~' • •.,'.; .\i ^ ~| - Reactions LE: TC @ 0-2 From LE= 17,042.8 Lbs RE: TC@ 0-2 From R£= 17,042.8 Lbs Min. Shear: 25% 4,260.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 61 53 22.448 50000 416.9 631.4 360 240 11924 14830 1 157.7 89.0 287.9 1.628 1.439 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 26 23 26 32 10 22 22 10 32 26 23 26 10 10 10 10 10 10 221111111122111111 10.80 8.50 5.40 4.30 3.90 3.40 3.40 3.90 4.30 5.40 8.50 10.80 2.70 2.30 2.30 2.30 2.30 2.7 ***** FA/END OF DESIGN FOR jj2**** 12/02/2008 15:46:47 Mark J13 lincy Joist Design -ASD-IBC Rel:Unify Pa§e J!3 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 24LS1240/640 Base length 26-23/4 LE TC Panel =3-0/2-13/8 LEBC Panel = 3-0 Depth 24.00 4 panels @ 2- 0 / 2- 0 RE TC Panel = 2- I 3/8 / 3- 0 RE BC Panel = 3-0 Load Case No.\( Designation load case FT. at any One TC Panel Point. 1.00 Kips TC Uniform Load ............... 1240.000 / 640 .000 Ib/ft Reactions LE: LoadCase No, TC @ 0-2 From LE= 16,946.0 Lbs \ Part2 ----- 1 ** : RE:TC@ 0-2 From RE= 16,946.0 Lbs Min. Shear: 25% 4,236.5 Lbs Reactions LE: TC @ 0-2 From LE= 16,946.0 Lbs Load Case No. 50 RE:TC@ 0-2 From RE= 16,946.0 Lbs Min. Shear: 25% 4,236.5 Lbs **PT. at any One TC Panel Point. 0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/ft Reactions LE: TC@o-2FromLE=l7,003.9 Lbs Load Case No. 5Q Part 2 ---- [y** :";. V'il'u ''''' ''';.?; Reactions LE: TC @ 0-2 From LE= 17,003.9 Lbs RE:TC@ 0-2 From RE= 17,003.9 Lbs Min. Shear: 25% 4,251.0 Lbs Lbs Min. Shear: 25% 4,251.0 LbsRE: TC@ 0-2 From RE= 17,003.9 ------ ---------- ---------------------------------------- CHORD DESIGN ------- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 61 53 22.448 50000 414.0 631.4 360 240 11893 14776 i 157.3 90.0 287.9 1.628 i.439 000 W2 26 2 10.80 W3 23 2 8.40 W4 26 1 5.40 W5 32 1 4.30 W6 10 1 3.90 W7 22 1 3.40 W7 22 1 3.40 W6 10 1 3.90 ANGLE WEB DESIGN W5 W4 W3 W2 32 26 23 26 1122 4.30 5.40 8.40 10.80 VI 10 1 2.70 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 1 2.30 VI 10 1 2.7 ' END OF DESIGN FOR 12/02/2008 15:46:18 Mark J14 'dncy Joist Design - ASD-IBC Rel:Unify Page 1 J14 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 25-0 LETC Panel = 2-97 1-9 LE BC Panel =3-0 Depth 24.00 4 panels® 2-0 / 2-0 RE TC Panel = 1-9 / 2-9 RE BC Panel =3-0 [Designation load caseLoad Case No. ] PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 16,188.6 Lbs RE:TC@ 0-2FromRE= 16,188.6 Lbs Min. Shear: 25% 4,047.2 Lbs 1 Part 2 1 ** Reactions LE: TC @ 0- 2 From LE= 16,188.6 Lbs RE: Load Case No. 50 1 ** ] ' '§> /^ TC@ 0-2From RE= 16,188.6 Lbs Min. Shear: 25% 4,047.2 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft TC @ 0- 2 From LE= 16,244.3 Lbs RE:Reactions LE: Load Case No. 5fj Part 2 1** Reactions LE: TC@ 0-2 From RE-16,244.3 Lbs Min. Shear: 25% 4,061.1 Lbs TC@ 0-2 From LE= 16,244.3 Lbs RE: TC @ 0-2 From RE= 16,244.3 Lbs Min. Shear: 25% 4,061.1 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 359.1 576.8 360 240 12458 13835 1 150.0 88.3 324.0 1.439 1.620 000 W2 24 2 11.40 W3 45 1 5.40 W4 26 1 5.40 W5 32 1 4.30 W6 10 1 3.90 W7 22 1 3.20 W7 22 1 3.20 W6 10 1 3.90 ANGLE WEB DESIGN W5 W4 W3 W2 32 26 45 24 1112 4.30 5,40 5.40 11.40 VI 10 1 2.50 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 1 2.30 VI 10 1 2.5 Pcr= 7,945.90 ***** £,VD OF DESIGN FOR JJJ**K* 12/02/2008 15:47:02 Mark J15 lincy Joist Design - ASD-IBC Rel:Unify Page 1 J15 Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Joist Base length 24LS1240/640-OC 25-61/4 LETC Panel = 2-11 / 1-10 1/8 LEBC Panel = 3-0 Depth 24.00 4 panels® 2-0 / 2-0 RE TC Panel = 1-10 1/8 / 2-11 RE BC Panel = 3-0 Load Case No. ] — PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 16,507.0 Lbs Part 2 — RE:TC@ 0-2FromRE= 16,507.1 Lbs Min. Shear: 25% 4,126.8 Lbs Reactions LE: TC @ 0-2 From LE= 16,507.0 Lbs RE: Load Case No. 50 1 ** " ~ H^ F TC@ 0-2From RE= 16,507.1 Lbs Min. Shear: 25% 4,126.8 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0- 2 From LE= 16,564.9 Lbs RE: Load Case No. 5 Q Part 2 1. >* ; ; ?•;:•:' ',_' -'v-'' ' , ;' , TC@ 0-2FromRE= 16,564.9 Lbs Min. Shear: 25% 4,141.2 Lbs Reactions LE: TC @ 0-2 From LE= 16,564.9 Lbs RE: TC@ 0-2 From RE= 16,564.9 Lbs Min. Shear: 25% 4,141.2 Lbs CHORDDESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 53 60 22.462 50000 381.8 576.8 360 240 12644 14205 1 153.1 81.3 324.0 1.439 1.620 000 W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 24 22 26 32 10 22 22 10 32 26 22 22111111112 11.60 8.80 5.40 4.30 3.90 3.30 3.30 3.90 4.30 5.40 8.80 ESIGN W2 24 2 11.60 VI 10 1 2.50 V2 10 1 2.30 V3 10 1 2.30 V3 10 1 2.30 V2 10 1 2.30 VI 10 1 2.5 fcr= 7.486.31 1 END OF DESIGN FOR 12/02/2008 16:19:53 Mark J16 dncy Joist Design - ASD-IBC ReI:Unify Page 1 J16 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 25- 8 1/2 LETC Panel = 2-11 / 1-11 1/4 LE BC Panel = 3-0 Depth 24.00 4 panels @ 2- 0 / 2- 0 RE TC Panel = 1-11 1/4 / 2-11 RE BC Panel = 3-0 Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 16,624.1 Lbs 1 Parti — *~' RE:TC@ 0-2 From RE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs ** Reactions LE: TC @ 0-2 From LE= 16,624.1 Lbs RE: Load Case No. 50 TC@ 0-2 From RE= 16,624.1 Lbs Min. Shear: 25% 4,156.0 Lbs —[PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 16,681.6 Lbs RE: Load Case No. 59 Part 2 1 ** 'pl:^ , ', j :'•-, , ^ ">:^4 TC@ 0-2 From RE= 16,681.6 Lbs Min. Shear: 25% 4,170.4 Lbs Reactions LE:TC @ 0- 2 From LE= 16,681.6 Lbs RE: TC @ 0-2 From RE= 16,681.6 CHORD DESIGN Lbs Min. Shear: 25% 4,170.4 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 53 60 22.462 50000 390.1 576.8 360 240 12744 14343 1 154.2 78.7 324.0 1.439 1.620 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 26 22 26 32 10 22 22 10 32 26 22 26 10 10 22111111112211 V3 10 V3 10 1 V2 10 VI 10 1 10.60 9.10 5.40 4.30 3.90 3.30 3.30 3.90 4.30 5.40 9.10 10.60 2.60 2.30 2.30 2.30 2.30 2.6 r= 7,328.62 *** * END OF DESIGN FOR JJ6**** 11/04/2008 09:22:37 Mark J21 lincy Joist Design - ASD-IBC Rel:Unify Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Page 1 J21 Joist 24LS1240/640 Base length 29- 5 1/2 LETCPanel = 2-1! / 1-93/4 LE BC Panel =3-0 Depth 24.00 5 panels @ 2- 0 / 2-0 RE TC Panel = 1-93/4/ 2-11 RE BC Panel =3-0 Load Case No. \ PT . at any One TC Panel Poi TC Uniform Load Reactions LE: TC@0-2F Load Case No. \ Part 2 - Reactions LE: TC @ 0- 2 F Load Case No. 59 — - One PT. Anywhere on the BC. TC Uniform Load i.DesigiiatKJflj lojict £&§<& : *;r; nt. 1.00 Kips ...1240.000 / 640.000 Ib/ft romLE= 18,963.1 Lbs RE: ** romLE= 18,963.1 Lbs RE: TC@ 0-2 From RE= 18,963.1 TC@ 0-2 From RE= 18,963.1 ** .= • > . . .0.50 Kips . . .1240 / 640 Ib/ft Lbs Min. Shear: 25% 4,740.8 Lbs Lbs Min. Shear: 25% 4,740.8 Lbs PT. at any One TC Panel Point.0.50 Kips - •> Reactions LE: TC @ 0-2 From LE= 19,013.1 Lbs "RE: Load Case No. 5 Q Part 2 1: .** ^ '^ I? '; ^ TC@ 0-2FromRE= 19,013.1 Lbs Min. Shear: 25% 4,753.3 Lbs Reactions LE:TC @ 0- 2 From LH= Iy,013.1 Lbs Lbs Min. Shear: 25% 4,753.3 LbsTC @ 0- 2 From RE" 19,013.1 ^ CHORDDESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 62 62 22.315 50000 584.2 720.8 360 240 13358 13612 1 176.7 56.8 326.6 1.633 1.633 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 32 23 43 4G 22 23 10 10 23 22 4G 43 221 111111111 13.60 9.10 5.60 5.30 5.40 3.20 4.30 4.30 3.20 5.40 5.30 5.60 9.10 13.60 2.60 2.40 2.40 2.4 2.4 2.4 VI 10 1 2.6 M W3 23 2 W2 32 2 VI 10 1 V2 10 1 V3 10 1 V4 10 1 V3 10 1 V2 10 1 1 END OF DESIGN FOR J2J**** 12/02/2008 15:47:35 Mark J22 tincy Joist Design - ASD-IBC RehUnify Page 1 J22 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 24LS1240/640-OC 28-5 LETC Panel = 2-7 / 1-7 1/2 LEBC Panel <= 3-0 Depth 24.00 5 panels @ 2-0 / 2- 0 RE TC Panel = 1-7I/2/ 2-7 RE BC Panel =3-0 "I Designation load caseLoad Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 18,325.6 Lbs 1 Part 2 1 ** RE:TC@ 0-2 From RE= 18,325.6 Lbs Min. Shear: 25% 4,581.4 Lbs Reactions LE: TC @ 0-2 From LE= 18,325.6 Lbs RE: Load Case No. 50 1" *# ' •••'*" ,.. ~ TC@ 0-2FromRE= 18,325.6 Lbs Min. Shear: 25% 4,581.4 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 18,371.6 Lbs Load Case No. 50 Part 2 1 ** ~ ', Reactions LE: TC @ 0-2 From Lli= 18,371.6 Lbs RE:TC@ 0-2 From RE= 18,371.6 Lbs Min. Shear: 25% 4,592.9 Lbs RE: TC@ 0-2 From RE= 18,371.6 Lbs Min. Shear: 25% 4,592.9 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 62 61 22.323 50000 525.0 687.8 360 240 12466 13987 1 170.5 77.0 325.6 1.633 1.628 000 W2 W3 W4 W5 W6 W7 32 45 43 4G 22 23 211111 ANGLE WEB DESIGN W8 W8 W7 W6 W5 W4 W3 W2 VI 10 10 23 22 4G 43 45 32 10 1 2 1111 V2 10 1 V3 10 V4 10 V3 10 V2 10 13.20 5.00 5.60 5.30 5.40 3.10 4.20 4.20 3.10 5.40 5.30 5.60 5.00 13.20 2.40 2.40 2.40 2.4 2.4 2.4 VI 10 1 2.4 Pcr= 8,323.17 Lbs ' END OF DESIGN FOR J22 **** 12/02/2008 15:47:54 Mark J23 tincy Joist Design - ASD-IBC RehUnify Page 1 J23 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 24LS1240/640 Base length 29- 7 3/4 LETC Panel = 2-11 / 1-107/8 LE BC Panel =3-0 Depth 24.00 5 panels® 2-0 / 2-0 RE TC Panel = I-10 7/8 / 2-11 RE BC Panel =3-0 —|if|bsignati<j| toad cageLoad Case No. } PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC @ 0-2 From LE= 19,079.9 Lbs 1 Part 2 I:', "**".'; RE:TC@ 0-2 From RE= 19,079.9 Lbs Min. Shear: 25% 4,770.0 Lbs TC @ 0- 2 From LE= 1 9,079.9 Lbs RE:TC@ 0-2 From RE= 19,079.9 Lbs Min. Shear: 25% 4,770.0 Lbs 5Q PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC @ 0- 2 From LE= 19,129.7 Lbs RE:TC@ 0-2 From RE= 19,129.7 Lbs Min. Shear: 25% 4,782.4 Lbs 50 Part2 m TC@ 0-2 From LE= 19,129.7 Lbs RE: TC @ 0-2 From RE= 19,129.7 Lbs Mill. Shear: 25% 4,782.4 Lbs CHORD DESIGN - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 62 22.190 50000 595.3 770.9 360 240 11583 13839 1 177.8 92.2 326.6 1.828 1.633 000 W2 W3 41 23 22 W4 43 1 W5 4G 1 W6 22 1 W7 23 1 W8 10 1 W8 10 1 ANGLE WEB DESIGN W7 W6 W5 W4 W3 W2 VI 23 22 4G 43 23 41 10 1111221 V2 10 V3 10 V4 10 1 V3 10 V2 10 15.10 9.40 5.60 5.30 5.40 3.30 4.30 4.30 3.30 5.40 5.30 5.60 9.40 15.10 2.60 2,40 2.40 2.4 VI 10 2.4 2.4 2.6 ' END OF DESIGN FOR J23**** 12/02/2008 16:23:24 Mark J24 •lincy Joist Design - ASD-IBC RehUnify Page 1 J24 Job No: 7305-08 Sea 01 Name : VENT ANA REAL II FLOORS Joist Base length 24LS1240/640-OC 29- 1 1/2 LETC Panel = 2-9 / 1-93/4 LE BC Panel =3-0 Depth 24.00 5 panels @ 2- 0 / 2- 0 RE TC Panel = 1-93/4/ 2-9 RE BC Panel =3-0 Load Case No. \ PT. at any One TC TC Uniform Load. . Reactions LE: Load Case No. } Reactions LE: — |3|est|flii)il^:|asr**;\ '_ ; : Panel Point. 1.00 Kips 1240.000 / 640.000 Ib/ft TC @ 0- 2 From LE= 18,76 1.1 Lbs RE: Part 2 K** : :' : | .---: -.. ., -. . .I, '....., , ..'.•.• TC @ 0- 2 From LE= 18,76 1.1 Lbs RE: 1 i *1 .. •.. . , . TC @ 0-2 From RE= 18,761.1 TC@ 0-2 From RE= 18,761.1 Lbs Min. Shear: 25% 4,690.3 Lbs Lbs Min. Shear: 25% 4,690.3 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips Reactions LE: Reactions LE: TC @ 0- 2 From LE= 1 8,808.9 TC @ 0-2 From LE= 18,808.9 Lbs Lbs RE: TC@ 0-2 From RE= 18,808.9 !;-'••• V-'M- ^^:-:':- • .-...'• --.-•• -.'... RE: TC @ 0- 2 From RE= 1 8,808.9 Lbs Min. Shear: 25% 4,702.2 Lbs Min. Shear: 25% 4,702.2 Lbs Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 62 62 22.315 50000 564.8 720.8 360 240 13071 13331 1 174.7 63.8 326.6 1.633 1.633 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 VI 32 23 43 4G 22 23 10 10 23 22 4G 43 23 32 10 221111111111221 V2 10 V3 10 V4 10 1 V3 10 13.50 8.70 5.60 5.30 5.40 3.20 4.30 4.30 3.20 5.40 5.30 5.60 8.70 13.50 2.50 2.40 2.40 2.4 VI 10 V2 10 1 1 2.4 2.4 2.5 r= 7,903.97 ***** END OF DESIGN FOR J24**** 11/04/2008 09:27:45 Mark J30 uncy Joist Design - ASD-IBC Rel:Unify Page 1 J30 Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Joist 28LS1240/640 Base length 37- 1 3/4 LE TC Panel = 2-67 2-1 3/4 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 RE TC Panel = 2-0 / 2-6 RE BC Panel = 3- 6 Load Case No.I jplgigriplibn load: case '** PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.10 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. One PT. Anywhere on the BC...,0.50 Kips PT. at any One TC Panel Point.0.10 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips TC @ 0- 2 F 1 Part 2 TC @ 0- 2 F o — romLE= 23,854.0 Lbs RE: ** romLE= 23,854.0 Lbs RE: ** TC@ 0-2 From RE= 23,854.0 1 TC@ 0-2 From RE= 21854.0 :-. i?.;, m Lbs Min. Shear: 25% 5,963.5 Lbs Lbs Min. Shear: 25% 5,963.5 Lbs ~^T~n Reactions LE: Load Case No. Reactions LE: TC@0-2FromLE=23, 50 Part2 P** Lbs ••••'-'te:-TC@ 0-2 From RE= 23,888.0 Lbs Min. Shear: 25% 5,972.0 Lbs TC @ 0-2 From LE= 23,888.0 Lbs RE: TC @ 0- 2 From RE= 23,8 CHORD DESIGN 8.0 Lbs Min. Shear: 25% 5,972.0 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 71 71 26.038 50000 1,167.5 1,315.5 360 240 13495 13681 2 148.5 60.3 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 42 24 23 45 35 4G 14 40 13 13 40 14 4G 35 45 23 24 42 2221ftl 1111 1 111 Ilft222 14.80 9.50 10.70 5.30 5.80 4.80 4.70 4.40 4.40 4.40 4.40 4.80 4.90 5.90 5.30 10.80 9.30 14.8 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 13 ,. >. •;:, 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.5 VI 13 1 2.6 V2 10 1 2.5 ^********#* SJPC ******** ***** END OF DESIGN FOR J3Q**** 11/04/2008 09:28:07 Mark J31 'incy Joist Design - ASD-IBC Rfil:Unify Page 1 J31 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 28LS 1240/640 Base length 37- 1 3/4 LE TC Pane! = 2-61 2-1 3/4 LE BC Panel =3-6 Depth 28.00 7 panels @ 2-0 / 2- 0 RE TC Panel = 2-0 / 2-6 RE BC Panel =3-6 - -| Designation load case **Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. Reactions LE: Load Case No. TC@ 0-2 From LE= 23,760.3 Lbs 1 Part 2 RE:TC@ 0-2FromRE= 23,760.3 Lbs Min. Shear: 25% 5,940.1 Lbs ----- ** ; TC@ 0-2 From LE= 23,760.3 Lbs RE:TC@ 0-2FromRE=23,760.3 Lbs Min. Shear: 25% 5,940.! Lbs 50 ---------- ** One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. 50 Part 2 Reactions LE: TC @ 0- 2 From LE= 23,794.3 Lbs -I:** '' RE:TC @ 0- 2 From RE= 23,794.3 Lbs Min. Shear: 25% 5,948.6 Lbs J- RE: TC@ 0-2 From RE-23,79-1.3 Lbs Min. Shear: 25% 5,948.6 Lbs —^— CHORD DESIGN Inertia (inA4) Defl. Ratio CKord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL . :iTC . BC RowsBC Spac TC BC TC BC TC EP BC 7! 71 26.038 50000 1,163.6 1,315.5 360 240 13'439 13626 2 148.5 62.0 367.3 1.836 1.836 200 W2 W3 42 24 22 W4 23 2 W5 W6 45 35 1 ft 1 ANGLE WEB DESIGN W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 4G 14 40 13 13 40 14 4G 35 45 23 24 1 1 1 11 1 ! 1 1 1 ft 2 2 W2 VI 42 13 2 1 V2 10 14.70 9.50 10.60 5.20 5.80 4.80 4.60 4.40 4.40 4.40 4.40 4.80 4.90 5.80 5.30 10.80 9.30 14.7 2.5 2.5 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 13 1111111 : 2.5 2.5 2.5 2.5 2.5 2.5 2.5 **,.,******** SPG ******** ***** END OF DESIGN FOR jj] **** 12/02/2008 15:48:29 Mark J32 •tincy Joist Design - ASD-IBC Rel:Unify Page 1 J32 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 35-11 LETCPaJie!= 3-6 / 2-5 1/2 LE BC Panel = 3-6 Depth 28.00 6 panels @ 2-0 / 2- 0 RE TC Panel = 2-5 1/2 / 3-6 RE BC Panel =3-6 Load Case No. \ PT. at any One TC Reactions LE: Load Case No. \ Reactions LE: Load Case No. 50 ;-rv' <;":. !.'<••. • i >** ' i1. ? i ,t'^— : ""•"''• ' "' *•;•'"•'• •'•••• • '"• " ' :: •• x" ' '"''Designation l:0ad: case 5** -»'-•/,•.:. iV <X" Panel Point. 1.00 Kips i?40 non / 64n nnn ih/ft TC @ 0- 2 F Part 2 TC @ 0- 2 F romLE= 22,968.0 Lbs RE: TC @ 0-2 From RE= 22,968.0 ;•**:';' ;/ ; ••;" ' ; ' " ; ' "' ; "' ' rom LE= 22,968.0 Lbs RE: TC @ 0-2 From RE= 22,968.0 ;•**;, • , ' ' Lbs Min. Shear: 25% 5,742.0 Lbs Lbs Min. Shear: 25% 5,742.0 Lbs PT. at any One TC Panel Point.0.50 Kips One PT . Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC @ 0-2 From LE= 23,0! 7.2 Lbs LoadCaseNo. 5Q Part 2 — I **;'";> •,. . :':-f:- ; V,. , RE:TC@ 0-2 From RE= 23,017.2 Lbs Min. Shear: 25% 5,754.3 Lbs Reactions LE:TC@ 0-2 From LE= 23,017.2 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 63 70 26.167 50000 1,052.8 1,192.4 360 240 RE: TC@ 0-2 From RE= 23,017.2 Lbs Mill. Shear: 25% 5,754.3 Lbs - CHORD DESIGN ----------------------------- ------- ------------------------------- Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBCSpac TC BC TC BC TC EP BC 13422 [4708 2 143.6 67.6 365.7 1.647 1.828 000 ANGLE WEB DESIGN W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 40 10 40 40 10 40 24 43 44 34 4G 13 10 1111111112211 W2 W3 W4 W5 W6 4G 34 44 43 24 22111 14.60 10.20 5.70 5.10 5.50 V4 V3 V2 VI 10 10 10 13 1111 2.4 2.4 2.4 2.7 5.00 4.80 4.20 4,20 4.80 5.00 5.50 5.10 5.70 10.20 14.60 2.70 2.4 V3 V4 10 10 11 2.4 2.4 ***** END OF DESIGN FOR yj2**** 11/04/2008 09:28:25 Mark J33 uncy Joist Design -ASD-IBC Rel Unifyy Pa8e ' J33 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 28LS1240/640 Base length 36-51/4 LETC Panel = 2-0 / 1-1 11M LEBC Panel = 3-0 Depth 28.00 7 panels® 2-0 / 2- 0 RE TC Panel = 2- 0 / 2-6 RE BC Panel = 3-6 Load Case No.]|0 |ii|ha||o§ K)|feale PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load ............... 1240.000 / 640.000 .lb/ft Reactions LE: Load Case No. TC @ 0-2 From LE= 23,333. 8 Lbs \ Part 2 RE:TC @ 0- 2 From RE= 23,320.0 Lbs Min. Shear: 25% 5,833.5 Lbs *€ Reactions LE: TC@ 0-2 From LE= 23,333.8 Lbs 'RE: LoadCase No. 50 --------- -W ~~ — — — - TC @ 0- 2 From RE= 23,320.0 Lbs Min. Shear: 25% 5,833.5 Lbs One PT . Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 lb/ft PT . at any One TC Panel Point. 0.50 Kips Reactions LE: TC @ 0-2 From LE= 23,361.5 Lbs Load Case No. SO Part 2 ------- 1 #* . Y/'-"- ..'5 : v :.' V RE:TC@ 0-2 From RE= 23,354.6 Lbs Min. Shear: 25% 5,840.4 Lbs Reactions LE:TC@ 0-2 From Ll=- 23,361. 5 Lbs RE: TC@ 0-2 From RE- 23,354.6 Lbs Min. Shear: 25% 5,840.4 Lbs ---------------- ------------------------------------------ ----- CHORD DESIGN ------------------- ....... ---------- --------------- ------------------------------ Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,098.8 1,272.4 360 240 12893 14118 2 145.7 75.6 329.4 1.836 1.647 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI 35 24 23 45 35 4G 22 40 13 13 40 13..., 4D 35 45 23 23 4G 10 2 2 2 1 ft 1 1 1 1 1 1 111 1 1 ft 2 2 2 1 13.10 9.30 10.90 5.40 6.00 5.00 5.20 4.30 4'.30' 4.30 4.30 4.70 5.30 5.60 5.10 10.50 9.80 15.3 2.6 V3 V4 V5 V4 V3 V2 VI ..';. 10 10 10 10 10 10 13 -.: I 1 1 1 1 1 1 ;K; 2.4 2.4 2.4 2.4 2.4 2.4 2.4 V2 10 1 2.4 #**#****#********** ***** END OF DESIGN FOR yjj**** 12/03/2008 08:06:09 Mark J34 lincy Joist Design - ASD-IBC Rel:Unify Page 1 J34 Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Joist Base length Depth 28LS1240/640-OC 35-11 28.00 LETC Panel = 3-6 / 2-5 1/2 LE BC Panel =3-6 6 panels® 2-0 / 2-0 RE TC Panel = 2-51/27 3-6 RE BC Panel = 3-6 Load Case No.\Designation load case ** PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 22,968,0 Lbs Load Case No. \ Part 2 [ **'"-' "'"''/ RE:TC@ 0-2 From RE= 22,968.0 Lbs Min. Shear: 25% 5,742.0 Lbs TC @ 0- 2 From LE= 22,968.0 Lbs—Ennn RE:Reactions LE: Load Case No. 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC.,.,0.50 Kips TC Uniform Load 1240 / 540 Ib/ft Reactions LE: TC@0-2From LE= 23,017.2 Lbs RE: Load Case No. 5 Q Part 2 ' ~~ TC @ 0- 2 From RE= 22,968.0 Lbs Min. Shear: 25% 5,742.0 Lbs TC@ 0-2 From RE= 23,017.2 Lbs Min. Shear: 25% 5,754.3 Lbs ** Reactions LE:TC @ 0-2 From LE= 23,017.2 Lbs RE: TC @ 0-2 From RE= 23,017.2 Lbs Min. Shear: 25% 5,754.3 Lbs CHORD DESIGN - - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 26.167 50000 1,052.8 1,192.4 360 240 13422 14708 2 143.6 67.6 365.7 1.647 1.828 000 W2 W3 W4 40 34 44 221 W5 W6 W7 43 24 40 1 1 1 ANGLE WEB DESIGN W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 10 40 40 10 40 24 43 44 34 4G 13 10 111111112211 V3 10 V4 10 14.60 10.20 5.70 5.10 5.50 5.00 4.80 4.20 4.20 4.80 5.00 5.50 5.10 5.70 10.20 14.60 2.70 2.4 V4 V3 V2 VI 10 10 10 13 1111 2.4 2.4 2.4 2.7 2.4 2,4 -6,391.19 ' END Or DESIGN FOR 11/04/2008 incy Joist Design-ASD-IBC *el-unifv Pa^e J J35 09:34:54 I, . y J Job No: 7305-08 Sea 01 Name : VENTANA REAL II FLOORS Mark Joist Base length Depth J35 28LS1240/640 37-21/4 28.00 LETC Panel = 2-6 / 2-21/4 7 panels.® 2-0 / 2-0 RE TC Panel = 2-0 / 2-6 LE BC Panel = 3- 6 ' RE BC Panel = 3-6 Loud Case No. ] Designation load case PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 1240 . 000 / 640 . 000. Ib/ft Reactions LE: TC @ 0-2 From LE= 23,786.3 Lbs RE: TC@ 0-2FromRE= 23,786.3 Lbs Min. Shear: 25% 5,946.6 Lbs Load Case No. \ Part 2 1 ** f| * T? [" i ~| Reactions LE: TC@ 0-2 From LE= 23,786.3 Lbs RE: TC@ 0-2 From RE= 23,786.3 Lbs Min. Shear: 25% 5,946.6 Lbs Load Case No. 5Q 1 ** •~ • K. ,Q '"'.*•'* 1 One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: TC@ 0-2 From LE= 23,820.2 Lbs RE: TC @ 0- 2 From RE= 23,820.2 Lbs Min. Shear: 25% 5,955.0 Lbs Load Case No. SO Part 2 F"* * Reactions LE: TC@ 0- 2 From LE= 23,820.2 Lbs RE: TC @ 0- 2 From R.E= 23,820.2 Lbs Min. Shear: 25% 5,955.0 Lbs CHORD DESIGN L~- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 71 71 26.038 50000 1,167.5 1,3)5.5 360 240 :T3468 13657 2 148.7 61.1 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 42 24 23 45 35 4G 14 40 ll;. 13 40 . 14 4G 35 45 23 24 42 13 10 222 1 ft 1 1 1 1 1 ; 1 1 1 1 1 1 ft 2221 1 14.70 9.60 10.60 5.20 5.70 4.80 4.60 4.40 4.40 4.40 4.40 4.80 4.90 5.90 5.30 10.80 9.30 14.7 2.5 2.5 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 13 1111111 2.5 2.5 2.5 2.5 2.5 2.5 2.5 ***** END OF DESIGN FOR J3S**** 12/02/2008 15:48:56 Mark J36 lincy Joist Design - ASD-IBC RehUnify Page 1 J36 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length Depth 28LS1240/640-OC 36-8 28.00 LETC Panel = 2-8 / 1-8 7 panels @ 2-0 / 2-0 LE BC Panel = 3-6 RE TC Panel = 1-8 / 2-! RE BC Panel = 3-6 Load Case No.1 FT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC @ 0- 2 From LE= 23,457.9 Lbs RE:TC @ 0-2 From RE= 23,457.9 Lbs Min. Shear: 25% 5,864.5 Lbs 1 Part 2 **• TC @ 0- 2 From LE= 23,457.9 Lbs -H". -. Reactions LE: Load Case No. 50 PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft RE:TC@ 0-2From RE= 23,457.9 Lbs Min. Shear: 25% 5,864.5 Lbs TC @ 0- 2 From LE= 23,494.6 Lbs RE:TC @ 0-2 From RE= 23,494.6 Lbs Min. Shear: 25% 5,873.6 Lbs 50 Part 2 >*'*', Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 23,494.6 Lbs RE: TC @ 0- 2 From RE- 23,494.6 Lbs Min. Shear: 25% 5,873.6 Lbs - .......... --------------------- --------------------------------- CHORD DESIGN ------- ----------------------------------------------- -------------------------------- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,119.5 1,272.4 360 240 13052 14333 2 146.6 71.4 329.4 1.836 1.647 000 W2 W3 W4 4G 23 23 2 2 2 W5 W6 45 35 1 ft 1 ANGLE WEB DESIGN W7 W8 W9 W10 W10 W9 W8 W7 W6 4G 14 40 13 13 40 14 4G 35 W5 W4 W3 45 23 23 1 ft 2 2 W2 VI 4G 10 2 1 15.30 9.60 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10.70 9.60 15.3 2.7 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.7 V2 10 1 2.4 r= 7,902.81 ***** END OF DESIGN FOR J36**** 12/02/2008 15:49:14 Mark J37 lincy Joist Design - ASD-IBC Rel:Unify Page 1 J37 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length Depth 28LS1240/640-OC 36-51/8 28.00 LETC Panel = 2-7 / 1-75/8 LEBC Panel = 3-6 7 panels @ 2-0 / 2-0 RE TC Panel = I-7 5/87 2-67/8 RE BC Panel = 3- 5 7/8 **Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 23,311.2 Lbs RE:TC@ 0-2 From RE= 23,311.5 Lbs Min. Shear: 25% 5,827.9 Lbs 1 Part 2 1 ** Reactions LE: TC@0-2FromLE=23,3I1.2 Lbs Load Case No. 50 1 ** ' RE:TC@ 0-2 From RE= 23,311.5 Lbs Min. Shear: 25% 5,827.9 Lbs PT. at any One TC Panel Point. 0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load ............... 1240 / 640 Ib/f t Reactions LE: Load Case No. 50 Part 2 TC @ 0- 2 From LE= 23,347.0 Lbs |^fC''"';" ' "^./. "..'•' """- RE:TC@ 0-2 From RE= 23,347.1 Lbs Min. Shear: 25% 5,836.8 Lbs Reactions LE:TC @ 0-2 From LE= 23,347.0 Lbs RE: TC @ 0- 2 From RE= 23,347.1 CHORD DESIGN Lbs Min. Shear: 25% 5,836.8 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,097.9 1,272.4 360 240 12888 14159 2 145.7 75.7 329.4 1.836 1.647 000 W2 W3 W4 W5 W6 W7 W8 4G 23 23 45 35 4G 14 222 1 ft 1 I 1 ANGLE WEB DESIGN W9 W10 W10 W9 W8 W7 40 10 10 40 14 4G W6 W5 W4 W3 W2 VI 35 45 23 23 4G 10 1 1 ft 2 2 2 1 15.30 9.40 10.70 5.30 5.80 4.90 4.70 4.30 4.90 4.90 4.30 4.70 4.90 5.80 5.30 10.70 9.40 15.2 2.6 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 V2 10 1 2.4 r= 8,052.06 ***** END OF DESIGN FOR j$j**** 12/02/2008 15:49:31 Mark J38 •tincy Joist Design - ASD-IBC Re!:Unify Page 1 J38 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-0 LETC Panel = 2-5 / 1-7 LE BC Panel = 3-6 Depth 28.00 7 panels® 2-0 / 2-0 RETC Panel = 1-7 / 2-5 RE BC Panel =3-6 Load Case No,) Designation load case ** PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Case No. TC@ 0-2 From LE= 23,050.2 Lbs RE:TC @ 0-2 From RE= 23,050.2 Lbs Min. Shear: 25% 5,762.6 Lbs 1 Parti ---- if Reactions LE: TC @ 0-2 From LE= 23,050.2 Lbs RE: Load Case No. 50 I'** '""' " '•'/, ",'--'" ~ ^"^ TC@ 0-2 From RE= 23,050.2 Lbs Min. Shear: 25% 5,762.6 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: TC@0-2 From LE= 23,084.1 Lbs Load Case No. 50 Part 2 k '**:.' ;: ?;: l{^:^ / Reactions LE: RE: TC @ 0-2 From LE= 23,084.1 Lbs RE: TC @ 0-2 From RE= 23,084.1 CHORD DESIGN TC@ 0-2 From RE= 23,084.1 Lbs Min. Shear: 25% 5,771.0 Lbs .i::.v.:•;... :...:.. .1---- - Lbs Min. Shear: 25% 5,771.0 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 70 26.167 50000 1,060.1 1,192.4 360 240 13646 14606 2 144.0 62.7 365.7 1.647 1.828 200 ANGLE WEB DESIGN W2 W3 4G 23 2 2 W4 23 2 W5 W6 45 35 1 ft 1 W7 4G 1 W8 W9 14 40 I 1 W10 W10 W9 10 10 40 1 1 1 W8 W7 14 4G 1 1 W6 35 1 W5 W4 45 23 1 ft 2 W3 W2 23 4G 2 2 VI 10 1 V2 10 1 15,10 9.20 10.70 5.30 5.80 4.90 4.70 4.20 4.80 4.80 4.20 4.70 4.90 5.80 5.30 10.70 9.20 15.1 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.6 2.6 2.4 Pcr--= 6,346.25 ***** END OF DESIGN FOR J38**** 11/04/2008 09:35:15 Mark J39 incy Joist Design -ASD-IBC "tel.-Unify Page 1 J39 Joist 28LS1240/640 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS DepthBase length 36- 6 1/4 LE TC Panel = 2- 0 / 2-0 1/4 LEBC Panel = 3-0 7 panels (2-0 / 2- 0 RE TC Panel = 2-0 / 2-6 RE BC Panel =3-6 - |l||fi|flatidnj}oa| cage :^%I.::Load Case No. ] PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Load Cose No. TC@ 0-2 From LE= 23,385.6 Lbs ] Pan'2 -I IK "-—-^ RE:TC@ 0-2 From RE= 23,371.8 Lbs Min. Shear: 25% 5,846.4 Lbs Reactions LE: TC@ 0-2 From LE= 23,385.6 Lbs RE: Load Case No. 50 TC@ 0-2 From-RE= 23,371.8 Lbs Min. Shear: 25% 5,846.4 Lbs --H One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point. 0.50 Kips ' ' '- "~""' Reactions LE: TC@0-2 FromLE= 23,413.2 Lbs 'RE: TC @ 0- 2 From RE= 23,406.3 Lbs Min. Shear: 25% 5,853.3 Lbs Load Case No. 50 Part 2 |;i *C '. ': ''"' " ;,"*'" ''•%.'. ^ :-^ f •"•?.'* ^-:-".- I — Reactions LE: TC@ 0-2 From LE-23,413.2 Lbs RE: TC @ 0-2 From RE= 23,406.3 Lbs Min. Shear: 25% 5,853.3 Lbs ^- CHORD DESIGN Inertia (inA4) Defl. Ratio -Gfirjrd Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC : RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,106.3 1,272.4 360 240 'Vi'950 14186 2 146.0 74.1 329.4 1.836 1.647 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 35 24 23 45 35 4G 22 40 )3. 13 40 13 4D 35 45 23 24 4G .JO. 10 2 2 2 1 ft 1 1 1 1 1 1 1 1 1 1 1 ft 2 2 2 *••!••* 1 •"" 13.10 9.40 10.90 5.40 5.90 5.00 5.20 4.30 4.30 4.30 4.30 4.80 5.30 5.60 5.20 10.50 9.10 15.2..2^. 2.4** V3 V4 V5 V4 V3 V2 VI I'T! . • 10 10 10 10 10 10 13 • • •• •• . • « • • »• 1111111 ^ 2.4 2.4 2.4 2.4 2.4 2.4 2.4 .****. "**• • -"" t***t**SpG ******** ' END OF DESIGN FOR /jp * * * * 11/04/2008 09:35:37 Mark J40 incy Joist Design - ASD-IBC lei: Unify Page 1 J40 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist 28LS1240/640 Base length 37- 1 1/4 LETC Panel = 2-6 / 2-11/4 LE BC Panel = 3-6 Depth 28,0,0 7 panels® 2-0 / 2-0 RE TC Panel = 2-0 / 2-6 RE BC Panel =3-6 —I Designation load case **Load Case No. \ PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 1240.000 / 640.000 Ib/ft Reactions LE: Loud Case No. Reactions LE: Load Case No. TC @ 0- 2 From LE= 23,734.5 Lbs ] Part 2 1;"** """" r'r "' TC@0-2FromLE=23,734.5 Lbs RE: TC@ 0-2 From RE= 23,734.5 Lbs Min. Shear: 25% 5,933.6 Lbs ' . •:::l — RE; TC@ 0-2 From RE= 23,734.5 Lbs Min. Shear: 25% 5,933.6 Lbs 50 One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft PT. at any One TC Panel Point.0.50 Kips Reactions LE: Load Case No. TC @ 0- 2 From LE= 23,768.5 Lbs 50 Part 2 1: ** "f ' : HT 'RE:TC@ 0-2 From RE= 23,768.5 Lbs Min. Shear: 25% 5,942.1 Lbs Reactions LE: TC@ 0-2 From LE= 23,768.5 Lbs RE: TC @ 0- 2 From KL 23,7685 Lbs Min. Shear: 25% 5,942.1 Lbs --- -i-:- CHORDDESIGN --- Inertia (inA4) Defl. Ratio Ch'srd'Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL ^ TC BC RowsBCSpac TC BC TC BC TC EP BC 71 71 26.038 50000 1,159.7 1,315.5 360 240 134)0 13594 2 148.4 62,8 367.3 1.836 1.836 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 WTO WIO^ W9 W8 W7 W6 W5 W4 W3 W2 VI V2 42 24 23 45 35 4G 14 40 13,. 13 40 14 4G 35 45 23 24 42 .J3. 10 2 2 2 1 ft 1 1 1 1 11 1 1 1 1 1 ft 2 2 2 *••?•* 1 *•' 14.70 9.40 10.70 5.30 5.80 4.80 4.60 4.40 4.40 4.40 4.40 4.70 4.90 5.80 5.30 10,70 9.30 14.?..2*5. 2.5** V3 V4 V5 V4 V3 V2 VI ,. l*"[ I 10 10 10 10 10 10 13 .,;.... • * •• •* * * *- * * * 1111111 * * * *" "1 2^2^2525252525 **"*"• * * * *• ^ •-••-•' ••• *» *• • ------ • • — • — - —»-»"•-• - -•- - - —• *-**- • ••••* **•>•>* ** m « tt " *> •- • **»*-•" « • * m M * w * EHD OF DESIGN FOR 12/03/2008 08:07:21 Mark J41 tincy Joist Design - ASD-IBC Rel:Unify Page 1 J41 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Joist Base length 28LS1240/640-OC 36-7 LETC Panel = 2-11 1-8 1/2 LE BC Panel =3-6 Depth 28.00 7 panels @ 2- 0 / 2- 0 RE TC Panel = I-8 1/2 / 2-7 RE BC Pane! =3-6 Load Case No. ] PT. at any One TC TC Uniform Load. Reactions LE: Load Case No. ] Reactions LE: Load Case No. 50 Panel Poi ^Designation Joa nt.l.OO Kips i?4n onn / TC @ 0- 2 From LE= 23,408.3 Part 2 -V **.!..,.;/ TC @ 0- 2 From LE= 23,408.3 d case ** 640.000 Lbs Lbs ••- &'> Ib/ft RE: RE: TC @ 0-2 From RE= 23,408.3 TC @ 0- 2 From RE= 23,408.3 : •'"**' Lbs Min. Shear: 25% 5,852.1 Lbs Lbs Min. Shear: 25% 5,852.1 Lbs PT. at any One TC Panel Point.0.50 Kips One PT. Anywhere on the BC....0.50 Kips TC Uniform Load 1240 / 640 Ib/ft Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE= 23,443.9 Lbs 50 Part2 ['**:: : :;:: V :.. "'...•• RE:TC@ 0-2 From RE= 23,443.9 Lbs Min, Shear: 25% 5,861.0 Lbs TC @ 0-2 From LE= 23,443.9 Lbs RE: TC@ 0-2 From RH= 23,443.9 Lbs Min. Shear: 25% 5,861.0 Lbs — ------------------------- --- --------------------------------------------- CHORD DESIGN — ~ ------------- ---- -------------- ---------------- -------- Inertia (in'M) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 71 63 26.153 50000 1,112.0 1,272.4 360 240 12995 14272 2 146.3 72.9 329.4 1.836 1.647 000 W2 W3 4G 23 2 2 ANGLE WEB DESIGN W7 W8 W9 W10 W10 W9 W8 W7 W6 4G 14 40 13 13 40 14 4G 35 W4 23 2 W5 W6 45 35 1 ft 1 W5 W4 W3 W2 VI V2 45 23 23 4G. ••«?. 10 1 ft 2 2 2 ' ' V 1 15.30 9.50 10.70 5.30 5.80 4.90 4.70 4.30 4.30 4.30 4.30 4.70 4.90 5.80 5.30 10 .70. .9^0 IS*?"?.? 2.4... V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 2.4 2.4 2.4 2.4 2.4 2.4 2.7 Pcr= 7,954.22 K END OF DESIGN FOR jjj**** 10/30/2008 11:25:51 Mark Gl incy Joist Design - ASD-IBC lel:Unify Page 1 Gl Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Girder 36G4N30K Base length 30-9 3/4 LE TC Panel =3-8 3/8 / 3- 8 3/8 LE BC Panel =3-8 3/8 Depth ,;;36.QO 2 panels® 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 RE BC Panel = 3-81/2 | SJI GravityLoad Case No. ] PT . at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips TC @ 0-2 From LE= 61,799.1 Lbs 1 Part 2 "" RE:TC@ 0-2 From RE= 61,736.7 Lbs Min. Shear: 25%!5,449,8 Lbs *.*-. Reactions LE: Load Case No. Reactions LE: TC @0-2 From LE= 61,799.1 Lbs RE: TC@ 0-2 From RE= 61,736.7 Lbs Min. Shear: 25%15,449.8 Lbs : CHORDDESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 SOOOG 1,913.2 3,269.3 360 240 16,365 19093 *** 0.0 106.3 492.3 2.051 2.051 400 GIR Jst Brg Check (I AnglelPpt/Lc/ActLoad/Capacity 5 1 15.0 11.4 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20^,20 20 20 2ft2ft2 2 2 2 2 ft 2 ft T " 1 1 1 16.20 16.60 15.30 10.00 10.00 15.20 16.60 16.20 T.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 3, 5 , 7, j*********** VPC7 ******** ***** END OF DESIGN FOR Q7**** 12/03/2008 lincy Joist Design - ASD-IBC Rel:Uniry I Pag« > G2 15:19:35 J 3 \ Job No: 7305-08 Seq 01 Name ; VENT ANA REAL II FLOORS Mark Girder Base length Depth G2 36G4N30K 30-10 36.00 LETC Panel = 3-8 1/2 / 3-81/2 2 panels© 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-81/2 RE BC Panel = 3-81/2 Load Case No. ] -• a '*-* PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC @ 0-2 From LE= 61,767.6 Lbs RE: TC@ 0-2 From RE= 61,767.9 Lbs Min. Shear: 25%15,442.0 Lbs Load Case No. ) Port 2 -*#: Reactions LE: TC@0-2FromLE=6l,767.6 Lbs RE: TC@ 0-2FromRE= 61,767.9 Lbs Min. Shear: 25% 15,442.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,916.5 3,269.3 360 240 16358 19095 *** 0.0 106.1 492.3 2.051 2.051 400 GIR Jst Brg Check (1 Angle^Ppt/Lc/ActLoad/Capacitv 5 1 150 11.4 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 16.20 16.60 15.20 10.00 10.00 15.20 16.60 16.20 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, ' END OF DESIGN FOR G2**** 10/30/2008 11:26:11 Mark G3 ( Girder 36G3N30K 'incy Job No: 7305-08 Base length 16- 1 Joist Design Seq 01 Name : Depth 76.00 -ASD-IBC VENT ANA REAL ; Rel:Unify II FLOORS Page l G3 LETC Panel = 2- 5 1/2 / 2-51/2 I panel @ 2-9 / 2- 9 RE TC Panel = 2-10 / 2-10 LEBC Panel = 3-0 RE BC Panel = 3-0 Load Case No. \ |f||Gravity ** PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC @ 0-2 From LE= 48,137.4 Lbs RE: TC@ 0-2From RE= 45,233.0 Lbs Min. Shear: 25% 12,034.3 Lbs Load Case No. \ Part 2 1 ** , ''"'_,. ?'V' -'"'U ',, ~~~I - — Reactions LE: TC@0-2 From LE=48,137.4 Lbs RE: TC@ 0-2 From RE= 45,233.0 Lbs Min. Shear: 25%12,034.3 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 70 63 34.167 50000 371.6 2,028.1 360 240 19494 18996 _ *** 0.0 157.1 395.3 1.828 1.647 000 GIR_Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 15.0 6.7 ANGLE WEB DESIGN W2 W3 W4 W4 W3 W2 VI V2 VI 44 45 43 40 51 43 13 10 1Q; 2 2 ft 1 222 1 1 1 13.60 10.70 5.30 9.00 13.00 13.50 1.10 1.20 1.20 Girder BCBs - 0 required spaced equally not more than 32.94 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 1 , 3, 5, 7, ******** OF DESIGN FOR (7j * 10/30/2008 11:32:50 Mark G4 incy Joist Design - ASD-IBC lel:Unify Page 1 G4 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Girder 36G4N30K Base length 25-11 LETC Panel = 2-5 1/2 / 2-0 LEBC Panel = 3-51/2 Interior Panels: I panel @ 3- o / 3- o , Load Case No. \ 1 panel Depth 36.00 2 panels 4- 0 / 4- 0 RE TC Panel = 3-83/47 3-83/4 RE BC Panel = 3-83/4 SJt Gravity FT. at any One TC Panel Point. 2. 00 Kips TC Point Load ................. 30.00 Kip @ 2-5 1/2 ft TC Point Load ................. -30.00 Kip @ 4-5 1/2 ft Gir Cone Loads at TC Diagonals PP ....... 30.00 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 70,61 5.8 Lbs RE:TC @ 0- 2 From RE= 52,926.5 Lbs Mill. Shear: 2S%17,654.0 Lbs \ Part 2 --------- ; TC @ 0-2 From LE= 70,61 5.8 Lbs RE: TC @ 0- 2 From RE= 52,926.5 Lbs Min. Shear: 25%17,654.0 Lbs --------------------- ..... ---------------------------------------- CHORD DESIGN --------------- - --------- ............... ------------------------------ Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,152.2 3,269.3 360 240 '|9339 14994 *** 0.0 166.1 492.3 2.051 2.051 000 CIR .>st Brff Check fl Anglc)Ppt/Lc/ActLoad/Ciipacity 7 15.0 W2 W3 W4 W5 W5 63 4D 35 50 50 2 ft 2 2 2 2 ANGLE WEB DESIGN W4 W3 W2 VI' V2 V2 VI 32 62 51 43 13 13 13 2 2 ft 2 2 1 1 1 18.50 11.70 13.30 13.10 11.00 13.20 16.80 19.50 10.80 1.20 1.20 1.20 Girder BCBs - 0 required spaced equally not more than 41.03ft Error/Warnings GIR TC Stiffeners reqds at PPTs 5, 7,11, END OF DESIGN FOR 10/30/2008 incy Joist Design - ASD-IBC lel:Unify Pase l G5 V- ^J Job No: 7305-08 Seq01 Name : VENT AN A REAL II FLOORS Mark Girder Base length Depth G5 36G4N30K 30-93/8 36.00 LETC Panel = 3-8 3/4 / 3-83/4 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 / 3-77/8 IE BC Panel =3-8 3/4 RE BC Panel =3-7 7/8 Load Case No. \ |$JT Gravity ** Vj FT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: TC@0-2 From LE=61,566.0 Lbs RE: TC@ 0-2 From RE= 61,970.7 Lbs Min. Shear: 25%15,492.7 Lbs Load Case No. \ Part 2 1 ** . \" ; 1 Reactions LE: TC @ 0-2 From LE= 61,566.0 Lbs .RE: TC@ 0-2FromRE= 61,970.7 Lbs Min. Shear: 25% 15,492.7 Lbs .-—--• CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,908.2 3,269.3 360 240 16407 19045 *** 0.0 106.3 492.3 2.051 2.051 400 GIR Jst Bre Check (1 Anglefpt/Lc/ActLoad/Capacity 5 l " 15.0 11.4 ANGLE WEB DESIGN W2 \\>3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 63 40 45 45 40 63 63 20 20 20 20 2ft2ft2 2 2 2 2 ft 2 ft 1 1 1 1 16.20 16.60 15.00 9.90 10.10 15.40 16.60 16.10 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3 , 5 , 7 , ******SPG ******** " •- • ... • * • * •***** END OF DESIGN FOR (75 * * * * • ***•* 10/30/2008 11:26:44 Mark G6 <ncy Joist Design - ASD-IBC '.el:Unify Page 1 G6 Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Girder 36G4N33K Base length 30-11 3/8 LETC Panel = 3-9 / 3-9 LE BC Panel =3-9 Depth 36.00 2 panels (a 4-0 / 4-0 RE TC Panel =3-8 3/4 / 3- 8 5/8 RE BC Panel =3-8 5/8 SJI Gravity **Load Case No. ] PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 33.00 Kips Reactions LE: TC@0-2 From LE= 67,681.7 Lbs RE: TC@ 0-2From RE= 67,852.2 Lbs Min. Shear: 25% 16,963.0 Lbs LoadCaseNo. \ Part2 1-'"*"*' ".'" ' '"" '' "' ;\u " ". "..""" : ~ 1 - — Reactions LE: TC @ 0-2 From LE= 67,681.7 Lbs RE: TC@ 0-2 From RE= 67,852.2 Lbs Min. Shear: 25% 16,963.0 Lbs 1— CHORD DESIGN --- Inertia (inA4) Defl, Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,122.6 3,772.5 360 240 15419 , 17998 *** 0,0 118.4 495.4 2.064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 16.5 16.3 ., ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 32 50 50 32 64 63 26 20 20 20 2 ft 2 2 2 2 2 2 2 ft 1 1 1 1 17.90 18.30 13.30 10.90 11.00 13.40 18.30 17.90 1.90 1.90 1.90 1.90 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings GIRTCStiffenersreqdsatPPTs *....* 5,7, .... * * * * * END OF DESIGN FOR G6**** 12/03/2008 15:25:40 Mark G7 lincy Joist Design - ASD-IBC ReI:Unify Page 1 G7 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Girder 36G4N22K Base length 30-103/4 LETCPane!= 3-8 3/4 / 3-85/8 LE BC Panel =3-8 3/4 Depth 36.00 2 panels (a 4-0 / 4-0 RE TC Panel = 3-8 3/4 / 3-85/8 RE BC Panel = 3-8 5/8 Load Case No.\ PT. at any One TC Panel Point.2.00 Kips TC Point Load 19.00 Kip @ 7-5 3/8 ft Gir Cone Loads at TC Diagonals PP 22.00 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 60,240.3 Lbs RE:TC@ 0-2 From RE-50,294.1 Lbs Min. Shear: 25%I5,060.1 Lbs 1 Part 2 ;; **' ':" TC @ 0- 2 From LE= 60,240.3 Lbs RE: TC @ 0- 2 From RE= 50,294. 1 Lbs Min. Shear: 25%I5,060.1 Lbs -------------------------- ----------------------------------- -------------------- — CHORD DESIGN — -------- — --------------- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 74 33.848 50000 1,769.4 3,060.6 360 240 17230 23010 *** 0.0 116.7 445.2 2.051 1.855 400 GIR Jst Brg Check ( 1 Angle)Ppt/Lc/ActLoad/Capacity 3 1 20.5 12.4 W2 W3 W4 W5 W5 64 64 24 44 45 2ft2ft2 2 2 ANGLE WEB DESIGN W4 W3 W2 VI V2 V2 VI 40 63 63 20 20 20 20 2 2ft2ft! 1 1 1 14.20 14.60 11.30 7.60 10.30 15.70 14.00 13.60 1.70 1.70 1.70 1.70 Girder BCBs - 0 required spaced equally not more than 37. 1 1 ft Error/Warnings i FILLER REQ. @ BC PP 2 LOAD CASE # 1 1 FILLER REQ. @ BC PP 2 LOAD CASE # 501 GIR TC Stiffeners reqds at PPTs * •* ******* *** END OF DESIGN FOR (77** 10/30/2008 incy Joist Design - ASD-IBC >el Uniiy I Pa8e ' G8 11:27:05 y ' Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Mark Girder Base length Jptepth G8 36G4N35K 30-103/8 36.00 LETC Panel = 3-8 3/4 / 3-85/8 2 panels @ 4-0 / 4-0 RE TC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-83/4 RE BC Panel = 3-81/2 Load Case No. \ 1SJI Gravity PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@0-2 From LE=7l,7i3.0 Lbs RE: TC@ 0-2FromRE= 71,821.6 Lbs Min. Shear: 25% 17,955.4 Lbs Load Case No. \ Part 2 1 ** '' ' ^" ~ ~~| : ; ,^/ I Reactions LE: TC @0-2 From LE=71,7I3.0 Lbs RE: TC@ 0-2 From RE= 71,821.6 Lbs Min. Shear: 25% 17,955.4 Lbs — CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL ' TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,232.6 3,772.5 360 240 ..16309 19011 ... .*** 0.0 104.9 495.4 2.064 2.064 400 GIR Jst Brg Check(1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 175 15.4 ANGLE WEB DESIGN W2 W3 W4 \V5 W5 W4 W3 W2 VI V2 V2 VI 63 64 41 50 50 41 64 63 20 20 20 20 2ft2ft2 2 2 2 2 ft 2 ft •] 1 1 1 18.90 16.10 15.40 11.50 11.60 15.50 16.10 18.80 2.00 2.00 2.00 2.00 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warnings .... GIR TC Stiffeners reqds at PPTs *....*., 3,5,7, - * • # • * * * * ** 4*********** ^pc} ******** *»• ***** END OF DESIGN FOR £#**** 10/30/2008 I incy Joist Design - ASD-IBC ' 'lei-Unify I Pa8e ' G9 11:36:36 I, J Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G9 36G3N35K 16-23/8 36.00 LETC Panel = 2-5 1/2 / 2-51/2 1 panel @ 2-9 / 2-9 RE TC Panel = 2-9 3/8 / 3-0 LE BC Pane! =3-0 RE BC Panel = 3-0 Load'CaseNo. ] Si firayify ** PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@ 0-2 From LE= 56,118.3 Lbs RE: TC@ 0-2 FromRE= 52,235.6 Lbs Min. Shear: 25% 14,029.6 Lbs Load Case No. } Part 2 1 ** J if ~ "1 Reactions LE: TC @ 0-2 From LE= 56,118.3 Lbs RE: TC@ 0-2 From RE= 52,235.6 Lbs Min. Shear: 25%14,029.6 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 72 72 34.019 50000 438.1 2,428.3 360 240 J8197. 19010 .*** 0.0 165.7 442.0 1.841 1.841 000 GIR Jst Erg Check (1 Angle>Ppt/Lc/ActLoad/Capacitv 3 l 17.5 10.6 AjNGLE WEB DESIGN W2 W3 W4 W4 W3 W2 VI ^/2 Vl 45 51 44 41 53 44 13 10 1Q, 2 ft 2 1 2 2 ft 2 1 1 l' 14.70 14.70 5.70 9.30 13.00 14.30 1.10 1.20 1.20 Girder BCBs - 0 required spaced equally not more than 36.84ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3,5, END OF DESIGN FOR 10/30/2008 J f 'ncy J0ist Design - ASD-IBC .el:Unify 11:27:31 Page 1 G10 Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G10 36G4N35K 30-117/8 36.00 LETC Panel = 3-8 3/4 / 3-85/8 2 panels @ 4-0 / 4-0 RE TC Panel = 3-9 1/4 / 3-91/4 LE BC Panel =3-8 3/4 RE BC Panel =3-9 1/4 Load Case No. } — |.$J[ Gravity ** PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 35,00 Kips Reactions LE: TC @ 0-2 From LE= 71,928.2 Lbs RE: TC@ 0-2 From RE= 71,604.2 Lbs Min. Shear: 25%17,982.1 Lbs Load Case No. ] Part 2 I *¥' ." ""' '"'''• • "" " "'*••'''•"•"" "' ''" " " 'I Reactions LE: TC@0-2FromLE= 71,928.2 Lbs RE: TC@ 0-2FromRE= 71,604.2 Lbs Min. Shear: 25%17,982.1 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,255.5 3,772.5 360 240 .16350 19085 .*** 0.0 102.6 495.4 2.064 2.064 400 GTR Jst Bre Check (I Angle)Ppt/Lc/ActLoad/Capacity 5 I 17.5 153 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 41 50 50 41 64 63 20 20 20 20 2 ft 2 ft 2 2 2 2 2 ft 2 ft 1 1 1 1 19,00 16.20 15.60 11.70 11.50 15.40 16.20 19.00 2.10 2.10 2.10 2.10 Girder BCBs - 0 required spaced equally not more than 41.29ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 3 , 5, 7, *********** ^jpfj ******** mm* ';•;-,- • • m • •***** END OF DESIGN FOR <7/#**** 12/03/2008 uncy Joist Design - ASD-IBC Rel:Unify I Pase ' G11 15:19:56 ' Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth Gil 36G4N35K 30-103/4 36.00 LETC Panel = 3-8 3/4 / 3-85/8 2 panels @ 4-0 / 4-0 RE TC Pane! = 3-8 3/4 / 3-85/8 LE BC Panel =3-8 3/4 RE BC Panel = 3-8 5/8 Load Case No. } j;SJ|:Gf;|\ay * PT. at any One TC Panel Point. 2.00 Kips Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@ 0-2 From LE=7l,766.9 Lbs RE: TC@ 0-2 From RE= 71,767.6 Lbs Min. Shear: 25% 17,941.9 Lbs Load Case No. \ Part 2 1 ** : """ • I Reactions LE: TC@0-2FromLE=71,766.9 Lbs RE: TC@ 0-2From RE= 71,767.6 Lbs Min. Shear: 25% 17,941.9 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,238.3 3,772.5 360 240 16302 19029 *** 0.0 104.5 495.4 2.064 2.064 400 GIR Jst Brg Check (I Anqle)Ppt/Lc/ActLoad/Capacity 5 I 17.5 154 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 41 50 50 41 64 63 20 20 20 20 2ft2ft2 2 2 2 2 ft 2 ft 1 1 1 1 18.90 16.10 15.50 11.60 11.60 15.50 16.10 18.90 2.00 2.00 2.00 2.00 Girder BCBs - 0 required spaced equally not more than 41.29ft Error/Warnings GIR TC Stiffeners reqds at PPTs 3, 5, 7, *********** gpQ ******** ***** END OF DESIGN FOR £//**** 12/03/2008 09:08:40 Mark G2E 'tincy Joist Design Job No: 7305-08 Seq 01 Name Girder Base length Depth 36G4N31.5K 30-10 36.00 -ASD-IBC : VENTANA REAL II Re1:Uniry FLOORS Page 1 G2E LETC Panel = 3- 8 1/21 3-81/2 LE BC Panel =3-8 1/2 2 panels® 4-0 / 4-0 RETCPane!= 3- 8 1/2 / 3-81/2 RE BC Panel =3-8 1/2 Load Case No.1 -[SjJI Gravity ** PT. at any One TC Panel Point.2.00 Kips Gir Cone Loads at TC Diagonals PP 31.50 Kips Reactions LE: Load Case No. Reactions LE: TC @ 0-2 From LE= 64,767.6 Lbs 1 Part 2 PJ** RE:TC @ 0-2 From RE= 64,767.9 Lbs Mill. Shear: 25% 16,192.0 Lbs TC@ 0-2 From LE= 64,767.6 Lbs RE: TC@ 0-2 From RE= 64,767.9 Lbs Min. Shear: 25% 16,192.0 Lbs CHORD DESIGN Inertia(inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC 83 82 33.700 50000 2,009.6 3,502.6 360 240 14711 BC RowsBC Spac TC BC TC BC TC EP BC 20004 *** 0.0 130.8 492.3 2.064 2.051 000 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 5 1 157 17.1 ANGLE WEB DESIGN W2 \V3 W4 W5 W5 \V4 W3 W2 VI V2 V2 VI 63 63 32 50 50 32 63 63 20 20 20 20 2ft2ft2 2 2 2 2ft2ftl 1 1 1 17.00 17.40 12.80 10.50 10.50 12.80 17.40 17.00 1.80 1.80 1.80 1.80 Girder BCBs - 0 required spaced equally not more than 41.03 ft *********** SPG ******** ***** .1 END OF DESIGN FOR C2E**** 12/03/2008 09:08:52 Mark G2F dncy Joist Design - ASD-IBC Rel: Unify Page 1 G2F Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Girder 36G4N13K Base length 30-10 LETC Panel = 5-3 1/2 / 2- 1 1/2 LEBC Panel = 5-31/2 Depth 36.00 2 panels RE TC Panel = 3-8 1/2 / 3-81/2 RE BC Panel = 3-81/2 Interior Panels: 1 panel @ 3-81/2/4-31/2, I panel @ 4-0 / 4-0 Extra VerticalsTC 16-11 1/2, Load Case No. \-JSJI Gravity ** PT. at any One TC Panel Point.2.00 Kips TC Point Load 6.00 Kip @ 5-3 1/2 ft TC Point Load 6.00 Kip @ 11- 1 1/2 ft TC Point Load 20.00 Kip @ 16-11 1/2 ft TC Point Load 15.00 Kip @ 23- 5 ft Gir Cone Loads at TC Diagonals PP 13.00 Kips Reactions LE: TC @ 0-2 From LE= 49,054.5 Lbs RE: Load Case No. \ Part 2 1; ** '' ~ ~~^ TC@ 0-2From RE= 53,377.l Lbs Min. Shear: 25% 13,344.3 Lbs Reactions LE:Lbs Min. Shear: 25% 13,344.3 LbsTC @ 0-2 From LE= 49,054.5 Lbs RE: TC @ 0-2 From RE= 53,377.1 CHORD DESIGN ----- Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 82 82 33.723 50000 1,890.3 3,269.3 360 240 16397 18578 *** 0.0 55.0 492.3 2.051 2.051 5 0 0 GIR Jst Erg Check (1 Angle>Ppt/Lc/ActLoad/Capacitv 7 l 14.0 11.l ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V3 V2 VI 63 51 4G 50 23 41 63 63 41 41 42 20 20 2ft222222ft2ftl 1 2 1 1 *!!!!* 19.10 14.50 14.70 11.10 10.80 15.20 16.60 16.30 3.80 3.80 10.50 2.00 2.00 Girder BCBs - 0 required spaced equally not more than 41.03 ft Error/Warnings GIR TC Stiffeners reqds at PPTs 7, 15, *********** CP^ ******** ***** END OF DESIGN FOR 12/03/2008 09:09:08 dncy Joist Design - ASD-IBC Re!:Unify Pa&e ' G11F Job No: 7305-08 Seq 01 Name : VENTANA REAL II FLOORS Mark Girder Base length Depth G1IF 36G4N35K 30-103/4 36.00 LETC Panel = 5-31/27 2-17/8 2 panels RE TC Panel = 3-8 5/8 / 3-83/4 LEBC Panel = 5-31/2 RE BC Panel = 3-83/4 Interior Panels: 1 panel @ 3- 8 1/8 / 4- 3 7/8 , 1 panel @ 4- 0 / 4- 0 Extra VerticalsTC 16-11 1/2, Load Case No. \ -|SJ1 Gravity ** ? "'.' ^ " . ] ~ - — PT. at any One TC Panel Point.2.00 Kips TC Point Load 3.50 Kip 6 5-3 1/2 ft TC Point Load 3.50 Kip @ 11- 1 1/2 ft TC Point Load 21.00 Kip @ 16-11 1/2 ft TC Point Load 13.50 Kip @ 23- 5 3/8 ft Gir Cone Loads at TC Diagonals PP 35.00 Kips Reactions LE: TC@ 0-2 FromLE= 89,501.2 Lbs RE: TC@ 0-2 From RE= 95,430.3 Lbs Min. Shear: 25%23,857.6 Lbs Load Case No. \ Part 2 j ** '• ";'' "f''~, : P ,1 Reactions LE: TC @ 0-2 From LE= 89,501.2 Lbs RE: TC@ 0-2 From RE= 95,430.3 Lbs Min. Shear: 25%23,857.6 Lbs - CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 93 93 33.131 50000 3,178.3 5,259.0 360 240 16421 18792 *** 0.0 80.9 593.2 2.471 2.471 5 0 0 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 7 1 242 18.7 W2 82 2 ft 27.30 W3 63 2 ft 18.70 W4 45 2 19.80 W5 61 2 16.20 W5 60 2 15.10 W4 44 2 14.80 W3 82 2 ft 23.40 W2 64 2 ft 22.80 ANGLE WEB DESIGN VI V2 V3 V2 30 30 43 30 1121 3.00 3.00 9.80 2.90 VI 30 1 *» «a * « » '•' ' "" 2.90 , .. ...... .„•» „ ...... Girder BCBs - 0 required spaced equally not more than 49.44ft Error/Warnings GIR TC Stiffeners reqds at PPTs 7, >n it********* no Q *«i(t)(>*#*>|t ***** END OF DESIGN FOR 12/03/2008 09:09:19 Mark G2H 'tincy Joist Design - ASD-IBC Rel:Uniiy Page 1 G2H Job No: 7305-08 Seq 01 Name : VENT ANA REAL II FLOORS Girder 36G4N30K Base length 30-10 LETC Panel = 3-8 1/2 / 3-81/2 LEBC Panel = 3-81/2 Depth 36.00 2 panels @ 4- 0 / 4- 0 RE TC Panel = 3-8 1/2 / 3-81/2 RE BC Panel = 3-81/2 Load Case No.1 fl'Gravity, **- PT. at any One TC Panel Point.2.00 Kips TC Point Load 7.00 Kip @ 7- 5 ft Gir Cone Loads at TC Diagonals PP 30.00 Kips Reactions LE: Load Case No. Reactions LE: TC@ 0-2 From LE=67,103.7 Lbs RE:TC@ 0-2 From RE= 63,431.9 Lbs Min. Shear: 25% 16,775.9 Lbs 1 Part 2 ;' ** TC@0-2FromLE=67,103.7 Lbs RE: TC @ 0-2 From RE= 63,431.9 Lbs Min. Shear: 25% 16,775.9 Lbs CHORD DESIGN ----- - — - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 83 83 33.678 50000 2,041.5 3,772.5 360 240 15641 18257 *** 0.0 123.8 495.4 2,064 2.064 400 GIR Jst Brg Check (1 Angle)Ppt/Lc/ActLoad/Capacity 3 I 185 172 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 63 64 40 50 50 32 63 63 20 20 20 20 2ft2 2 2 2 2 2 ft 2 ft 1 1 1 1 18.10 18.50 15.70 10.50 11.00 13.50 17.20 16.80 1.90 1.90 1.90 1.90 Girder BCBs - 0 required spaced equally not more than 41.29 ft Error/Warn ings GIR TC Stiffeners reqds at PPTs 3, ' o/ 0 * f * * * * * £WD Of-' DESIGN FOR Q2H**** January 26. 2009 McArc'le Associates Architects 5523 Ecison P.ace, Su,te 100 CD'Isbaci. CA 92003 Attn. Kirk Mceilor Ro. Vuntana Real I! - 2175 Salk Ave. Carlsbad. CA Dear Mr. Moelier. KLT Consulting Structural Engineers '"as reviewed UK; Q jhcy Jo s! Floor shop craw ngs dated Q9-DG-Q8-sreets J1, J2 <i J3 anc the N.icor Vu.'crafl Roof shop drawing cJcitrfd 10-'3-08 sheet J1. also the Joist calculations by S.E. Consultants. Inc. oatec December "2. 2008 and December 30, 2003 The drawings and calc.jla:icrs conform tc: our approved struciu'al dra-.vincs. f'hank you for the opportunity to oc of service tc yo.u Piease fee; free to cal' if you have any further questions. KLT Consulting Structural Engineers. / L • —I NT-.. :c4c [,'•'•( cXP.CV^/ Francis Lo. SE Presic:ent BEST COPY S.E. CONSULTANTS; inc. Structural Engineering Consultants December 12, 2008 Ross to Steel 1880 Nirvana Ave. Chula Vista, CA 91911-6118 MARL tKAmitb IHUTtU RPviSE & RESUBMST SUBMIT SPEUFIED ITEM titto* of iiw* sis* fewwp sbrt to 1Kcc E * IBMHM <*Mu«ktt* wfth fa ATTN: REF: Dear Jeff, Jeff Clinkscale Ventana Real II Carlsbad, CA Quincy Joist#: 7305-08 • jle tut** ot 3«if*!fe *»!•- • c«ffi*«9li«n ffl«ft»dt, swfini! •. -f «f ftfwsi ire i!r i ' - iirttlaf . •.« -ilwP a«t bt i • itaiistan! fare *N Irtrse! D*w(nis i*at ete-j nsW % d» i bs reqiarod to r«w* s*W i*MB!isw of tt»$8 »f wiioi wtantssani #«sn-; h»w art Swn *««< V KIT (»NWii« smwartjiw. R»fltw rf -• noi This letter-is to certify the following joists: J1 A, J3A-J10A, J20A-J22A, J21AB, J23A, J30A-J43A, G1A-G14A, G6AB, G13AB, G2AC, (calculations dated December 12, 2008), as per the Bill of Materials is prepared fay Quincy Joist Company, in conjunction with the Structural Drawings and CBC 2007 as ft pertains to the design of steel joists for the above referenced project I further certify that Quincy Joist Company is a member of the Steel Joist Institute. Please call Quincy Joist Company if you have any questions, Sincerely, S. E. Consultants, Inc. \( Steven W. Schaub, P.E., S.E. President 5800 East Thomas Road, Suite 104